JP2018204419A - Bearing replacement method for existing concrete beam - Google Patents

Bearing replacement method for existing concrete beam Download PDF

Info

Publication number
JP2018204419A
JP2018204419A JP2017225900A JP2017225900A JP2018204419A JP 2018204419 A JP2018204419 A JP 2018204419A JP 2017225900 A JP2017225900 A JP 2017225900A JP 2017225900 A JP2017225900 A JP 2017225900A JP 2018204419 A JP2018204419 A JP 2018204419A
Authority
JP
Japan
Prior art keywords
support
existing
anchor
concrete girder
bearing
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
JP2017225900A
Other languages
Japanese (ja)
Other versions
JP6995584B2 (en
Inventor
明夫 正司
Akio Shoji
明夫 正司
▲靖▼ 岩本
Yasushi Iwamoto
▲靖▼ 岩本
和也 崎谷
Kazuya Sakitani
和也 崎谷
俊也 井隼
Toshiya Ihaya
俊也 井隼
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.)
Oriental Shiraishi Corp
Original Assignee
Oriental Shiraishi Corp
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 Oriental Shiraishi Corp filed Critical Oriental Shiraishi Corp
Publication of JP2018204419A publication Critical patent/JP2018204419A/en
Application granted granted Critical
Publication of JP6995584B2 publication Critical patent/JP6995584B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Landscapes

  • Bridges Or Land Bridges (AREA)

Abstract

To provide a bearing replacement method for an existing concrete beam which can keep a wide work space, prevent inverse placement of concrete, minimize damage of concrete beam due to a replacement construction as low as possible, and minimize the sharing time in unstable temporary bearing as short as possible.SOLUTION: A bearing replacement method for an existing concrete beam in which an existing bearing 4 interposed between an existing concrete beam 5 and an understructure 2 is replaced with a new bearing S, the method executing a steps of: attaching an anchoring block for attaching an anchoring block 10 for anchoring an anchor A2 of an upper shoe of the new bearing S adjacent the existing bearing 4 and beside the existing concrete beam 5; and drilling an anchor hole for drilling an anchor hole 20 for inserting an anchor A1 of a lower shoe of the new bearing S on an understructure 2 of the new bearing 4 while bearing the existing concrete beam 5 by the existing bearing 4.SELECTED DRAWING: Figure 6

Description

本発明は、既設コンクリート桁の支承取替工法に関するものである。   The present invention relates to an existing concrete girder support replacement method.

橋梁は、一般的に、橋台や橋脚などの鉄筋コンクリート製の下部構造の上に、支承を介して、橋桁などの上部構造が設置されている。近年、支承の耐用年数を超えてしまい、ＢＰ沓（ベアリングプレート沓）などのメタル沓が錆び付いて機能不全に陥っている橋梁が増加している。このため、錆び付いたメタル沓等を現行の基準を満たしたアンカーボルト付きのゴム支承へ取り替えることが行われている。勿論、メタル沓に限らず、紫外線劣化したゴム沓も同様である。   Generally, a bridge has a superstructure such as a bridge girder installed on a reinforced concrete substructure such as an abutment or a pier via a support. In recent years, there has been an increase in the number of bridges that have exceeded the service life of the bearings and have become dysfunctional due to rusting of metal cages such as BP cages (bearing plate cages). For this reason, replacement of rusted metal cages with rubber bearings with anchor bolts that meet the current standards has been carried out. Of course, the same is true not only for the metal rivets but also for the rubber creased with ultraviolet rays.

しかし、橋梁が鉄筋コンクリート製の桁の場合、アンカーボルト付きの支承を取り付けるには、ジャッキアップした上、アンカーボルトの定着長さ（アンカーボルト径の１０倍）を確保するため、コンクリート桁の下部を大きく斫り取ったり、桁の深くまでコア抜きしたりする必要があった。   However, when the bridge is a reinforced concrete girder, in order to attach a support with an anchor bolt, jack up and secure the anchor bolt anchor length (10 times the anchor bolt diameter) to secure the lower part of the concrete girder. It was necessary to scoop it up and core it to the depth of the girder.

その場合、既設のコンクリート桁の強度を大きく損なうおそれがある上、空頭制限のある極めて狭隘な空間でジャッキアップした上、振動を伴う斫り作業やコア抜き作業を行わなくてはならず、危険で作業効率が極めて悪いという問題があった。   In that case, the strength of the existing concrete girder may be greatly impaired, and jacking up in an extremely confined space with limited heads, as well as writting work and uncoring work with vibration, are dangerous. There was a problem that work efficiency was very bad.

また、既設の支承を撤去する時間、及び新設の支承のアンカーボルトを設置する時間、不安定な仮支承で橋梁の上を通行させなければならず（共用しなければならず）、安全を確保するのに非常に手間が掛かるという問題もあった。   Also, the time to remove the existing support and the time to install the anchor bolts for the new support must be passed over the bridge with an unstable temporary support (must be shared) to ensure safety. There was also a problem that it took a lot of work to do.

その上、上沓のアンカーの周りにコンクリートやモルタルを打設する場合は、型枠で塞いで中が見えない状態で上方へ向けコンクリートを打設するいわゆる逆打ちとなり、ジャンカ等の空洞ができてしまうおそれがあり品質確保が困難であるという問題があった。   In addition, when placing concrete or mortar around the anchor of the upper arm, it is so-called counter-striking, in which concrete is placed upwards with the formwork closed and the inside is not visible, creating a cavity such as a jumper. There is a problem that it is difficult to ensure quality.

具体的には、例えば、特許文献１には、橋梁の上部構造をジャッキアップして支承の下沓を撤去し、上部構造の下面を斫りとって上沓のアンカーバーを露出させた上、切断し、複数のコア抜きを行って、アンカーバーの残部と溶接するとともにコアに新設アンカーバーを設置するコンクリート桁の支承取替工法が開示されている（特許文献１の特許請求の範囲の請求項１、明細書の段落［００１０］〜［００１６］、図面の図１〜図３参照）。   Specifically, for example, in Patent Document 1, the upper structure of the bridge is jacked up, the lower arm of the support is removed, the lower surface of the upper structure is scraped, and the anchor bar of the upper arm is exposed, A concrete girder support replacement method is disclosed in which a plurality of cores are cut, welded to the rest of the anchor bar, and a new anchor bar is installed on the core (claim of patent document 1) Item 1, paragraphs [0010] to [0016] of the specification, FIGS. 1 to 3 of the drawings).

しかし、特許文献１に記載のコンクリート桁の支承取替工法では、コンクリートの斫り部分を小さくすることはできるものの、全て無くすことはできず、前記問題が依然解消されていなかった。特に、ジャッキアップした不安定な状態で狭隘な作業空間で天井面に向けコア抜きや斫り等をすることは、安全確保のための措置を厳重に施さなければならず、作業時間が掛かりコストアップの要因となっていた。   However, in the concrete girder support replacement method described in Patent Document 1, although it is possible to reduce the curled portion of the concrete, it is not possible to eliminate all of them, and the above problem has not been solved. In particular, it is necessary to take strict measures to ensure safety, such as uncorking and turning the ceiling surface in a narrow work space with a jacked-up unstable condition, and it takes time and cost. It was a factor of up.

また、特許文献２には、上下部のそれぞれの中央部に水平力に抵抗する上下柱状部１０ａ，１１ａと上楊力に抵抗する上下大径部１０ｂ，１１ｂが一体に形成された支承部材８と、下部構造側に固定され、水平方向の一端が開口し、下挿入溝を中央部まで形成した下部鋼板５と、上部構造に固定され、水平方向の一端が開口し、上挿入溝を中央部まで形成した上部鋼板７と、支承部材８を上下部挿入溝に沿って挿入した後、上下固定部材を前記上下挿入溝に沿って挿入して上下柱状部１０ａ，１１ａと上下大径部１０ｂ，１１ｂを前記上下固定部材の先端で押し付け、前記上下固定部材を上部鋼板７及び下部鋼板５に固定し支承部材８を固定する橋梁用交換容易支承装置が開示されている（特許文献２の特許請求の範囲の請求項１、明細書の段落［００１３］〜［００２４］、図面の図１〜図３参照）。   Patent Document 2 discloses a support member 8 in which upper and lower columnar portions 10a and 11a that resist horizontal force and upper and lower large-diameter portions 10b and 11b that resist upper repulsive force are integrally formed at the central portions of the upper and lower portions. Fixed to the lower structure side, one end in the horizontal direction is opened, and the lower steel plate 5 is formed with the lower insertion groove up to the center, and fixed to the upper structure, one end in the horizontal direction is opened, and the upper insertion groove is in the center After the upper steel plate 7 and the support member 8 formed up to the upper portion are inserted along the upper and lower portion insertion grooves, the upper and lower fixing members are inserted along the upper and lower insertion grooves, and the upper and lower columnar portions 10a and 11a and the upper and lower large diameter portions 10b. , 11b is pressed at the tip of the vertical fixing member, and the bridge easy-to-change support device is disclosed in which the vertical fixing member is fixed to the upper steel plate 7 and the lower steel plate 5 and the support member 8 is fixed (Patent Document 2). Claim 1 of Claim, Specification Successful [0013] ~ [0024], see FIGS. 1 to 3 of the drawings).

特許文献２に記載の橋梁用交換容易支承装置は、頭付きスタッドを用いることでアンカーボルトの長さを短くし、コンクリート桁の斫る部分を従来のものより小さくすることはできるとされている。しかし、狭隘な空間で構造物の下面を斫ったり、コンクリートを逆打ちしたりする必要があるのは変わらず、既設の支承を撤去したり、新設の支承のアンカーボルトを設置したりする間、橋梁の上を通行させなければならないという問題も解決されてはいなかった。   The bridge easy-to-replace support device described in Patent Document 2 is said to be able to shorten the length of the anchor bolt by using a headed stud and make the concrete girder portion smaller than the conventional one. . However, it is still necessary to beat the lower surface of the structure in a confined space or to reverse concrete, and while removing existing bearings or installing anchor bolts for new bearings The problem of having to pass over the bridge has not been solved.

特開２００９−２８７１８３号公報JP 2009-287183 A 特開２０１３−２３４５０８号公報JP 2013-234508 A

そこで、本発明は、前述した問題に鑑みて案出されたものであり、その目的とするところは、取替工事によるコンクリート桁の損傷を極力小さくできるとともに、不安定な仮支承での共用期間を極力短くすることができる既設コンクリート桁の支承取替工法を提供することにある。   Therefore, the present invention has been devised in view of the above-mentioned problems, and the object of the present invention is to reduce the damage to the concrete girder due to replacement work as much as possible and to share the period with unstable temporary bearings. The purpose is to provide a method for replacing the existing concrete girder that can be shortened as much as possible.

第１発明に係る既設コンクリート桁の支承取替工法は、既設コンクリート桁と下部構造との間に介装された既設支承を新設支承に取り替える既設コンクリート桁の支承取替工法であって、前記既設支承で前記既設コンクリート桁を支承しつつ、前記既設支承の脇の前記下部構造又は上部構造に前記新設支承のアンカーを挿置するためのアンカー孔を穿孔するアンカー孔穿孔工程を有することを特徴とする。   The existing concrete girder support replacement method according to the first aspect of the invention is an existing concrete girder support replacement method for replacing an existing support interposed between an existing concrete girder and a lower structure with a new support. An anchor hole drilling step of drilling an anchor hole for inserting the anchor of the new bearing in the lower structure or the upper structure beside the existing bearing while supporting the existing concrete girder with the bearing; To do.

第２発明に係る既設コンクリート桁の支承取替工法は、第１発明において、前記既設支承の近傍の既設コンクリート桁の脇に前記新設支承の上沓のアンカーを定着させる定着ブロックを取り付ける定着ブロック取付工程を有することを特徴とする。   The method for replacing the existing concrete girder according to the second invention is the fixing block mounting according to the first invention, wherein a fixing block for fixing the anchor of the upper arm of the new bearing is fixed to the side of the existing concrete girder in the vicinity of the existing bearing. It has the process.

第３発明に係る既設コンクリート桁の支承取替工法は、第２発明において、前記定着ブロック取付工程の前に、前記定着ブロックを止め付ける横締めＰＣ鋼材を挿通するＰＣ鋼材孔を、前記既設コンクリート桁に削孔するＰＣ鋼材孔削孔工程を行うことを特徴とする。   The existing concrete girder support replacement method according to the third invention is the second invention, wherein the PC steel hole for inserting a laterally tightened PC steel material for fastening the fixing block is inserted into the existing concrete before the fixing block attaching step. It is characterized in that a PC steel material drilling step for drilling into a girder is performed.

第４発明に係る既設コンクリート桁の支承取替工法は、第２発明又は第３発明において、前記新設支承の設置が完了し、前記新設支承で既設コンクリート桁を支承した後、前記既設支承を撤去する既設支承撤去工程を行うことを特徴とする。   The existing concrete girder replacement method according to the fourth invention is the second or third invention, wherein after the installation of the new support is completed and the existing concrete girder is supported by the new support, the existing support is removed. The existing support removal process is performed.

第５発明に係る既設コンクリート桁の支承取替工法は、第３発明又は第４発明において、前記定着ブロックは、前記新設支承の上沓及びそのアンカーが一体となった鋼製プレートであり、前記定着ブロック取付工程では、前記ＰＣ鋼材孔に前記ＰＣ鋼材を挿通して前記鋼製プレートを取り付けるだけで前記新設支承の上沓の設置が完了することを特徴とする。   The existing concrete girder support replacement method according to a fifth aspect of the present invention is the third or fourth aspect, wherein the fixing block is a steel plate in which the upper arm of the new support and its anchor are integrated, In the fixing block attaching step, the installation of the upper arm of the new support is completed simply by inserting the PC steel material into the PC steel material hole and attaching the steel plate.

第６発明に係る既設コンクリート桁の支承取替工法は、第４発明又は第５発明において、前記新設支承のアンカーの設置が完了した後、仮支承で前記既設コンクリート桁を支承し、その後、前記既設支承を前記新設支承に取り替える新設支承取替工程を行うことを特徴とする。   The existing concrete girder support replacement method according to the sixth invention is the fourth invention or the fifth invention, wherein after the installation of the anchor of the new support is completed, the existing concrete girder is supported by a temporary support, A new installation support replacement process is performed in which an existing installation is replaced with the new installation.

第７発明に係る既設コンクリート桁の支承取替工法は、第６発明において、新設支承取替工程では、前記定着ブロックに取り付けられた仮支承で前記既設コンクリート桁を支承することを特徴とする。   The existing concrete girder replacement method according to the seventh invention is characterized in that, in the sixth invention, in the new support replacement process, the existing concrete girder is supported by a temporary support attached to the fixing block.

第８発明に係る既設コンクリート桁の支承取替工法は、第１発明において、前記アンカー孔穿孔工程では、前記既設支承で前記既設コンクリート桁を支承しつつ、前記既設支承の脇の橋梁の上部構造及び前記下部構造のいずれにも前記新設支承の上沓のアンカーを挿置するためのアンカー孔を穿孔することを特徴とする。   According to an eighth aspect of the present invention, there is provided a method for replacing an existing concrete girder according to the first aspect of the present invention, wherein in the anchor hole drilling step, the existing concrete girder is supported by the existing support while the upper structure of the bridge beside the existing support. And the anchor hole for inserting the anchor of the upper arm of the new support is drilled in both of the lower structures.

第９発明に係る既設コンクリート桁の支承取替工法は、第８発明において、前記アンカー孔穿孔工程では、エルボー管を有するウォータージェット装置を用いてエルボー管の先に管を継ぎ足しながら穿孔して行くことを特徴とする。   According to the ninth aspect of the present invention, in the eighth aspect of the invention, in the anchor hole drilling step, the anchor hole drilling step is performed by drilling while adding a pipe to the tip of the elbow pipe using a water jet device having an elbow pipe. It is characterized by that.

第１０発明に係る既設コンクリート桁の支承取替工法は、第８発明又は第９発明において、前記アンカー孔穿孔工程で穿孔したアンカー孔に新設支承の支承アンカーのアンカーボルトを継ぎ足しながら設置する支承アンカー設置工程を有することを特徴とする。   According to the tenth aspect of the present invention, there is provided a method for replacing an existing concrete girder according to the eighth or ninth aspect of the present invention, wherein the anchor bolt of the support anchor of the new support is installed in the anchor hole drilled in the anchor hole drilling step. It has the installation process, It is characterized by the above-mentioned.

第１１発明に係る既設コンクリート桁の支承取替工法は、既設コンクリート桁と下部構造との間に介装された既設支承を新設支承に取り替える既設コンクリート桁の支承取替工法であって、仮支承で前記既設コンクリート桁を支承した後、前記既設支承の脇の橋梁の上部構造に前記新設支承の上沓のアンカーを挿置するためのアンカー孔を削孔するアンカー孔削孔工程を行うとともに、前記既設支承の近傍の既設コンクリート桁の脇に前記新設支承の上沓のアンカーを定着させる定着ブロックを取り付ける定着ブロック取付工程を行うことを特徴とする。   The existing concrete girder support replacement method according to the eleventh aspect of the invention is an existing concrete girder replacement method for replacing an existing support interposed between an existing concrete girder and a lower structure with a new support. After supporting the existing concrete girder, and performing an anchor hole drilling step of drilling an anchor hole for inserting the anchor of the upper arm of the new support in the upper structure of the bridge beside the existing support, A fixing block attaching step of attaching a fixing block for fixing the anchor of the upper collar of the new support to the side of the existing concrete girder in the vicinity of the existing support is performed.

第１２発明に係る既設コンクリート桁の支承取替工法は、第１１発明において、下部構造の上部を斫り取って撤去する下部構造上部斫り工程を行うことを特徴とする。   The existing concrete girder support replacement method according to the twelfth aspect of the invention is characterized in that, in the eleventh aspect of the invention, a lower structure upper turning process of scraping and removing the upper part of the lower structure is performed.

第１発明〜第１０発明によれば、桁下を斫る必要もないため、取替工事によるコンクリート桁の損傷を極力小さくすることができる。その上、既設支承で既設コンクリート桁を支承しつつ、新設支承のアンカー孔を削孔するので、不安定な仮支承での共用期間を極力短くすることができる。   According to the 1st invention-the 10th invention, since it is not necessary to roll down the undergirder, the damage of the concrete girder by replacement work can be made as small as possible. In addition, since the anchor hole of the new bearing is drilled while supporting the existing concrete girder with the existing bearing, the shared period of the unstable temporary bearing can be shortened as much as possible.

第２発明〜第７発明によれば、既設コンクリート桁の両脇に定着ブロックを取り付け、既設支承で既設コンクリート桁を支承しつつ、下沓のアンカー孔を削孔するので、比較的上方にもスペースのあるコンクリート桁脇で作業を行うこととなり、作業空間を広くとることができる。また、定着ブロックも上からコンクリートを打設可能であるため、コンクリート打設が逆打ちとならず、ジャンカ等の空洞ができてしまうおそれが少ない。また、桁下を斫る必要もないため、取替工事によるコンクリート桁の損傷を極力小さくすることができる。その上、既設支承で既設コンクリート桁を支承しつつ、下沓のアンカー孔を削孔するので、不安定な仮支承での共用期間を極力短くすることができる。   According to the second to seventh inventions, the fixing block is attached to both sides of the existing concrete girder, and the anchor hole of the lower iron is drilled while supporting the existing concrete girder with the existing support, so that it is relatively upward. Work will be done on the side of a concrete girder with space, and the work space can be widened. In addition, since the fixing block can also be poured with concrete from above, the casting of the concrete is not reversed, and there is little risk of forming a cavity such as a jumper. In addition, since it is not necessary to hit the girders, damage to the concrete girders due to replacement work can be minimized. In addition, since the anchor hole of the lower arm is drilled while supporting the existing concrete girder with the existing support, the common period of the unstable temporary support can be shortened as much as possible.

特に、第３発明によれば、ＰＣ鋼材孔削孔工程を行うので、定着ブロックのコンクリート桁への固定を、強度及び信頼性の高いＰＣ鋼材を用いて短時間で行うことができる。このため、支承取替工事のコストダウンを達成することができる。   In particular, according to the third invention, since the PC steel material drilling step is performed, the fixing block can be fixed to the concrete girder in a short time using a PC steel material having high strength and reliability. For this reason, it is possible to achieve cost reduction of the bearing replacement work.

特に、第４発明によれば、新設支承で既設コンクリート桁を支承した後、既設支承を撤去するので、不安定な仮支承での共用期間がなくなり極めて安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In particular, according to the fourth invention, after the existing concrete girder is supported by the new support, the existing support is removed, so that there is no sharing period in the unstable temporary support and it is extremely safe. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

特に、第５発明によれば、定着ブロックが上沓とアンカーが一体となった鋼製プレートであり、ＰＣ鋼材孔にＰＣ鋼材を挿通して鋼製プレートを取り付けるだけで上沓の設置が完了するので、支承取替工事の作業工程を削減して極めて短期間で支承取替工事を完了することができる。このため、さらに支承取替工事のコストダウンを達成することができる。   In particular, according to the fifth invention, the fixing block is a steel plate in which the upper plate and the anchor are integrated, and the installation of the upper plate is completed simply by inserting the PC plate through the PC steel hole and attaching the steel plate. Therefore, it is possible to reduce the work process of the support replacement work and complete the support replacement work in a very short time. For this reason, it is possible to further reduce the cost of the support replacement work.

特に、第６発明によれば、新設支承のアンカーの設置が完了した後、仮支承で既設コンクリート桁を支承し、その後既設支承を新設支承に取り替えるので、不安定な仮支承での共用期間を極力短くすることができるだけでなく、新設支承を既設支承より橋梁の幅方向に大きくとることも容易となる。このため、新設支承の大きさへの制限が少なくなり、より耐震性の高い支承の設置も可能となる。   In particular, according to the sixth invention, after the installation of the anchor of the new support is completed, the existing concrete girder is supported by the temporary support, and then the existing support is replaced with the new support. Not only can it be shortened as much as possible, but it is also easy to make the new support larger in the width direction of the bridge than the existing support. For this reason, the restriction on the size of the newly installed bearing is reduced, and it is possible to install a more earthquake-resistant bearing.

特に、第７発明によれば、定着ブロックに取り付けられた仮支承で前記既設コンクリート桁を支承するので、新たに仮支承のためのベントを組む必要がなくなり、作業期間やベントの設置費用やリース費用を低減してさらに支承取替工事のコストダウンを達成することができる。   In particular, according to the seventh invention, since the existing concrete girder is supported by the temporary support attached to the fixing block, it is not necessary to newly construct a vent for the temporary support, and the work period, the installation cost of the vent, the lease It is possible to reduce the cost and further reduce the cost of replacement work.

特に、第８発明によれば、横桁の下部を斫る必要がなくなり、橋梁の損傷をさらに小さくすることができる。また、第８発明によれば、横桁を復旧する必要もなくなり、支承取替の作業期間を短縮することができる。特に、通行止め等が必要となる不安定な仮支承で既設コンクリート桁を支承している期間が短く、極めて安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In particular, according to the eighth aspect of the invention, it is not necessary to crawl the lower part of the cross beam, and damage to the bridge can be further reduced. Further, according to the eighth invention, there is no need to restore the cross beam, and the work period for the replacement can be shortened. In particular, it is extremely safe because the unstable concrete bearings that need to be closed, etc. are used to support existing concrete girders. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

特に、第９発明によれば、従来できなかった狭隘な橋梁の上部構造と下部構造との隙間においてアンカー孔を穿孔することが可能となる。このため、支承取替の作業期間をさらに短縮することができる。特に、仮支承で既設コンクリート桁を支承している期間が短く、極めて安全である。   In particular, according to the ninth invention, it is possible to drill anchor holes in the gap between the narrow bridge upper structure and the lower structure, which could not be achieved conventionally. For this reason, it is possible to further shorten the work period for the replacement of the support. In particular, the period when the existing concrete girder is supported by the temporary support is short and extremely safe.

特に、第１０発明によれば、従来できなかった狭隘な橋梁の上部構造と下部構造との隙間において新設支承の支承アンカーの設置が可能となる。このため、支承取替の作業期間をさらに短縮することができる。特に、仮支承で既設コンクリート桁を支承している期間が短く、極めて安全である。   In particular, according to the tenth invention, it is possible to install a support anchor of a new support in a gap between an upper structure and a lower structure of a narrow bridge, which has not been possible conventionally. For this reason, it is possible to further shorten the work period for the replacement of the support. In particular, the period when the existing concrete girder is supported by the temporary support is short and extremely safe.

第１１発明及び第１２発明によれば、橋梁の耐久性に特に影響のある上部構造であるコンクリート桁の桁下や横桁を斫る必要がないため、既存の構造物に与える損傷を最小限にすることができる。また、支承で支持している期間はあるものの、振動を伴う斫り作業やコア抜き作業などの危険な作業がないため、仮支承で支承していても安全である。   According to the eleventh and twelfth aspects of the present invention, it is not necessary to crawl the underside and cross beams of the concrete girder, which is a superstructure that particularly affects the durability of the bridge, so that damage to existing structures is minimized. Can be. In addition, although there is a period of support with the support, there is no dangerous work such as a turning work with vibration or core removal work, so it is safe even if it is supported with a temporary support.

特に、第１２発明によれば、下部構造の上部を斫ることで、高さ方向に作業スペースが生まれるため、その後の作業効率が向上し、作業時間の短縮を達成することができる。また、下部構造の上部を斫って新設支承に取り替えるので、新設支承と既設支承の高さが違う場合であっても取替が可能である。このため、新設支承の選択肢が増えるため、設計の自由度が高まるとともに、安価で高性能で耐久性の高い新設支承とすることもできる。   In particular, according to the twelfth aspect, since the work space is created in the height direction by rolling the upper portion of the lower structure, the subsequent work efficiency can be improved and the work time can be shortened. Further, since the upper part of the lower structure is turned over and replaced with a new support, the replacement can be performed even when the height of the new support and the existing support are different. For this reason, since the choice of a new installation increases, the freedom degree of design increases and it can also be set as a new installation with low cost, high performance, and high durability.

本発明を適用する橋梁の一例を示す鉛直断面図である。It is a vertical sectional view showing an example of a bridge to which the present invention is applied. 本発明の第１実施形態に係る既設コンクリート桁の支承取替工法の横桁撤去工程を示す工程説明図である。It is process explanatory drawing which shows the crossing girder removal process of the support replacement construction method of the existing concrete girder which concerns on 1st Embodiment of this invention. 同上の支承取替工法のＰＣ鋼材孔削孔工程を示す工程説明図である。It is process explanatory drawing which shows the PC steel material drilling process of a support replacement construction method same as the above. 同上の支承取替工法のアンカー孔削孔工程を示す工程説明図である。It is process explanatory drawing which shows the anchor hole drilling process of a bearing replacement construction method same as the above. 同上の支承取替工法の新設支承設置工程を示す工程説明図である。It is process explanatory drawing which shows the new support installation process of a support replacement construction method same as the above. 同上の支承取替工法の定着ブロック取付工程を示す工程説明図である。It is process explanatory drawing which shows the fixing block attachment process of a bearing replacement construction method same as the above. 同上の支承取替工法の既設支承撤去工程を示す工程説明図である。It is process explanatory drawing which shows the existing support removal process of a support replacement construction method same as the above. 同上の支承取替工法の横桁復旧工程を示す工程説明図である。It is process explanatory drawing which shows the cross-girder restoration process of a support replacement construction method same as the above. 本発明の第２実施形態に係る既設コンクリート桁の支承取替工法の横桁撤去工程を示す工程説明図である。It is process explanatory drawing which shows the cross girder removal process of the support replacement construction method of the existing concrete girder which concerns on 2nd Embodiment of this invention. 同上の支承取替工法のアンカー孔削孔工程を示す工程説明図である。It is process explanatory drawing which shows the anchor hole drilling process of a bearing replacement construction method same as the above. 同上の支承取替工法の定着ブロック取付工程を示す工程説明図である。It is process explanatory drawing which shows the fixing block attachment process of a bearing replacement construction method same as the above. 同上の支承取替工法の仮支承設置工程を示す工程説明図である。It is process explanatory drawing which shows the temporary support installation process of a support replacement construction method same as the above. 変形例１に係る仮支承でコンクリート桁を支承した状態を示す説明図である。It is explanatory drawing which shows the state which supported the concrete girder with the temporary support which concerns on the modification 1. FIG. 変形例２に係る仮支承でコンクリート桁を支承した状態を示す説明図である。It is explanatory drawing which shows the state which supported the concrete girder with the temporary support which concerns on the modification 2. As shown in FIG. 同上の支承取替工法の新設支承取替工程を示す工程説明図である。It is process explanatory drawing which shows the new installation support replacement process of a support replacement construction method same as the above. 同上の支承取替工法の仮支承撤去工程を示す工程説明図である。It is process explanatory drawing which shows the temporary support removal process of a support replacement construction method same as the above. 同上の支承取替工法の横桁復旧工程を示す工程説明図である。It is process explanatory drawing which shows the cross-girder restoration process of a support replacement construction method same as the above. 本発明の第３実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔穿孔工程を示す工程説明図である。It is process explanatory drawing which shows the anchor hole drilling process of the support replacement construction method of the existing concrete girder which concerns on 3rd Embodiment of this invention. 図１で示した橋梁の上部構造と下部構造との隙間を主に示す説明図であり、（ａ）が一般的なウォータージェット装置で穿孔できないことを示す図であり、（ｂ）が同上のアンカー孔穿孔工程で用いるウォータージェット装置を示す説明図である。It is explanatory drawing which mainly shows the clearance gap between the upper structure of a bridge shown in FIG. 1, and a lower structure, (a) is a figure which shows that it cannot drill with a general water jet apparatus, (b) is the same as the above. It is explanatory drawing which shows the water jet apparatus used at an anchor hole drilling process. 同上のアンカー孔穿孔工程の具体的作業手順を示す作業手順説明図であり、（ａ）〜（ｆ）の順番に作業を行う。It is work procedure explanatory drawing which shows the concrete work procedure of an anchor hole drilling process same as the above, and works in the order of (a)-(f). 同上の支承取替工法の定着ブロック取付工程を示す工程説明図である。It is process explanatory drawing which shows the fixing block attachment process of a bearing replacement construction method same as the above. 同上の支承取替工法の支承アンカー設置工程を示す工程説明図である。It is process explanatory drawing which shows the bearing anchor installation process of a bearing replacement construction method same as the above. 同上の支承取替工法の仮支承設置工程を示す工程説明図である。It is process explanatory drawing which shows the temporary support installation process of a support replacement construction method same as the above. 同上の支承取替工法のグラウト注入工程を示す工程説明図である。It is process explanatory drawing which shows the grout injection | pouring process of a support replacement construction method same as the above. 同上の支承取替工法の新設支承取替工程を示す工程説明図である。It is process explanatory drawing which shows the new installation support replacement process of a support replacement construction method same as the above. 同上の支承取替工法により支承取替工事が完了した状態を示す説明図である。It is explanatory drawing which shows the state which the bearing replacement construction was completed by the bearing replacement construction method same as the above. 本発明の第４実施形態に係る既設コンクリート桁の支承取替工法の仮支承設置工程を示す工程説明図である。It is process explanatory drawing which shows the temporary support installation process of the support replacement construction method of the existing concrete girder which concerns on 4th Embodiment of this invention. 同上の支承取替工法の下部構造上部斫り工程を示す工程説明図である。It is process explanatory drawing which shows the lower structure upper turning process of a bearing replacement construction method same as the above. 同上の支承取替工法の既設支承撤去工程を示す工程説明図である。It is process explanatory drawing which shows the existing support removal process of a support replacement construction method same as the above. 同上の支承取替工法のアンカー孔削孔工程を示す工程説明図である。It is process explanatory drawing which shows the anchor hole drilling process of a bearing replacement construction method same as the above. 同上の支承取替工法の定着ブロック取付工程を示す工程説明図である。It is process explanatory drawing which shows the fixing block attachment process of a bearing replacement construction method same as the above. 同上の支承取替工法の上沓設置工程を示す工程説明図である。It is process explanatory drawing which shows the upper eyelet installation process of a bearing replacement construction method same as the above. 同上の支承取替工法の新設支承設置工程を示す工程説明図である。It is process explanatory drawing which shows the new support installation process of a support replacement construction method same as the above. 同上の支承取替工法のグラウト注入工程及びコンクリート打設工程を示す工程説明図である。It is process explanatory drawing which shows the grout injection | pouring process and concrete placement process of a support replacement construction method same as the above. 同上の支承取替工法の仮支承撤去工程を示す工程説明図である。It is process explanatory drawing which shows the temporary support removal process of a support replacement construction method same as the above.

以下、本発明に係る既設コンクリート桁の支承取替工法を実施するための一実施形態について、図面を参照しながら詳細に説明する。   Hereinafter, an embodiment for carrying out the existing concrete girder support replacement method according to the present invention will be described in detail with reference to the drawings.

［第１実施形態］
先ず、図１〜図８を用いて、本発明の第１実施形態に係る既設コンクリート桁の支承取替工法について説明する。先ず、本実施形態に係る支承取替工法によって支承を取り替える橋梁について簡単に説明する。図１は、本発明を適用する橋梁の一例を示す鉛直断面図である。 [First Embodiment]
First, the existing concrete girder support replacement method according to the first embodiment of the present invention will be described with reference to FIGS. First, a bridge for replacing a bearing by the bearing replacement method according to this embodiment will be briefly described. FIG. 1 is a vertical sectional view showing an example of a bridge to which the present invention is applied.

図１に示すように、本実施形態に係る橋梁１は、鉄筋コンクリート製の橋梁であり、橋脚や橋台などの下部構造２の上に、上部構造３がＢＰ沓（ベアリングプレート沓）からなる複数の既設支承４を介して載置されている橋梁である。勿論、既設支承４は、ＢＰ沓などのメタル沓だけでなく、ゴム製の支承であっても本発明を適用できることは云うまでもない。なお、一点鎖線は、橋梁１の中央の軸線を示し、左右対称の右半分は省略して示している。   As shown in FIG. 1, a bridge 1 according to the present embodiment is a reinforced concrete bridge, and a plurality of upper structures 3 are made of BP cages (bearing plate cages) on a lower structure 2 such as piers and abutments. It is a bridge placed through the existing support 4. Of course, it is needless to say that the present invention can be applied to the existing support 4 not only with a metal rod such as a BP rod but also with a rubber bearing. In addition, a dashed-dotted line shows the center axis line of the bridge 1, and the right half of symmetry is abbreviate | omitted and shown.

図示する上部構造３は、鉄筋コンクリート製の複数のコンクリート桁５と、これらのコンクリート桁５上に設けられた鉄筋コンクリート製のコンクリート床版６と、このコンクリート床版６の縁に沿って立設された鉄筋コンクリート製の高欄７など、から構成されている。また、複数のコンクリート桁５は、橋軸方向に所定間隔をおいて横桁８で一体化されている。そして、コンクリート床版６の上には、アスファルトからなる舗装９が敷設されている。   The upper structure 3 shown in the figure is erected along a plurality of concrete girders 5 made of reinforced concrete, a concrete floor slab 6 made of reinforced concrete provided on these concrete girders 5, and an edge of the concrete floor slab 6. It is composed of reinforced concrete railing 7 and the like. Further, the plurality of concrete girders 5 are integrated with the horizontal girders 8 at a predetermined interval in the bridge axis direction. A pavement 9 made of asphalt is laid on the concrete floor slab 6.

（１）横桁撤去工程
図２は、本発明の第１実施形態に係る既設コンクリート桁の支承取替工法の横桁撤去工程を示す工程説明図である。図２に示すように、本実施形態に係る支承取替工法では、先ず、横桁８の支承取替工事において支障のある部分である撤去部８ａを斫り取って撤去する横桁撤去工程を行う。 (1) Cross-girder removal process FIG. 2: is process explanatory drawing which shows the cross-girder removal process of the support replacement construction method of the existing concrete girder which concerns on 1st Embodiment of this invention. As shown in FIG. 2, in the support replacement method according to the present embodiment, first, a cross girder removal step of scavenging and removing the removal portion 8 a which is a troublesome part in the support replacement work of the horizontal girder 8 is performed. Do.

本工程を行う理由は、一般的な橋梁では、既設支承４が配設されている箇所でコンクリート桁５が横桁８で一体化されているからである。勿論、既設支承４の周りに横桁８が無く、支承取替工事において支障が無い場合は本工程を行わなくても良いことは云うまでもない。   The reason for carrying out this step is that in a general bridge, the concrete girder 5 is integrated with the cross girder 8 at the location where the existing support 4 is disposed. Of course, it is needless to say that this step may not be performed when there is no cross beam 8 around the existing support 4 and there is no problem in the replacement work.

具体的には、本工程では、コンクリートブレーカやエアーピックハンマーなどの重機、空圧工具又は電動工具などの斫り機を用いて図２の破線の斜線部で示す矩形の撤去部８ａを斫り取る。撤去部８ａは、後述の定着ブロック１０（図７参照）のコンクリート打設に支障のないように、定着ブロック１０の型枠よりコンクリート圧送用のホースを差し込んで少し余裕のある程度の高さに設定するとよい。   Specifically, in this step, the rectangular removal portion 8a indicated by the hatched portion of the broken line in FIG. 2 is rolled using a heavy machine such as a concrete breaker or an air pick hammer, a pneumatic tool or a power tool such as an electric tool. take. The removal portion 8a is set to a certain height with a little margin by inserting a concrete hose for feeding concrete from the mold of the fixing block 10 so as not to hinder the concrete placement of the fixing block 10 (see FIG. 7) described later. Good.

（２）ＰＣ鋼材孔削孔工程
図３は、第１実施形態に係る既設コンクリート桁の支承取替工法のＰＣ鋼材孔削孔工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３に示すように、定着ブロック１０を止め付ける横締めＰＣ鋼材１１を挿通するＰＣ鋼材孔５０を削孔するＰＣ鋼材孔削孔工程を行う。 (2) PC Steel Drilling Process FIG. 3 is a process explanatory diagram showing the PC steel drilling process of the existing concrete girder support replacement method according to the first embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 3, a PC steel hole drilling step for drilling a PC steel hole 50 through which the laterally tightened PC steel member 11 for fixing the fixing block 10 is inserted is performed. Do.

具体的には、本工程では、ダイアモンドコアドリルなどの電動コア抜き機等でコンクリート桁５に、定着ブロック１０の大きさに応じた所定間隔の複数本のＰＣ鋼材孔５０を削孔する。ＰＣ鋼材孔５０の径は、挿通する横締めＰＣ鋼材１１の径に応じて適宜定める。   Specifically, in this step, a plurality of PC steel material holes 50 having a predetermined interval corresponding to the size of the fixing block 10 are drilled in the concrete girder 5 with an electric core punch such as a diamond core drill. The diameter of the PC steel material hole 50 is appropriately determined according to the diameter of the laterally tightened PC steel material 11 to be inserted.

（３）アンカー孔削孔工程（アンカー孔穿孔工程）
図４は、第１実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔削孔工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図４に示すように、既設支承４の脇に、後述の新設支承Ｓの下アンカーＡ１（図５参照）を挿置するためのアンカー孔２０を削孔するアンカー孔削孔工程を行う。 (3) Anchor hole drilling process (anchor hole drilling process)
FIG. 4 is a process explanatory diagram illustrating an anchor hole drilling process of the existing concrete girder support replacement method according to the first embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 4, an anchor hole for inserting a lower anchor A <b> 1 (see FIG. 5), which will be described later, beside the existing bearing 4. An anchor hole drilling step for drilling 20 is performed.

具体的には、本工程では、前工程と同様に、ダイアモンドコアドリルなどの電動コア抜き機等で下部構造２に、下アンカーＡ１の本数に応じた複数本のアンカー孔２０を削孔する。なお、本工程と前工程は、同時期に連続して行っても良いし、いずれか一方の工程を先におこなってもよい。   Specifically, in this step, as in the previous step, a plurality of anchor holes 20 corresponding to the number of lower anchors A1 are drilled in the lower structure 2 with an electric core punch such as a diamond core drill. In addition, this process and the previous process may be performed continuously at the same time, or any one process may be performed first.

図４から明らかなように、本実施形態に係る支承取替工法では、アンカー孔の削孔を、従来の支承取替工法のように、既設支承４を撤去したコンクリート桁５の直下の狭隘なスペースで行う必要がない。よって、特許文献２に記載のように、ウォータージェット等の特殊な機械で削孔する必要がなく、通常の電動コア抜き機等で削孔することができる。このため、複数のアンカー孔２０を同時に削孔することも容易であり、アンカー孔の削孔の作業時間を短縮して支承取替工事のコストダウンを達成することができる。   As apparent from FIG. 4, in the support replacement method according to the present embodiment, the drilling of the anchor hole is narrowed just below the concrete girder 5 from which the existing support 4 is removed as in the conventional support replacement method. There is no need to do it in space. Therefore, as described in Patent Document 2, it is not necessary to drill holes with a special machine such as a water jet, and holes can be drilled with an ordinary electric core punching machine or the like. For this reason, it is easy to drill a plurality of anchor holes 20 at the same time, and the working time for drilling the anchor holes can be shortened, and the cost of the support replacement work can be reduced.

（４）新設支承設置工程
図５は、第１実施形態に係る既設コンクリート桁の支承取替工法の新設支承設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図５に示すように、前工程で削孔したアンカー孔２０に下アンカーＡ１を挿入して左右一対の新設支承Ｓを設置する新設支承設置工程を行う。 (4) Newly installed support installation process FIG. 5 is a process explanatory diagram showing a newly installed support installation process of the existing concrete girder support replacement method according to the first embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 5, a new bearing installation in which a pair of left and right new bearings S is installed by inserting the lower anchor A1 into the anchor hole 20 drilled in the previous process. Perform the process.

取り替える新設支承Ｓとしては、種々の支承を適用することが可能であるが、本実施形態では、図５に示すように、下沓であるベースプレートＳ１と上沓であるソールプレートＳ２との間に免振ゴムＧが介装されたゴム支承を例示している。また、ベースプレートＳ１には、下部構造２に定着させるための下アンカーＡ１が下方へ向け突設され、ソールプレートＳ２には、上部構造３（コンクリート桁５）に定着させるための上アンカーＡ２が上方へ向け突設されている。   As the newly installed bearing S to be replaced, various kinds of bearings can be applied. In the present embodiment, as shown in FIG. 5, between the base plate S1 that is the lower collar and the sole plate S2 that is the upper collar. The rubber bearing in which the isolation rubber G is interposed is illustrated. Further, a lower anchor A1 for fixing to the lower structure 2 projects downward from the base plate S1, and an upper anchor A2 for fixing to the upper structure 3 (concrete girder 5) is provided upward from the sole plate S2. Projected toward

具体的には、本工程では、新設支承Ｓを所定の位置に固定した上、前工程で削孔したアンカー孔２０に無収縮モルタルや接着樹脂等の充填材で充填し、充填材が硬化することで下部構造２に新設支承Ｓを立設する。   Specifically, in this step, the new support S is fixed at a predetermined position, and the anchor hole 20 drilled in the previous step is filled with a filler such as non-shrink mortar or adhesive resin, and the filler is cured. Thus, the new support S is erected on the lower structure 2.

（５）定着ブロック取付工程
図６は、第１実施形態に係る既設コンクリート桁の支承取替工法の定着ブロック取付工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図６に示すように、既設支承４の近傍の既設コンクリート桁５の両脇に定着ブロック１０を取り付ける定着ブロック取付工程を行う。本実施形態に係る定着ブロック１０は、鉄筋コンクリート製の直方体状のブロックであり、新設支承Ｓの上沓の上アンカーＡ２を定着させる機能を有している。 (5) Fixing Block Attaching Process FIG. 6 is a process explanatory diagram showing a fixing block attaching process of the existing concrete girder support replacement method according to the first embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 6, a fixing block attaching step for attaching the fixing blocks 10 to both sides of the existing concrete girder 5 in the vicinity of the existing bearing 4 is performed. The fixing block 10 according to the present embodiment is a rectangular parallelepiped block made of reinforced concrete, and has a function of fixing the upper anchor A2 of the upper arm of the new support S.

なお、ここで両脇に取り付けるとは、橋梁の橋軸方向と直交する橋幅方向Ｘにおいて、コンクリート桁５の両側面に近接して設けることを指している。しかし、橋梁１の橋幅方向Ｘあまりスペースがない場合など、橋梁１の環境に応じてコンクリート桁５の両側面を多少斫り取って定着ブロック１０を取り付けることを排除するものではない。要するに、既設支承４に接するまでは、コンクリート桁５の両側面を斫り取って定着ブロック１０を取り付けることができる。   In addition, attaching to both sides here refers to providing close to the both sides | surfaces of the concrete girder 5 in the bridge width direction X orthogonal to the bridge axial direction of a bridge. However, it is not excluded that the fixing block 10 is attached by scraping the both sides of the concrete girder 5 slightly depending on the environment of the bridge 1 when there is not much space in the bridge width direction X of the bridge 1. In short, the fixing block 10 can be attached by scraping both side surfaces of the concrete girder 5 until it contacts the existing support 4.

具体的には、本工程では、定着ブロック１０の形状に応じた型枠を作成し、その中に構造設計に応じた所定の鉄筋を配筋して設計強度に応じたコンクリートを打設して定着ブロック１０を構築する。そして、定着ブロック１０のコンクリート強度が所定強度に発現した後、横締めＰＣ鋼材１１をＰＣ鋼材孔５０に挿通した上、センターホールジャッキ等のジャッキで締め上げて横締めＰＣ鋼材１１にプレストレスを導入し、コンクリート桁５と定着ブロック１０を一体化する。   Specifically, in this step, a mold frame corresponding to the shape of the fixing block 10 is created, and a predetermined reinforcing bar corresponding to the structural design is placed therein, and concrete corresponding to the design strength is placed. The fixing block 10 is constructed. Then, after the concrete strength of the fixing block 10 is developed to a predetermined strength, the laterally tightened PC steel material 11 is inserted into the PC steel material hole 50 and then tightened with a jack such as a center hole jack to prestress the laterally tightened PC steel material 11. The concrete girder 5 and the fixing block 10 are integrated.

このように、定着ブロック１０のコンクリート桁５への固定を、強度及び信頼性の高い横締めＰＣ鋼材１１を用いて行う。このため、コンクリート桁５と定着ブロック１０の一体化を確実に行うことができ、コンクリート構造物同士の継ぎ足しを短期間で行うことができる。よって、支承取替工事のコストダウンを達成することができる。   In this manner, the fixing block 10 is fixed to the concrete girder 5 by using the laterally tightened PC steel material 11 having high strength and reliability. For this reason, the concrete girder 5 and the fixing block 10 can be reliably integrated, and the concrete structures can be added together in a short period of time. Therefore, it is possible to achieve cost reduction of the bearing replacement work.

また、本実施形態では、定着ブロック１０を現場施工のＲＣ構造物として例示したが、工場等で予め打設して現場に搬入するプレキャストコンクリート構造物とすることもできる。その場合は、新設支承ＳのソールプレートＳ２及び上アンカーＡ２も定着ブロックと一体となるように構築する。定着ブロックをプレキャストコンクリート構造物とすることにより、横締めＰＣ鋼材１１をＰＣ鋼材孔５０に挿通して締め付け、コンクリート桁５と定着ブロックを一体化するだけで本工程が終了し、さらなる工期短縮を達成することができる。   In the present embodiment, the fixing block 10 is exemplified as an RC structure for on-site construction. However, a precast concrete structure that is placed in advance at a factory or the like and carried into the site can be used. In that case, the sole plate S2 and the upper anchor A2 of the new support S are constructed so as to be integrated with the fixing block. By making the fixing block a precast concrete structure, the side fastening PC steel 11 is inserted into the PC steel hole 50 and tightened, and the concrete girder 5 and the fixing block are simply integrated to complete this process, further shortening the work period. Can be achieved.

それに加え、定着ブロックは、ソールプレートＳ２及び上アンカーＡ２と一体成形された鋼製プレート（図示せず）とすることもできる。定着ブロックを鋼製プレートとすることにより、さらなる省スペース化を図ることができるとともに、プレキャストコンクリート構造物と同様に、さらなる工期短縮を達成することができる。   In addition, the fixing block may be a steel plate (not shown) integrally formed with the sole plate S2 and the upper anchor A2. By making the fixing block a steel plate, it is possible to further reduce the space, and it is possible to achieve a further shortening of the work period as in the case of the precast concrete structure.

（６）既設支承撤去工程
図７は、第１実施形態に係る既設コンクリート桁の支承取替工法の既設支承撤去工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図７に示すように、既設支承４を撤去する既設支承撤去工程を行う。 (6) Existing support removal process FIG. 7: is process explanatory drawing which shows the existing support removal process of the support replacement construction method of the existing concrete girder which concerns on 1st Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 7, an existing bearing removal step of removing the existing bearing 4 is performed.

具体的には、本工程では、エアーピックハンマーなどの斫り機を用いて既設支承４を斫り出して撤去する。このとき、本実施形態に係る支承取替工法では、前工程において新設支承Ｓの設置が完了し、新設支承Ｓで既設コンクリート桁５を支承した後、本工程を行う。このため、不安定な仮支承での共用期間がなくなり極めて安全である上、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   Specifically, in this step, the existing support 4 is rolled out and removed using a punching machine such as an air pick hammer. At this time, in the bearing replacement method according to the present embodiment, after the installation of the new support S is completed in the previous process and the existing concrete girder 5 is supported by the new support S, this process is performed. For this reason, the sharing period in the unstable temporary support is eliminated, and it is extremely safe. Further, the work for ensuring safety can be reduced, and the cost of the replacement work can be further reduced.

なお、既設支承４を完全に撤去する場合を例示したが、既設支承４のプレートを一枚抜くなどして高さを低くし、新設支承Ｓの機能を阻害しない形で既設支承４の一部を残置しても構わない。要するに、既設コンクリート桁５を支承する機能が新設支承Ｓに置き換わっていれば、既設支承４を全て撤去する必要はない。その場合は、残置する既設支承４には、防錆塗料を塗布するなどして防錆処理を施すと好ましい。   In addition, although the case where the existing support 4 was removed completely was illustrated, a part of the existing support 4 is formed in such a manner that the height of the existing support 4 is reduced by, for example, removing one plate of the existing support 4 so that the function of the new support S is not hindered. May be left behind. In short, if the function of supporting the existing concrete girder 5 is replaced by the new support S, it is not necessary to remove all the existing supports 4. In that case, it is preferable to apply a rust prevention treatment to the existing support 4 to be left by applying a rust prevention paint.

（７）横桁復旧工程
図８は、第１実施形態に係る既設コンクリート桁の支承取替工法の横桁復旧工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図８に示すように、支承取替工事のため横桁撤去工程で撤去した横桁８の撤去部８ａを復旧する横桁復旧工程を行う。 (7) Cross-girder restoration process FIG. 8: is process explanatory drawing which shows the cross-girder restoration process of the support replacement construction method of the existing concrete girder which concerns on 1st Embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 8, a cross-girder restoration process is performed to restore the removed portion 8a of the cross-girder 8 removed in the cross-girder removal process for the support replacement work. .

但し、ここで復旧とは、横桁８の撤去部８ａを基の状態に戻すことを指すのではなく、構造設計の応じた横桁とするべく、横桁８の存置部分に不足部分である新設部８’を新たに継ぎ足すことを指している。勿論、構造設計で撤去部８ａがなくても構造上問題ないのであれば、本工程を行うは必要ないことは云うまでもない。   However, the term “recovery” here does not indicate that the removal portion 8a of the cross beam 8 is returned to the original state, but is a shortage in the storage portion of the cross beam 8 in order to obtain a cross beam according to the structural design. It refers to newly adding the newly installed part 8 ′. Of course, it is needless to say that this step is not necessary if there is no structural problem even if there is no removal portion 8a in the structural design.

具体的には、本工程では、横桁撤去工程で斫り出した鉄筋や後施工アンカー等により、横桁８の存置部分と新設する新設部８’の鉄筋とを重ね継手等で接続した上、型枠を組み立ててコンクリートを打設して横桁８の存置部分に不足部分である新設部８’を構築する。   Specifically, in this process, the rebar of the cross beam 8 and the rebar of the newly installed part 8 ′ are connected by a lap joint, etc., using the reinforcing bar or post-installed anchor that has been rolled out in the cross beam removal process. Then, the formwork is assembled and the concrete is cast to construct a new portion 8 ′ which is a lacking portion in the portion where the cross beam 8 is placed.

以上により、第１実施形態に係る既設コンクリート桁の支承取替工法による支承取替工事が完了する。   Thus, the support replacement work by the support replacement method for the existing concrete girder according to the first embodiment is completed.

本実施形態に係る支承取替工法によれば、既設コンクリート桁５の両脇に定着ブロック１０を取り付け、既設支承４で既設コンクリート桁５を支承しつつ、アンカー孔２０の削孔等の作業をするので、比較的上方にもスペースのあるコンクリート桁５の脇で作業を行うこととなり、作業空間を広くとることができる。   According to the bearing replacement method according to the present embodiment, the fixing blocks 10 are attached to both sides of the existing concrete girder 5, and the existing concrete girder 5 is supported by the existing bearing 4, and work such as drilling of the anchor hole 20 is performed. Therefore, the work is performed on the side of the concrete girder 5 having a space relatively above, and the work space can be widened.

また、本実施形態に係る支承取替工法によれば、定着ブロック１０も上からコンクリートを打設可能であるため、コンクリート打設が逆打ちとならず、ジャンカ等の空洞ができてしまうおそれが少ない。   In addition, according to the support replacement method according to the present embodiment, since the fixing block 10 can also be placed with concrete from above, there is a risk that the concrete placement will not be reversed and a cavity such as a jumper may be formed. Few.

その上、本実施形態に係る支承取替工法によれば、新設支承Ｓを取り付けるためにコンクリート桁５の桁下を斫る必要もないため、取替工事によるコンクリート桁５の損傷を極力小さくすることができる。   In addition, according to the bearing replacement method according to the present embodiment, it is not necessary to hit the underside of the concrete girder 5 in order to install the new support S, so that damage to the concrete girder 5 due to the replacement work is minimized. be able to.

それに加え、本実施形態に係る支承取替工法によれば、新設支承Ｓで既設コンクリート桁５を支承した後、既設支承４を撤去するので、不安定な仮支承での共用期間がなくなり極めて安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In addition, according to the bearing replacement method according to the present embodiment, after the existing concrete girder 5 is supported with the new support S, the existing support 4 is removed, so there is no sharing period with unstable temporary support and it is extremely safe. It is. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

［第２実施形態］
次に、図９〜図１７を用いて、本発明の第２実施形態に係る既設コンクリート桁の支承取替工法について説明する。図１で示した橋梁１に第２実施形態に係る既設コンクリート桁の支承取替工法を適用する場合で説明する。 [Second Embodiment]
Next, the existing concrete girder support replacement method according to the second embodiment of the present invention will be described with reference to FIGS. The case where the existing concrete girder support replacement method according to the second embodiment is applied to the bridge 1 shown in FIG. 1 will be described.

第２実施形態に係る既設コンクリート桁の支承取替工法でも、第１実施形態に係る支承取替工法と同様に、（１）横桁撤去工程と、（２）ＰＣ鋼材孔削孔工程を行う。同様に行うため、説明は省略する。   In the support replacement method for the existing concrete girder according to the second embodiment, (1) the cross girder removal process and (2) the PC steel material drilling process are performed in the same manner as the support replacement method according to the first embodiment. . The description is omitted for the same reason.

（３）アンカー孔削孔工程（アンカー孔穿孔工程）
図９は、第２実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔削孔工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図９に示すように、既設支承４の脇に、後述の新設支承Ｓ’の下アンカーＡ１’（図１０参照）を挿置するためのアンカー孔２０’を削孔するアンカー孔削孔工程を行う。 (3) Anchor hole drilling process (anchor hole drilling process)
FIG. 9 is a process explanatory diagram illustrating an anchor hole drilling process of the existing concrete girder support replacement method according to the second embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 9, a lower anchor A1 ′ (see FIG. 10), which will be described later, is inserted next to the existing bearing 4. An anchor hole drilling step for drilling the anchor hole 20 ′ is performed.

具体的には、本工程でも、前述の第１実施形態に係る支承取替工法のアンカー孔削孔工程と同様に、電動コア抜き機等で下部構造２に、下アンカーＡ１’の本数に応じた複数本のアンカー孔２０’を削孔する。勿論、本工程と前工程も、同時期に連続して行っても良いし、いずれか一方の工程を先におこなってもよい。   Specifically, in this process as well, as in the anchor drilling process of the support replacement method according to the first embodiment described above, the electric core punching machine or the like is used for the lower structure 2 in accordance with the number of lower anchors A1 ′. A plurality of anchor holes 20 'are drilled. Of course, this step and the previous step may be performed continuously at the same time, or one of the steps may be performed first.

（４）アンカー設置工程
図１０は、第２実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔削孔工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図１０に示すように、前工程で削孔したアンカー孔２０’に新設支承Ｓ’の下アンカーＡ１’を挿入して設置するアンカー設置工程を行う。なお、図１０に示すように、この下アンカーＡ１’には、後述の新設支承Ｓ’の下沓であるベースプレートＳ１’と接合するための接合プレートＰ１が取り付けられている。 (4) Anchor installation process FIG. 10: is process explanatory drawing which shows the anchor drilling process of the support replacement construction method of the existing concrete girder which concerns on 2nd Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 10, an anchor installation step of inserting and installing the lower anchor A1 ′ of the new support S ′ into the anchor hole 20 ′ drilled in the previous step. I do. As shown in FIG. 10, the lower anchor A1 ′ is attached with a joining plate P1 for joining with a base plate S1 ′ which is a lower arm of a new support S ′ described later.

本工程では、接合プレートＰ１が付いた下アンカーＡ１’を所定の位置に固定した上、前工程で削孔したアンカー孔２０’に無収縮モルタルや接着樹脂等の充填材で充填し、充填材が硬化することで下部構造２に下アンカーＡ１’を設置する。   In this step, the lower anchor A1 ′ with the joining plate P1 is fixed at a predetermined position, and the anchor hole 20 ′ drilled in the previous step is filled with a filler such as non-shrink mortar or adhesive resin. The lower anchor A1 ′ is installed in the lower structure 2 by curing.

（５）定着ブロック取付工程
図１１は、第２実施形態に係る既設コンクリート桁の支承取替工法の定着ブロック取付工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図１１に示すように、既設支承４の近傍の既設コンクリート桁５の両脇に定着ブロック１０’を取り付ける定着ブロック取付工程を行う。本実施形態に係る定着ブロック１０’は、鉄筋コンクリート製の直方体状のブロックであり、新設支承Ｓ’の上沓の上アンカーＡ２’を定着させる機能を有している。 (5) Fixing Block Attaching Process FIG. 11 is a process explanatory diagram showing a fixing block attaching process of the existing concrete girder support replacement method according to the second embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 11, a fixing block attaching step for attaching fixing blocks 10 ′ to both sides of the existing concrete girder 5 in the vicinity of the existing bearing 4 is performed. The fixing block 10 ′ according to the present embodiment is a rectangular parallelepiped block made of reinforced concrete, and has a function of fixing the upper anchor A2 ′ of the upper arm of the new support S ′.

具体的には、本工程では、定着ブロック１０’の形状に応じた型枠を作成し、その中に構造設計に応じた所定の鉄筋を配筋して設計強度に応じたコンクリートを打設して定着ブロック１０’を構築する。本工程では、上アンカーＡ２’も鉄筋と一緒に配設し、定着ブロック１０’と一緒にコンクリート内に埋設される。図１１に示すように、この上アンカーＡ２’にも、後述の新設支承Ｓ’の上沓であるソールプレートＳ２’と接合するための接合プレートＰ２が取り付けられている。この接合プレートＰ２は、コンクリート桁５の底面と面一に取り付けられる。   Specifically, in this process, a formwork corresponding to the shape of the fixing block 10 ′ is created, and a predetermined reinforcing bar corresponding to the structural design is placed therein, and concrete corresponding to the design strength is placed. Thus, the fixing block 10 ′ is constructed. In this step, the upper anchor A2 'is also disposed together with the reinforcing bar, and is embedded in the concrete together with the fixing block 10'. As shown in FIG. 11, the upper anchor A2 'is also attached with a joining plate P2 for joining with a sole plate S2' which is an upper arm of a new support S 'which will be described later. The joining plate P2 is attached flush with the bottom surface of the concrete girder 5.

そして、定着ブロック１０’のコンクリート強度が所定強度に発現した後、横締めＰＣ鋼材１１’をＰＣ鋼材孔５０に挿通した上、センターホールジャッキ等で締め上げて横締めＰＣ鋼材１１’にプレストレスを導入し、コンクリート桁５と定着ブロック１０’を一体化する。   Then, after the concrete strength of the fixing block 10 ′ has been developed to a predetermined strength, the laterally tightened PC steel material 11 ′ is inserted into the PC steel material hole 50, and then tightened with a center hole jack or the like to prestress the laterally tightened PC steel material 11 ′. And the concrete girder 5 and the fixing block 10 'are integrated.

また、本実施形態では、定着ブロック１０’を現場施工のＲＣ構造物として例示したが、工場等で予め打設して現場に搬入するプレキャストコンクリート構造物とすることもできる。定着ブロックをプレキャストコンクリート構造物とすることにより、横締めＰＣ鋼材１１’をＰＣ鋼材孔５０に挿通して締め付け、コンクリート桁５と定着ブロックを一体化するだけで本工程が終了し、さらなる工期短縮を達成することができる。   In the present embodiment, the fixing block 10 ′ is exemplified as an RC structure that is constructed on site. However, a precast concrete structure that is placed in advance at a factory or the like and carried into the site can be used. By making the fixing block a precast concrete structure, the PC steel material 11 ′ is tightened by inserting the PC steel material 11 ′ into the PC steel material hole 50 and the concrete girder 5 and the fixing block are integrated. Can be achieved.

それに加え、定着ブロックは、ソールプレートＳ２’及び上アンカーＡ２’と一体成形された鋼製プレートとすることもできる。定着ブロックを鋼製プレートとすることにより、さらなる省スペース化を図ることができるとともに、プレキャストコンクリート構造物と同様に、さらなる工期短縮を達成することができる。   In addition, the fixing block may be a steel plate integrally formed with the sole plate S2 'and the upper anchor A2'. By making the fixing block a steel plate, it is possible to further reduce the space, and it is possible to achieve a further shortening of the work period as in the case of the precast concrete structure.

（６）仮支承設置工程
図１２は、第２実施形態に係る既設コンクリート桁の支承取替工法の仮支承設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図１２に示すように、コンクリート桁５を一時的に支承する仮支承ＫＳを設置する仮支承設置工程を行う。 (6) Temporary support installation process FIG. 12: is process explanatory drawing which shows the temporary support installation process of the support replacement construction method of the existing concrete girder which concerns on 2nd Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 12, a temporary bearing installation step of installing a temporary bearing KS for temporarily supporting the concrete girder 5 is performed.

具体的には、本工程では、既設コンクリート桁５に沿った橋軸方向の既設支承４と隣接する位置に、ベントＶを組んだ上、コンクリート桁５の下端を支承できるようにローラー支承の仮支承ＫＳを設置する。勿論、仮支承ＫＳの種類は、コンクリート桁５の下端を支承できるものであれば、特に限定されるものではない。   Specifically, in this process, the roller bearing is temporarily installed so that the lower end of the concrete girder 5 can be supported after the vent V is assembled at a position adjacent to the existing bearing 4 in the bridge axis direction along the existing concrete girder 5. Install the support KS. Of course, the type of the temporary support KS is not particularly limited as long as the lower end of the concrete girder 5 can be supported.

次に、この仮支承の変形例について、図１３、図１４を用いて説明する。図１３は、仮支承ＫＳの別の実施形態である変形例１に係る仮支承でコンクリート桁５を支承した状態を示す説明図であり、図１４は、さらに別の実施形態である変形例２に係る仮支承でコンクリート桁５を支承した状態を示す説明図である。   Next, a modified example of the temporary bearing will be described with reference to FIGS. FIG. 13 is an explanatory view showing a state in which the concrete girder 5 is supported by a temporary support according to Modification 1 which is another embodiment of the temporary support KS, and FIG. 14 is Modification 2 of still another embodiment. It is explanatory drawing which shows the state which supported the concrete girder 5 with the temporary support which concerns on.

図１３に示すように、変形例１に係る仮支承ＫＳ’は、定着ブロック１０’に横締めＰＣ鋼材１１’を用いて固定するタイプのローラー支承の仮支承であり、ベントＶを組む必要が無い分、省力化を図って、支承取替工事のコストダウンを達成することができる。   As shown in FIG. 13, the temporary support KS ′ according to the modification 1 is a roller support temporary support that is fixed to the fixing block 10 ′ by using a laterally tightened PC steel material 11 ′. As much as possible, it is possible to achieve labor savings and achieve cost reductions in support replacement work.

図１４に示すように、変形例１に係る仮支承ＫＳ”は、接合プレートＰ２及び上アンカーＡ２’を利用してローラーを定着ブロック１０’の下端に装着するタイプの仮支承であり、仮支承ＫＳ’と同様にベントＶを組む必要が無い分コストダウンを達成することができる。   As shown in FIG. 14, the temporary support KS ″ according to the first modification is a type of temporary support in which a roller is attached to the lower end of the fixing block 10 ′ using the joining plate P2 and the upper anchor A2 ′. As with KS ′, it is possible to achieve cost reduction because there is no need to form a vent V.

（７）新設支承取替
図１５は、第２実施形態に係る既設コンクリート桁の支承取替工法の新設支承取替工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図１５に示すように、前工程で設置した仮支承ＫＳで既設コンクリート桁５を支承しつつ既設支承４を新設支承Ｓ’に取り替える新設支承取替工程を行う。 (7) New support replacement FIG. 15 is a process explanatory diagram illustrating a new support replacement process of the existing concrete girder support replacement method according to the second embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 15, a new bearing that replaces the existing bearing 4 with the new bearing S ′ while supporting the existing concrete girder 5 with the temporary bearing KS installed in the previous process. Perform the replacement process.

具体的には、本工程では、仮支承ＫＳでコンクリート桁５を支承しつつ、コンクリート桁５から既設支承４を斫り取って撤去し、新設支承Ｓ’のベースプレートＳ１’及びソールプレートＳ２’を、下アンカーＡ１’の接合プレートＰ１及び上アンカーＡ２’の接合プレートＰ２にそれぞれ接合する。   Specifically, in this process, while the concrete girder 5 is supported by the temporary support KS, the existing support 4 is scraped off from the concrete girder 5 and removed, and the base plate S1 ′ and the sole plate S2 ′ of the new support S ′ are removed. , And joined to the joining plate P1 of the lower anchor A1 ′ and the joining plate P2 of the upper anchor A2 ′.

本工程では、従来の支承取替工法と同様に仮支承ＫＳでコンクリート桁５を支承するものの、これまでの工程により、既に下アンカーＡ１’や上アンカーＡ２’が設置されており、新設支承Ｓ’への取り替えが短時間に容易に行うことができる。また、コンクリート桁５に振動を与えるような斫り工事やコア抜き工事が極力削減されているため、不安定な仮支承での共用期間が極めて短く安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In this process, although the concrete girder 5 is supported by the temporary support KS in the same way as the conventional support replacement method, the lower anchor A1 'and the upper anchor A2' have already been installed by the previous process, and the new support S The change to 'can be done easily in a short time. Further, since the twisting work and the core removal work that give vibration to the concrete girder 5 are reduced as much as possible, the common period of the unstable temporary bearing is extremely short and safe. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

（８）仮支承撤去工程
図１６は、第２実施形態に係る既設コンクリート桁の支承取替工法の仮支承撤去工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図１６に示すように、仮支承ＫＳを撤去する仮支承撤去工程を行う。 (8) Temporary support removal process FIG. 16: is process explanatory drawing which shows the temporary support removal process of the support replacement construction method of the existing concrete girder which concerns on 2nd Embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 16, a temporary support removal step of removing the temporary support KS is performed.

（９）横桁復旧工程
図１７は、第２実施形態に係る既設コンクリート桁の支承取替工法の横桁復旧工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、第１実施形態に係る支承取替工法と同様に、図１７に示すように、支承取替工事のため横桁撤去工程で撤去した横桁８の撤去部８ａを復旧する横桁復旧工程を行う。 (9) Cross-girder restoration process FIG. 17: is process explanatory drawing which shows the cross-girder restoration process of the support replacement construction method of the existing concrete girder which concerns on 2nd Embodiment. Next, in the support replacement method according to the present embodiment, as in the case of the replacement method according to the first embodiment, as shown in FIG. 17, the cross beam removed in the cross beam removal process for the support replacement work. A cross girder restoration process for restoring the removed portion 8a of 8 is performed.

以上により、第２実施形態に係る既設コンクリート桁の支承取替工法による支承取替工事が完了する。   As described above, the support replacement work by the support replacement method for the existing concrete girder according to the second embodiment is completed.

本実施形態に係る支承取替工法によれば、既設コンクリート桁５の両脇に定着ブロック１０’を取り付け、既設支承４で既設コンクリート桁５を支承しつつ、アンカー孔２０’の削孔等の作業をするので、比較的上方にもスペースのあるコンクリート桁５の脇で作業を行うこととなり、作業空間を広くとることができる。   According to the bearing replacement method according to the present embodiment, fixing blocks 10 ′ are attached to both sides of the existing concrete girder 5, and the existing concrete girder 5 is supported by the existing bearing 4, while drilling the anchor hole 20 ′ and the like. Since the work is performed, the work is performed on the side of the concrete girder 5 having a space relatively above, so that the work space can be widened.

また、本実施形態に係る支承取替工法によれば、定着ブロック１０’も上からコンクリートを打設可能であるため、コンクリート打設が逆打ちとならず、ジャンカ等の空洞ができてしまうおそれが少ない。   Further, according to the support replacement method according to the present embodiment, since the fixing block 10 ′ can also be poured with concrete from above, the concrete placement is not reversed, and a cavity such as a jumper may be formed. Less is.

その上、本実施形態に係る支承取替工法によれば、新設支承Ｓ’を取り付けるためにコンクリート桁５の桁下を斫る必要もないため、取替工事によるコンクリート桁５の損傷を極力小さくすることができる。   In addition, according to the bearing replacement method according to the present embodiment, it is not necessary to hit the underside of the concrete girder 5 in order to attach the new bearing S ′, and therefore damage to the concrete girder 5 due to the replacement work is minimized. can do.

それに加え、本実施形態に係る支承取替工法によれば、新設支承Ｓ’の下アンカーＡ１’の設置が完了した後、仮支承ＫＳで既設コンクリート桁５を支承し、その後既設支承４を新設支承Ｓ’に取り替えるので、不安定な仮支承ＫＳでの共用期間を極力短くすることができるだけでなく、新設支承Ｓ’を既設支承４より橋梁の幅方向に大きくとることも容易となる。このため、新設支承Ｓ’の大きさ（横方の幅）への制限が少なくなり、より耐震性の高い支承の設置も可能となる。   In addition, according to the bearing replacement method according to the present embodiment, after the installation of the lower anchor A1 ′ of the new support S ′ is completed, the existing concrete girder 5 is supported by the temporary support KS, and then the existing support 4 is newly established. Since the bearing S ′ is replaced, it is possible not only to shorten the sharing period of the unstable temporary bearing KS as much as possible, but also to make the newly installed bearing S ′ larger than the existing bearing 4 in the width direction of the bridge. For this reason, there is less restriction on the size (lateral width) of the new support S ', and it is possible to install a support with higher earthquake resistance.

［第３実施形態］
次に、図１８〜図２６を用いて、本発明の第３実施形態に係る既設コンクリート桁の支承取替工法について説明する。図１で示した橋梁１に第３実施形態に係る既設コンクリート桁の支承取替工法を適用する場合で説明する。第３実施形態に係る支承取替工法が、前述の第１実施形態に係る支承取替工法及び第２実施形態に係る支承取替工法と相違する主な点は、（１）横桁撤去工程と、（２）ＰＣ鋼材孔削孔工程を行わない点である。 [Third Embodiment]
Next, the existing concrete girder support replacement method according to the third embodiment of the present invention will be described with reference to FIGS. The case where the existing concrete girder support replacement method according to the third embodiment is applied to the bridge 1 shown in FIG. 1 will be described. The main differences between the bearing replacement method according to the third embodiment and the bearing replacement method according to the first embodiment and the bearing replacement method according to the second embodiment are as follows: (1) Cross beam removal process And (2) PC steel drilling process is not performed.

（１）アンカー孔穿孔工程
図１８は、第３実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔穿孔工程を示す工程説明図である。先ず、本実施形態に係る支承取替工法では、図１８に示すように、既設支承４の脇に、前述の新設支承Ｓ’の上アンカーＡ２”及び下アンカーＡ１”（図２２参照）を挿置するためのアンカー孔８０及びアンカー孔２０”を穿孔するアンカー孔穿孔工程を行う。 (1) Anchor hole drilling process FIG. 18 is a process explanatory view showing an anchor hole drilling process of the existing concrete girder support replacement method according to the third embodiment. First, in the bearing replacement method according to the present embodiment, as shown in FIG. 18, the above-described new anchor S ′ upper anchor A2 ″ and lower anchor A1 ″ (see FIG. 22) are inserted beside the existing bearing 4. An anchor hole drilling process is performed to drill the anchor hole 80 and the anchor hole 20 "for placement.

しかし、図１９（ａ）に示すように、上部構造３（横桁８）と下部構造２との上下間隔は、既設支承４の高さ分（例えば、一般的にはｈ＝２００ｍｍ程度）しか離間していない狭隘な空間であり、通常のように、直線状の直管ノズルで穿孔することはできない。   However, as shown in FIG. 19 (a), the vertical distance between the upper structure 3 (horizontal girder 8) and the lower structure 2 is only the height of the existing support 4 (for example, generally h = about 200 mm). It is a narrow space that is not spaced apart, and cannot be perforated with a straight straight tube nozzle as usual.

そこで、本工程では、図１９（ｂ）に示すように、エルボー管ＷＪ１を備えたウォータージェット装置ＷＪを用いて既設支承４の脇となる横桁８（上部構造３）及び下部構造２に、上アンカーＡ２”及び下アンカーＡ１”の本数に応じた複数本のアンカー孔８０及びアンカー孔２０を穿孔する。図１９は、橋梁１の上部構造３と下部構造２との隙間を主に示す説明図であり、（ａ）が一般的なウォータージェット装置ＷＪで穿孔できないことを示す図であり、（ｂ）が本実施形態に係る支承取替工法でのアンカー孔穿孔工程で用いるウォータージェット装置ＷＪを示す説明図である。   Therefore, in this step, as shown in FIG. 19 (b), the cross beam 8 (upper structure 3) and the lower structure 2 which are beside the existing support 4 using the water jet device WJ provided with the elbow pipe WJ1, A plurality of anchor holes 80 and anchor holes 20 corresponding to the number of upper anchors A2 ″ and lower anchors A1 ″ are drilled. FIG. 19 is an explanatory view mainly showing a gap between the upper structure 3 and the lower structure 2 of the bridge 1, and (a) is a view showing that a general water jet device WJ cannot drill, (b) These are explanatory drawings which show the water jet apparatus WJ used in the anchor hole drilling step in the bearing replacement method according to the present embodiment.

具体的には、本実施形態に係るアンカー孔穿孔工程では、図２０に示すように、エルボー管ＷＪ１（曲がり管）の先に長さが短い直管を継ぎ足しながら穿孔して行く。図２０は、アンカー孔穿孔工程の具体的作業手順を示す作業手順説明図であり、（ａ）〜（ｆ）の順番に作業を行う。   Specifically, in the anchor hole drilling step according to the present embodiment, as shown in FIG. 20, a straight pipe having a short length is drilled at the tip of the elbow pipe WJ1 (bent pipe). FIG. 20 is a work procedure explanatory diagram showing a specific work procedure of the anchor hole drilling step, and works in the order of (a) to (f).

図２０（ａ）に示すように、先ず、ウォータージェット装置ＷＪの吐出管の先端にエルボー管ＷＪ１を取り付け、そのエルボー管ＷＪ１の先端に先端ノズルＷＪ２を取り付ける。そして、先端ノズルＷＪ２を上に向けて、既設支承４の脇の横桁８の下に差し入れ、のアンカー孔８０をウォータージェット装置ＷＪの水の吐出圧で穿孔して行く。   As shown in FIG. 20A, first, an elbow pipe WJ1 is attached to the tip of the discharge pipe of the water jet device WJ, and a tip nozzle WJ2 is attached to the tip of the elbow pipe WJ1. Then, the tip nozzle WJ2 is directed upward and inserted under the horizontal beam 8 on the side of the existing support 4, and the anchor hole 80 is drilled by the water discharge pressure of the water jet device WJ.

図２０（ｂ）に示すように、穿孔したアンカー孔８０内において先端ノズルＷＪ２を上方へ上げて行き、横桁８の下面にエルボー管ＷＪ１が当接するまで、ウォータージェット装置ＷＪの吐出圧で穿孔可能な範囲まで穿孔する。   As shown in FIG. 20 (b), the tip nozzle WJ2 is raised upward in the drilled anchor hole 80 and drilled with the discharge pressure of the water jet device WJ until the elbow tube WJ1 comes into contact with the lower surface of the cross beam 8. Drill as far as possible.

図２０（ｂ）に示すように、横桁８の下面にエルボー管ＷＪ１が当接して先端ノズルＷＪ２をそれ以上の高さに上げることができなくなると、次に、図２０（ｃ）に示すように、先端ノズルＷＪ２を取り外して穿孔したアンカー孔８０内に先端ノズルＷＪ２を仮受材ＷＪ３で仮支持した状態で一旦保持する。   As shown in FIG. 20B, when the elbow tube WJ1 comes into contact with the lower surface of the cross beam 8 and the tip nozzle WJ2 cannot be raised to a higher height, next, as shown in FIG. As described above, the tip nozzle WJ2 is temporarily held in the anchor hole 80 which is drilled by removing the tip nozzle WJ2 while temporarily supporting the tip nozzle WJ2 by the provisional receiving material WJ3.

その状態で、図２０（ｄ）に示すように、両端にねじが形成された短尺な直管である短尺管ＷＪ４を継ぎ足し、穿孔したアンカー孔８０内において先端ノズルＷＪ２を上方へ設置できるようにする。   In this state, as shown in FIG. 20 (d), a short tube WJ4, which is a short straight tube having screws formed at both ends, is added, and the tip nozzle WJ2 can be installed upward in the drilled anchor hole 80. To do.

そして、この短尺管ＷＪ４の継ぎ足しにより、ウォータージェット装置ＷＪの吐出圧で穿孔可能な高さが上昇し、図２０（ｅ）に示すように、アンカー孔８０のさらなる穿孔を継続することができる。   Then, by adding the short pipe WJ4, the height at which drilling can be performed with the discharge pressure of the water jet device WJ increases, and further drilling of the anchor hole 80 can be continued as shown in FIG.

このように、仮受材ＷＪ３での仮支持と、短尺管ＷＪ４の継ぎ足しとを交互に繰り返し、図２０（ｆ）に示すように、ウォータージェット装置ＷＪの先端ノズルＷＪ２を上方へ徐々に伸ばしていき、アンカー孔８０を所定の深さ（高さ）まで穿孔する。   In this way, temporary support by the temporary support member WJ3 and addition of the short tube WJ4 are alternately repeated, and the tip nozzle WJ2 of the water jet device WJ is gradually extended upward as shown in FIG. 20 (f). Then, the anchor hole 80 is drilled to a predetermined depth (height).

なお、図示しないが、アンカー孔２０もアンカー孔８０と同様に、ウォータージェット装置ＷＪの先端ノズルＷＪ２を下方に向けて設置し、ウォータージェット装置ＷＪの先端ノズルＷＪ２を下方へ徐々に伸ばしていき、アンカー孔２０を所定の深さまで穿孔する（図１８、図１９参照）。   Although not shown, the anchor hole 20 is installed with the front end nozzle WJ2 of the water jet device WJ facing downward similarly to the anchor hole 80, and the front end nozzle WJ2 of the water jet device WJ is gradually extended downward, The anchor hole 20 is drilled to a predetermined depth (see FIGS. 18 and 19).

本工程のように、ウォータージェット装置ＷＪのエルボー管ＷＪ１（曲がり管）の先に短尺管ＷＪ４を継ぎ足しながら穿孔して行くことにより、従来できなかった狭隘な橋梁の上部構造３と下部構造２との隙間においてアンカー孔を穿孔することが可能となる。このため、前述の横桁撤去工程やＰＣ鋼材孔削孔工程、及び横桁復旧工程を行う必要がなくなる。   As in this process, by drilling while adding a short tube WJ4 to the end of an elbow tube WJ1 (bent tube) of the water jet device WJ, an upper structure 3 and a lower structure 2 of a narrow bridge that could not be achieved conventionally. The anchor hole can be drilled in the gap. For this reason, it becomes unnecessary to perform the above-mentioned cross beam removal process, PC steel material drilling process, and cross beam restoration process.

（２）定着ブロック取付工程
図２１は、第３実施形態に係る既設コンクリート桁の支承取替工法の定着ブロック取付工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２１に示すように、横桁８の無い既設支承４の外側の脇に、定着ブロック１０”を取り付ける定着ブロック取付工程を行う。本実施形態に係る定着ブロック１０”は、前述の定着ブロック１０’と同様の鉄筋コンクリート製の直方体状のブロックであり、前述の新設支承Ｓ’の上沓の上アンカーＡ２’を定着させる機能を有している。 (2) Fixing Block Attaching Step FIG. 21 is a process explanatory diagram showing a fixing block attaching step of the existing concrete girder support replacement method according to the third embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 21, a fixing block attaching step for attaching a fixing block 10 ″ to the outside of the existing bearing 4 without the cross beam 8 is performed. The fixing block 10 ″ according to the embodiment is a rectangular parallelepiped block made of reinforced concrete similar to the above-described fixing block 10 ′, and has a function of fixing the upper anchor A2 ′ of the upper arm of the new support S ′. Yes.

具体的には、本工程では、定着ブロック１０”の形状に応じた型枠を作成し、その中に構造設計に応じた所定の鉄筋を配筋して設計強度に応じたコンクリートを打設して定着ブロック１０”を構築する。本工程では、上アンカーＡ２’も鉄筋と一緒に配設し、定着ブロック１０”と一緒にコンクリート内に埋設される。図２１に示すように、この上アンカーＡ２’にも、後述の新設支承Ｓ’の上沓であるソールプレートＳ２’と接合するための接合プレートＰ２が取り付けられている。   Specifically, in this process, a mold frame corresponding to the shape of the fixing block 10 ″ is created, and a predetermined reinforcing bar corresponding to the structural design is placed therein, and concrete corresponding to the design strength is placed. Thus, the fixing block 10 ″ is constructed. In this step, the upper anchor A2 ′ is also disposed together with the reinforcing bar, and is buried in the concrete together with the fixing block 10 ″. As shown in FIG. A joining plate P2 for joining with a sole plate S2 ′ which is an upper arm of S ′ is attached.

本工程で取り付ける定着ブロック１０”が、前述の定着ブロック１０，１０’と相違する点は、プレストレスでコンクリート桁５や横桁８と定着ブロック１０”が一体化されているのではなく、ケミカルアンカー等の一般的なアンカーＡでコンクリート桁５や横桁８に定着されている点である。   The fixing block 10 "attached in this step is different from the above-described fixing blocks 10, 10 'in that the concrete girder 5 or the cross girder 8 and the fixing block 10" are not integrated by prestressing, but chemical. It is a point fixed to the concrete girder 5 and the horizontal girder 8 with a general anchor A such as an anchor.

（３）支承アンカー設置工程
図２２は、第３実施形態に係る既設コンクリート桁の支承取替工法の支承アンカー設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２２に示すように、アンカー孔穿孔工程で穿孔したアンカー孔８０及びアンカー孔２０”に、支承アンカーである上アンカーＡ２”及び下アンカーＡ１”を設置する支承アンカー設置工程を行う。 (3) Bearing anchor installation process FIG. 22: is process explanatory drawing which shows the bearing anchor installation process of the bearing replacement construction method of the existing concrete girder which concerns on 3rd Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 22, the anchor hole 80 and the anchor hole 20 ″ drilled in the anchor hole drilling step are replaced with the upper anchor A2 ″ and the lower anchor A1 that are the bearing anchors. Perform the anchor anchor installation process to install "".

しかし、前述のように、横桁８と下部構造２との間隔が狭いため、新設支承Ｓ’の上アンカーＡ２”及び下アンカーＡ１”も通常のように、単純にアンカー孔８０及びアンカー孔２０”に上アンカーＡ２”及び下アンカーＡ１”を差し込むことはできない。   However, as described above, since the distance between the cross beam 8 and the lower structure 2 is narrow, the upper anchor A2 ″ and the lower anchor A1 ″ of the newly installed bearing S ′ are simply simply the anchor hole 80 and the anchor hole 20 as usual. "Upper anchor A2" and lower anchor A1 "cannot be inserted into" ".

そこで、本実施形態に係る支承アンカー設置工程では、前工程と同様に、アンカーボルト自体も継ぎ足しながら設置する。上アンカーＡ２”及び下アンカーＡ１”は、アンカーボルトにねじが形成されており、ナットを介してアンカーボルトを次々に螺着して継ぎ足し、延長可能に構成されている（図２２の拡大図参照）。   Therefore, in the support anchor installation process according to the present embodiment, the anchor bolt itself is installed while being added as in the previous process. The upper anchor A2 "and the lower anchor A1" are formed so that the anchor bolts are threaded and can be extended by screwing the anchor bolts one after another via nuts (see the enlarged view of FIG. 22). ).

また、上アンカーＡ２”は、前述の新設支承Ｓ’のソールプレートＳ２’と接合するための接合プレートＰ２をホールインアンカー等のあと施工アンカーＡ’で横桁８の下面に止め付けて落下しないように設置する（図２２の拡大図参照）。   In addition, the upper anchor A2 ″ does not fall because the joining plate P2 for joining the above-described sole plate S2 ′ of the new support S ′ is fixed to the lower surface of the cross beam 8 with a post-installed anchor A ′ such as a hole-in anchor. (See the enlarged view of FIG. 22).

本工程のように、新設支承Ｓ’の上アンカーＡ２”及び下アンカーＡ１”のアンカーボルトを継ぎ足しながら設置するので、従来できなかった狭隘な橋梁の上部構造３と下部構造２との隙間において新設支承の支承アンカーの設置が可能となる。   Since the anchor bolts of the upper anchor A2 ″ and the lower anchor A1 ″ of the newly installed support S ′ are installed as in this process, it is newly installed in the gap between the upper structure 3 and the lower structure 2 of the narrow bridge which could not be done conventionally. A bearing anchor for the bearing can be installed.

（４）仮支承設置工程
図２３は、第３実施形態に係る既設コンクリート桁の支承取替工法の仮支承設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２３に示すように、コンクリート桁５を一時的に支承する仮支承ＫＳを設置する仮支承設置工程を行う。 (4) Temporary support installation process FIG. 23: is process explanatory drawing which shows the temporary support installation process of the support replacement construction method of the existing concrete girder which concerns on 3rd Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 23, a temporary bearing installation step of installing a temporary bearing KS for temporarily supporting the concrete girder 5 is performed.

具体的には、本工程では、第２実施形態に係る支承取替工法の仮支承設置工程と同様に、既設コンクリート桁５に沿った橋軸方向の既設支承４と隣接する位置に、ベントＶを組んだ上、コンクリート桁５の下端を支承できるようにローラー支承の仮支承ＫＳを設置する。   Specifically, in this process, the vent V is located at a position adjacent to the existing support 4 in the bridge axis direction along the existing concrete girder 5 as in the temporary support installation process of the support replacement method according to the second embodiment. In addition, a temporary support KS for roller support is installed so that the lower end of the concrete girder 5 can be supported.

（５）グラウト注入工程
図２４は、大３実施形態に係る支承取替工法のグラウト注入工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２４に示すように、支承アンカー設置工程で上アンカーＡ２”及び下アンカーＡ１”が設置された状態で、アンカー孔８０及びアンカー孔２０にグラウトＧ’を注入して固定するグラウト注入工程を行う。 (5) Grout injection process FIG. 24: is process explanatory drawing which shows the grout injection process of the support replacement construction method which concerns on 3 large embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 24, in the state where the upper anchor A2 ″ and the lower anchor A1 ″ are installed in the bearing anchor installation process, A grout injection process for injecting and fixing the grout G ′ is performed.

具体的には、本工程では、横桁８の側面や下部構造２の側面などのコンクリート構造物の表面からアンカー孔穿孔工程で穿孔したアンカー孔８０及びアンカー孔２０に向け、削孔機等でグラウト注入用の孔を削孔する。なお、削孔前には、Ｘ線等で鉄筋などの内部補強の位置を把握し、これらを損傷しないように削孔する。   Specifically, in this process, the surface of the concrete structure such as the side surface of the cross beam 8 or the side surface of the lower structure 2 is directed toward the anchor hole 80 and the anchor hole 20 drilled in the anchor hole drilling process with a drilling machine or the like. Drill holes for grout injection. Before drilling, the position of internal reinforcement such as a reinforcing bar is grasped by X-rays or the like, and drilled so as not to damage them.

そして、無収縮グラウトなどの小径の孔に注入可能な流動性経時硬化材であるグラウトＧ’を注入して横桁８及び下部構造２と上アンカーＡ２”及び下アンカーＡ１”を一体化させる。   Then, grout G ′, which is a fluid aging material that can be injected into a small-diameter hole such as a non-shrink grout, is injected to integrate the cross beam 8 and the lower structure 2 with the upper anchor A2 ″ and the lower anchor A1 ″.

（６）新設支承取替工程
図２５は、第３実施形態に係る既設コンクリート桁の支承取替工法の新設支承取替工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２５に示すように、仮支承設置工程で設置した仮支承ＫＳで既設コンクリート桁５を支承しつつ既設支承４を新設支承Ｓ’に取り替える新設支承取替工程を行う。 (6) New support replacement process FIG. 25 is a process explanatory diagram illustrating a new support replacement process of the existing concrete girder support replacement method according to the third embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 25, the existing support 4 is replaced with the new installation S ′ while the existing concrete girder 5 is supported by the temporary support KS installed in the temporary support installation process. Perform the new support replacement process.

具体的には、本工程では、第２実施形態に係る支承取替工法の新設支承取替工程と同様に、前述の仮支承ＫＳでコンクリート桁５を支承しつつ、コンクリート桁５から既設支承４を斫り取って撤去する。その後、新設支承Ｓ’のベースプレートＳ１’及びソールプレートＳ２’を、下アンカーＡ１”の接合プレートＰ１及び上アンカーＡ２”の接合プレートＰ２にそれぞれ接合して新設支承Ｓ’を設置する。   Specifically, in this process, as in the new support replacement process of the support replacement method according to the second embodiment, the existing girder 5 is supported from the concrete girder 5 while the concrete girder 5 is supported by the temporary support KS described above. Scrape and remove. Thereafter, the base plate S1 'and the sole plate S2' of the new support S 'are joined to the joint plate P1 of the lower anchor A1 "and the joint plate P2 of the upper anchor A2", respectively, and the new support S' is installed.

本工程では、従来の支承取替工法と同様に仮支承ＫＳでコンクリート桁５を支承するものの、既に下アンカーＡ１’や上アンカーＡ２’が設置されており、新設支承Ｓ’への取り替えが短時間に容易に行うことができる。また、コンクリート桁５に振動を与えるような斫り工事やコア抜き工事が極力削減されているため、不安定な仮支承での共用期間が極めて短く安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In this process, although the concrete girder 5 is supported by the temporary support KS as in the conventional support replacement method, the lower anchor A1 ′ and the upper anchor A2 ′ are already installed, and the replacement to the new support S ′ is short. Can be easily done in time. Further, since the twisting work and the core removal work that give vibration to the concrete girder 5 are reduced as much as possible, the common period of the unstable temporary bearing is extremely short and safe. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

（７）仮支承撤去工程
次に、本実施形態に係る支承取替工法では、第２実施形態に係る支承取替工法の仮支承撤去工程と同様に、仮支承ＫＳを撤去する仮支承撤去工程を行う（図示せず）。 (7) Temporary support removal process Next, in the support replacement method according to the present embodiment, the temporary support removal process of removing the temporary support KS as in the temporary support removal process of the support replacement method according to the second embodiment. (Not shown).

図２６は、第３実施形態に係る既設コンクリート桁の支承取替工法により支承取替工事が完了した状態を示す説明図である。以上により、図２６に示すように、第３実施形態に係る既設コンクリート桁の支承取替工法による支承取替工事が完了する。   FIG. 26 is an explanatory diagram illustrating a state where the support replacement work is completed by the support replacement method for the existing concrete girder according to the third embodiment. As described above, as shown in FIG. 26, the support replacement work by the support replacement method for the existing concrete girder according to the third embodiment is completed.

なお、第３実施形態に係る既設コンクリート桁の支承取替工法として、既設支承４を新設支承Ｓ’に取り替える場合を例示して説明したが、第１実施形態に係る支承取替工法で説明した新設支承Ｓに取り替えても構わない。勿論、前述のように、既設支承４の一部を残置しても構わない。   In addition, although the case where the existing support 4 was replaced with the new support S ′ was described as the support replacement method for the existing concrete girder according to the third embodiment, it was described in the support replacement method according to the first embodiment. It may be replaced with the new support S. Of course, as described above, a part of the existing support 4 may be left.

本実施形態に係る支承取替工法によれば、前述の作用効果に加え、横桁８などの上部構造３の下部を斫ったり、新設支承Ｓ’を取り付けるためにコンクリート桁５の桁下を斫ったりする必要もないため、既存の構造物に与える損傷を最小限にすることができる。   According to the support replacement method according to the present embodiment, in addition to the above-described effects, the lower part of the upper structure 3 such as the horizontal girder 8 or the underside of the concrete girder 5 is attached to attach the new support S ′. Since there is no need to twist, damage to existing structures can be minimized.

また、本実施形態に係る支承取替工法によれば、継ぎ足しながら設置するため、アンカー孔穿孔工程や支承アンカー設置工程に多少作業期間を要するものの、第１及び第２実施形態に係る支承取替工法のように、横桁撤去工程、ＰＣ鋼材孔削孔工程、横桁復旧工程を行う必要がない。このため、トータル的には、支承取替の作業期間を短縮することができる。特に、通行止め等が必要となる不安定な仮支承で既設コンクリート桁５を支承している期間が短く、極めて安全である。このため、安全確保のための作業を低減してさらに支承取替工事のコストダウンを達成することができる。   In addition, according to the support replacement method according to the present embodiment, since the installation is performed while adding, the anchor replacement process according to the first and second embodiments is required although the anchor hole drilling process and the support anchor installation process require some work period. Unlike the construction method, there is no need to perform a cross beam removal process, a PC steel material drilling process, and a cross beam restoration process. For this reason, it is possible to shorten the work period for replacement of the bearings in total. In particular, the period during which the existing concrete girder 5 is supported by an unstable temporary bearing that needs to be closed is short and extremely safe. For this reason, it is possible to reduce the work for ensuring safety and further reduce the cost of the bearing replacement work.

［第４実施形態］
次に、図２７〜図３５を用いて、本発明の第４実施形態に係る既設コンクリート桁の支承取替工法について説明する。図１で示した橋梁１に第４実施形態に係る既設コンクリート桁の支承取替工法を適用する場合で説明する。第４実施形態に係る支承取替工法は、前述の第３実施形態に係る支承取替工法と同様に、第１実施形態及び第２実施形態に係る支承取替工法の（１）横桁撤去工程と、（２）ＰＣ鋼材孔削孔工程は行わない。 [Fourth Embodiment]
Next, the existing concrete girder support replacement method according to the fourth embodiment of the present invention will be described with reference to FIGS. The case where the existing concrete girder support replacement method according to the fourth embodiment is applied to the bridge 1 shown in FIG. 1 will be described. The bearing replacement method according to the fourth embodiment is the same as the bearing replacement method according to the third embodiment described above. (1) Removal of the cross beam of the bearing replacement method according to the first embodiment and the second embodiment The process and (2) PC steel drilling process are not performed.

（１）仮支承設置工程
図２７は、第４実施形態に係る既設コンクリート桁の支承取替工法の仮支承設置工程を示す工程説明図である。先ず、本実施形態に係る支承取替工法では、図２７に示すように、コンクリート桁５を一時的に支承する仮支承ＫＳを設置する仮支承設置工程を行う。 (1) Temporary support installation process FIG. 27: is process explanatory drawing which shows the temporary support installation process of the support replacement construction method of the existing concrete girder which concerns on 4th Embodiment. First, in the support replacement method according to the present embodiment, as shown in FIG. 27, a temporary support installation process of installing a temporary support KS for temporarily supporting the concrete girder 5 is performed.

具体的には、本工程では、第３実施形態に係る支承取替工法の仮支承設置工程と同様に、既設コンクリート桁５に沿った橋軸方向の既設支承４と隣接する位置に、ベントＶを組んだ上、コンクリート桁５の下端を支承できるようにローラー支承の仮支承ＫＳを設置する。   Specifically, in this process, the vent V is located at a position adjacent to the existing support 4 in the bridge axis direction along the existing concrete girder 5 as in the temporary support installation process of the support replacement method according to the third embodiment. In addition, a temporary support KS for roller support is installed so that the lower end of the concrete girder 5 can be supported.

（２）下部構造上部斫り工程
図２８は、第４実施形態に係る既設コンクリート桁の支承取替工法の下部構造上部斫り工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図２８に示すように、下部構造２の上部２ａ部分を斫り取って撤去する下部構造上部斫り工程を行う。 (2) Lower structure upper turning process FIG. 28: is process explanatory drawing which shows the lower structure upper turning process of the support replacement construction method of the existing concrete girder which concerns on 4th Embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 28, a lower structure upper turning process is performed in which the upper 2a portion of the lower structure 2 is scraped off and removed.

本工程では、コンクリートブレーカやエアーピックハンマーなどの重機、空圧工具又は電動工具などの斫り機を用いて図２８の破線で示す矩形の上部２ａを斫り取って撤去する。このとき、既設支承４の下沓及びそのアンカーも一緒に撤去する。   In this step, a rectangular upper portion 2a indicated by a broken line in FIG. 28 is scraped off and removed using a heavy machine such as a concrete breaker or an air pick hammer, a pneumatic tool or a power tool such as an electric tool. At this time, the lower arm of the existing support 4 and its anchor are also removed together.

斫り取る上部２ａの高さは、既設支承４の下沓のアンカーの長さ、及び新設支承Ｓ’の下アンカーＡ１’を考慮し、既設支承４の下沓を撤去でき、新設支承Ｓ’を設置できる高さを求めて決定する。また、下部構造２の鉄筋をどの程度残すか否かも、斫り取る上部２ａの高さや状況に応じて適宜定めるとよい。   The height of the upper portion 2a to be scraped is determined by taking into consideration the length of the anchor of the lower arm of the existing support 4 and the lower anchor A1 'of the new support S', so that the lower arm of the existing support 4 can be removed. Determine the height that can be installed. Moreover, it is good also to determine suitably how much the reinforcing bar of the lower structure 2 is left according to the height and the condition of the upper part 2a to scrape.

なお、本工程では、上方から下方に向けて斫り取って撤去するので、前述の横桁８等を斫り取るよりは容易に斫り取ることができる。   In this step, since it is scraped off from above, it can be scraped more easily than scraping off the above-mentioned cross beam 8 and the like.

（３）既設支承撤去工程
次に、本実施形態に係る支承取替工法では、図２９に示すように、既設支承４を撤去する既設支承撤去工程を行う。 (3) Existing Support Removal Process Next, in the support replacement method according to this embodiment, an existing support removal process for removing the existing support 4 is performed as shown in FIG.

具体的には、本工程では、溶断用の切断器や切断砥石等を用いてアンカー部分を切断し、既設支承４の上沓を撤去する。このとき、本実施形態に係る支承取替工法では、仮支承ＫＳで支承しているものの、既設支承４の上沓のアンカーは、既設コンクリート桁５に存置したままでよいため、既設支承４の上沓の撤去が極めて容易である。また、振動を伴う斫り作業やコア抜き作業などの危険な作業がないため、仮支承ＫＳで支承していても安全である。また、作業効率が極めて悪い、高さ方向にスペースのない狭隘な空間でコアドリルや斫り機で下から上方に向け削孔したり斫ったりする作業がないため作業効率もよい。   Specifically, in this step, the anchor portion is cut using a cutting machine for cutting or a cutting grindstone, and the upper arm of the existing support 4 is removed. At this time, in the support replacement method according to the present embodiment, although the temporary support KS is used, the anchor of the upper arm of the existing support 4 may remain in the existing concrete girder 5. The removal of the upper arm is extremely easy. Further, since there is no dangerous work such as a turning work with vibration or a core removal work, it is safe even if it is supported by the temporary support KS. In addition, the work efficiency is good because the work efficiency is very poor and there is no work of drilling or turning from the bottom to the top with a core drill or a drilling machine in a narrow space with no space in the height direction.

（４）アンカー孔削孔工程
図３０は、第４実施形態に係る既設コンクリート桁の支承取替工法のアンカー孔削孔工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３０に示すように、既設支承４の脇に、前述の新設支承Ｓ’の上アンカーＡ２’（図３２参照）を挿置するためのアンカー孔８０を穿孔するアンカー孔穿孔工程を行う。 (4) Anchor hole drilling process FIG. 30 is a process explanatory diagram illustrating an anchor hole drilling process of the existing concrete girder support replacement method according to the fourth embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 30, the upper anchor A2 ′ (see FIG. 32) for inserting the above-described new bearing S ′ is inserted beside the existing bearing 4. An anchor hole drilling step for drilling the anchor hole 80 is performed.

具体的には、本工程でも、電動コア抜き機等で横桁８に新設支承Ｓ’の上アンカーＡ２’の本数に応じた複数本のアンカー孔８０を削孔する。勿論、ウォータージェット装置を用いて穿孔してもよい。但し、第３実施形態に係る既設コンクリート桁の支承取替工法と相違して、下部構造上部斫り工程で下部構造２の上部２ａを斫り取っているため、高さ方向に若干のスペースがあり、前述のエルボー管ＷＪ１等を継ぎ足して穿孔する必要はない。   Specifically, also in this step, a plurality of anchor holes 80 corresponding to the number of the upper anchors A <b> 2 ′ of the newly installed support S ′ are drilled in the cross beam 8 with an electric core remover or the like. Of course, you may drill using a water jet apparatus. However, unlike the existing concrete girder support replacement method according to the third embodiment, since the upper portion 2a of the lower structure 2 is scraped off in the lower structure upper turning process, there is some space in the height direction. Yes, there is no need to add and drill the above-mentioned elbow tube WJ1 or the like.

さらに、本工程では、横桁８の側面から穿孔したアンカー孔８０に向け、削孔機等でグラウト注入用の孔も併せて削孔する。また、削孔前には、Ｘ線等で鉄筋などの内部補強の位置を把握し、これらを損傷しないように削孔する。勿論、グラウト注入用の孔は、後工程であるグラウト注入工程前に削孔すればよいことは云うまでもない。   Further, in this step, a grout injection hole is also drilled by a drilling machine or the like toward the anchor hole 80 drilled from the side surface of the cross beam 8. Further, before drilling, the position of internal reinforcement such as a reinforcing bar is grasped by X-rays or the like and drilled so as not to damage them. Of course, it is needless to say that the grout injection hole may be drilled before the subsequent grout injection process.

（５）定着ブロック取付工程
図３１は、第４実施形態に係る既設コンクリート桁の支承取替工法の定着ブロック取付工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３１に示すように、第３実施形態に係る既設コンクリート桁の支承取替工法と同様に、横桁８の無い既設支承４の外側の脇に、定着ブロック１０”を取り付ける定着ブロック取付工程を行う。定着ブロック１０”は、前述の定着ブロック１０”と同様であるため、説明を省略する。 (5) Fixing Block Attaching Process FIG. 31 is a process explanatory diagram showing a fixing block attaching process of the existing concrete girder support replacement method according to the fourth embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 31, as in the case of the existing concrete girder support replacement method according to the third embodiment, the outer side of the existing support 4 without the cross beam 8. A fixing block attaching step for attaching the fixing block 10 ″ is performed on the side. The fixing block 10 ″ is the same as the above-described fixing block 10 ″, and thus the description thereof is omitted.

（６）上沓設置工程
図３２は、第４実施形態に係る既設コンクリート桁の支承取替工法の上沓設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３２に示すように、前工程で削孔したアンカー孔８０に新設支承Ｓ’の上アンカーＡ２’を挿入し、新設支承Ｓ’の上沓である前述のソールプレートＳ２’を設置する上沓設置工程を行う。但し、定着ブロック１０”には、上アンカーＡ２’は埋設してある。 (6) Upper iron installation process FIG. 32: is process explanatory drawing which shows the upper iron installation process of the support replacement construction method of the existing concrete girder which concerns on 4th Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 32, the upper anchor A2 ′ of the new support S ′ is inserted into the anchor hole 80 drilled in the previous step, and the upper part of the new support S ′ is inserted. An upper heel installation step of installing the above-described sole plate S2 ′, which is a heel, is performed. However, the upper anchor A2 ′ is embedded in the fixing block 10 ″.

（７）新設支承設置工程
図３３は、第４実施形態に係る既設コンクリート桁の支承取替工法の新設支承設置工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３３に示すように、前工程で設置したソールプレートＳ２’にベースプレートＳ１’及び下アンカーＡ１’などの下沓部分を接合して新設支承Ｓ’を設置する新設支承取替工程を行う。 (7) Newly installed support installation process FIG. 33 is a process explanatory diagram showing a newly installed support installation process of the existing concrete girder support replacement method according to the fourth embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 33, the lower support portion such as the base plate S1 ′ and the lower anchor A1 ′ is joined to the sole plate S2 ′ installed in the previous process, and the new support is installed. The new support replacement process for installing S 'is performed.

なお、本工程では、ベースプレートＳ１’や下アンカーＡ１’を上部２ａ部分を斫り取った下部構造２’の上方の所定の位置に設置する必要があるため、パイプや鋼材等の仮設材を用いて、新設支承Ｓ’の仮受けを組み立てて設置する必要がある。   In this step, since it is necessary to install the base plate S1 ′ and the lower anchor A1 ′ at a predetermined position above the lower structure 2 ′ where the upper portion 2a is scraped off, a temporary material such as a pipe or steel is used. Thus, it is necessary to assemble and install a temporary support for the new support S ′.

（８）グラウト注入工程及びコンクリート打設工程
図３４は、第４実施形態に係る既設コンクリート桁の支承取替工法のグラウト注入工程及びコンクリート打設工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３４に示すように、アンカー孔８０に無収縮グラウトなどのグラウトＧ’を注入して固定するグラウト注入工程を行うとともに、斫り取った下部構造２の上部２ａにコンクリートを打設するコンクリート打設工程を行う。グラウト注入工程は、第３実施形態に係る既設コンクリート桁の支承取替工法と同様であるため説明を省略する。 (8) Grout pouring process and concrete placing process FIG. 34 is a process explanatory view showing the grout pouring process and the concrete placing process of the existing concrete girder support replacement method according to the fourth embodiment. Next, in the support replacement method according to the present embodiment, as shown in FIG. 34, a grout injection process for injecting and fixing grout G ′ such as non-shrink grout into the anchor hole 80 and scavenging was performed. A concrete placing step of placing concrete on the upper portion 2a of the lower structure 2 is performed. The grout injection step is the same as the existing concrete girder support replacement method according to the third embodiment, and thus the description thereof is omitted.

コンクリート打設工程では、斫り取った上部２ａを復旧させるために、型枠を組み、必要な配筋をした上、コンクリートの打設を行う。   In the concrete placing process, in order to restore the scraped upper portion 2a, a formwork is assembled, necessary reinforcements are placed, and then concrete is placed.

（９）仮支承撤去工程
図３５は、第４実施形態に係る既設コンクリート桁の支承取替工法の仮支承撤去工程を示す工程説明図である。次に、本実施形態に係る支承取替工法では、図３５に示すように前工程で打設したコンクリートや注入したグラウトが所定の強度を発現した後、前述の第２実施形態及び第３実施形態に係る支承取替工法の仮支承撤去工程と同様に、仮支承ＫＳを撤去する仮支承撤去工程を行う。 (9) Temporary support removal process FIG. 35: is process explanatory drawing which shows the temporary support removal process of the support replacement construction method of the existing concrete girder which concerns on 4th Embodiment. Next, in the bearing replacement method according to the present embodiment, as shown in FIG. 35, after the concrete placed in the previous step or the injected grout exhibits a predetermined strength, the second and third embodiments described above are performed. The temporary support removal process which removes temporary support KS is performed similarly to the temporary support removal process of the support replacement construction method which concerns on a form.

以上により、第４実施形態に係る既設コンクリート桁の支承取替工法による支承取替工事が完了する。   Thus, the support replacement work by the support replacement method for the existing concrete girder according to the fourth embodiment is completed.

本実施形態に係る支承取替工法によれば、前述の作用効果に加え、下部構造２の上部２ａは斫るものの、第３実施形態に係る既設コンクリート桁の支承取替工法と同様に、橋梁の耐久性に特に影響のある上部構造であるコンクリート桁５の桁下や横桁８を斫る必要がないため、既存の構造物に与える損傷を最小限にすることができる。   According to the support replacement method according to the present embodiment, in addition to the above-described effects, the upper structure 2a of the lower structure 2 is damaged, but the bridge replacement method of the existing concrete girder according to the third embodiment is similar to the bridge replacement method. Since it is not necessary to crawl the underside of the concrete girder 5 and the cross girder 8 which are superstructures that particularly affect the durability of the steel, damage to existing structures can be minimized.

また、本実施形態に係る支承取替工法によれば、第３実施形態に係る既設コンクリート桁の支承取替工法と比べて、エルボー管等を継ぎ足しながら穿孔する必要がないため、短時間でアンカー孔削孔工程を終了することができる。このため、支承取替の作業期間を短縮することができる。その上、下部構造２の上部２ａを斫ることで、高さ方向に作業スペースが生まれるため、その後の作業効率が向上し、さらなる作業時間の短縮を達成することができる。   Further, according to the support replacement method according to the present embodiment, it is not necessary to pierce the elbow pipe or the like while adding it to the existing concrete girder support replacement method according to the third embodiment. The drilling process can be completed. For this reason, it is possible to shorten the work period for the replacement of the support. In addition, since the work space is created in the height direction by turning over the upper portion 2a of the lower structure 2, the work efficiency thereafter can be improved, and further shortening of the work time can be achieved.

それに加え、本実施形態に係る支承取替工法によれば、仮支承で支持している期間はあるものの、振動を伴う斫り作業やコア抜き作業などの危険な作業がないため、仮支承ＫＳで支承していても安全である。   In addition, according to the bearing replacement method according to the present embodiment, although there is a period during which the temporary bearing is supported, there is no dangerous work such as a twisting work or a core removal work with vibration, so the temporary bearing KS. It is safe even if supported by.

さらに、本実施形態に係る支承取替工法によれば、下部構造２の上部２ａを斫って新設支承に取り替えるので、新設支承と既設支承の高さが違う場合であっても取替が可能である。このため、新設支承の選択肢が増えるため、設計の自由度が高まるとともに、安価で高性能で耐久性の高い新設支承とすることもできる。   Furthermore, according to the bearing replacement method according to the present embodiment, since the upper structure 2a of the lower structure 2 is turned over and replaced with the new structure, replacement is possible even when the height of the new structure and the existing structure are different. It is. For this reason, since the choice of a new installation increases, the freedom degree of design increases and it can also be set as a new installation with low cost, high performance, and high durability.

以上、本発明の実施形態に係る既設コンクリート桁の支承取替工法について詳細に説明したが、前述した又は図示した実施形態は、いずれも本発明を実施するにあたって具体化した一実施形態を示したものに過ぎず、これらによって本発明の技術的範囲が限定的に解釈されてはならないものである。特に、既設支承を新設支承に取り替えるとは、即ち、支承取替とは、機能的に新しい支承に取り替えることを指し、既設支承の一部を残置することを排除するものではない。   As mentioned above, although the support replacement method of the existing concrete girder concerning the embodiment of the present invention was explained in detail, the above-mentioned or illustrated embodiment showed one embodiment materialized when carrying out the present invention. However, the technical scope of the present invention should not be construed in a limited manner. In particular, replacing an existing bearing with a new bearing, that is, replacing the bearing refers to replacing the existing bearing with a functionally new bearing, and does not exclude leaving a part of the existing bearing.

１：橋梁
２：下部構造
２ａ：上部
２０，２０’，２０”：アンカー孔
３：上部構造
４：既設支承
５：（既設）コンクリート桁（上部構造）
５０：ＰＣ鋼材孔
６：コンクリート床版（上部構造）
７：高欄
８：横桁（上部構造）
８ａ：撤去部
８’：新設部
８０：アンカー孔
９：舗装
１０，１０’，１０”：定着ブロック
１１，１１：横締めＰＣ鋼材
Ｓ，Ｓ’：新設支承
Ｓ１，Ｓ１’：ベースプレート
Ｓ２，Ｓ２’：ソールプレート
Ａ１，Ａ１’，Ａ１”：下アンカー（アンカー）
Ａ２，Ａ２’，Ａ２”：上アンカー（アンカー）
Ｐ１，Ｐ２：接合プレート
Ｇ：免振ゴム（ゴム）
Ｇ’：グラウト
ＫＳ、ＫＳ’：仮支承
Ｖ：ベント
ＷＪ：ウォータージェット装置
ＷＪ１：エルボー管
ＷＪ２：先端ノズル
ＷＪ３：仮受材
ＷＪ４：短尺管（直管） 1: Bridge 2: Lower structure 2a: Upper part 20, 20 ', 20 ": Anchor hole 3: Upper structure 4: Existing support 5: (Existing) Concrete girder (Upper structure)
50: PC steel hole 6: Concrete slab (upper structure)
7: High column 8: Cross girder (superstructure)
8a: Removed part 8 ': Newly installed part 80: Anchor hole 9: Pavement 10, 10', 10 ": Fixing block 11, 11: Lateral fastening PC steel S, S ': Newly installed bearings S1, S1': Base plates S2, S2 ': Sole plates A1, A1', A1 ": Lower anchor (anchor)
A2, A2 ', A2 ": Upper anchor (anchor)
P1, P2: Joining plate G: Anti-vibration rubber (rubber)
G ': Grout KS, KS': Temporary bearing V: Vent WJ: Water jet device WJ1: Elbow tube WJ2: Tip nozzle WJ3: Temporary receiving material WJ4: Short tube (straight tube)

Claims (12)

既設コンクリート桁と下部構造との間に介装された既設支承を新設支承に取り替える既設コンクリート桁の支承取替工法であって、
前記既設支承で前記既設コンクリート桁を支承しつつ、前記既設支承の脇の前記下部構造又は上部構造に前記新設支承のアンカーを挿置するためのアンカー孔を穿孔するアンカー孔穿孔工程を有すること
を特徴とする既設コンクリート桁の支承取替工法。 A method for replacing an existing concrete girder which replaces an existing bearing interposed between an existing concrete girder and a lower structure with a new one,
An anchor hole drilling step of drilling an anchor hole for inserting the anchor of the new bearing in the lower structure or the upper structure beside the existing bearing while supporting the existing concrete girder with the existing bearing. A special method for replacing existing concrete girders. 前記既設支承の近傍の既設コンクリート桁の脇に前記新設支承の上沓のアンカーを定着させる定着ブロックを取り付ける定着ブロック取付工程を有すること
を特徴とする請求項１に記載の既設コンクリート桁の支承取替工法。 The supporting support for an existing concrete girder according to claim 1, further comprising a fixing block attaching step for attaching a fixing block for fixing the anchor of the upper arm of the new bearing to the side of the existing concrete girder in the vicinity of the existing bearing. Replacement method. 前記定着ブロック取付工程の前に、前記定着ブロックを止め付ける横締めＰＣ鋼材を挿通するＰＣ鋼材孔を、前記既設コンクリート桁に削孔するＰＣ鋼材孔削孔工程を行うこと
を特徴とする請求項２に記載の既設コンクリート桁の支承取替工法。 The PC steel material drilling step of drilling a PC steel material hole through which a laterally tightened PC steel material for fixing the fixing block is inserted into the existing concrete girder is performed before the fixing block attaching step. The existing concrete girder support replacement method described in 2. 前記新設支承の設置が完了し、前記新設支承で既設コンクリート桁を支承した後、前記既設支承を撤去する既設支承撤去工程を行うこと
を特徴とする請求項２又は３に記載の既設コンクリート桁の支承取替工法。 The existing concrete girder according to claim 2 or 3, wherein after the installation of the new support is completed and the existing concrete girder is supported by the new support, an existing support removing step of removing the existing support is performed. Bearing replacement method. 前記定着ブロックは、前記新設支承の上沓及びそのアンカーが一体となった鋼製プレートであり、
前記定着ブロック取付工程では、前記ＰＣ鋼材孔に前記ＰＣ鋼材を挿通して前記鋼製プレートを取り付けるだけで前記新設支承の上沓の設置が完了すること
を特徴とする請求項３又は４に記載の既設コンクリート桁の支承取替工法。 The fixing block is a steel plate in which the upper arm of the new support and its anchor are integrated,
5. The installation of the upper arm of the new support is completed only by inserting the PC steel material into the PC steel material hole and attaching the steel plate in the fixing block attaching step. The existing concrete girder support replacement method. 前記新設支承のアンカーの設置が完了した後、仮支承で前記既設コンクリート桁を支承し、その後、前記既設支承を前記新設支承に取り替える新設支承取替工程を行うこと
を特徴とする請求項４又は５に記載の既設コンクリート桁の支承取替工法。 The installation of an anchor for the new support is completed, and then the existing concrete girder is supported by a temporary support, and then a new support replacement process for replacing the existing support with the new support is performed. 5. The method for replacing the existing concrete girder described in 5. 新設支承取替工程では、前記定着ブロックに取り付けられた仮支承で前記既設コンクリート桁を支承すること
を特徴とする請求項６に記載の既設コンクリート桁の支承取替工法。 The existing concrete girder replacement method according to claim 6, wherein in the new bearing replacement process, the existing concrete girder is supported by a temporary bearing attached to the fixing block. 前記アンカー孔穿孔工程では、前記既設支承で前記既設コンクリート桁を支承しつつ、前記既設支承の脇の橋梁の上部構造及び前記下部構造のいずれにも前記新設支承の上沓のアンカーを挿置するためのアンカー孔を穿孔すること
を特徴とする請求項１に記載の既設コンクリート桁の支承取替工法。 In the anchor hole drilling step, while the existing concrete girder is supported by the existing support, the anchor of the upper arm of the new support is inserted into both the upper structure and the lower structure of the bridge beside the existing support. The anchor replacement method for an existing concrete girder according to claim 1, wherein an anchor hole is drilled. 前記アンカー孔穿孔工程では、エルボー管を有するウォータージェット装置を用いてエルボー管の先に管を継ぎ足しながら穿孔して行くこと
を特徴とする請求項８に記載の既設コンクリート桁の支承取替工法。 The method for replacing an existing concrete girder according to claim 8, wherein in the anchor hole drilling step, a water jet device having an elbow pipe is used to drill the pipe while adding a pipe to the tip of the elbow pipe. 前記アンカー孔穿孔工程で穿孔したアンカー孔に新設支承の支承アンカーのアンカーボルトを継ぎ足しながら設置する支承アンカー設置工程を有すること
を特徴とする請求項８又は９に記載の既設コンクリート桁の支承取替工法。 The support replacement of an existing concrete girder according to claim 8 or 9, further comprising a support anchor installation step in which an anchor bolt of a new support anchor is installed in the anchor hole drilled in the anchor hole drilling step. Construction method. 既設コンクリート桁と下部構造との間に介装された既設支承を新設支承に取り替える既設コンクリート桁の支承取替工法であって、
仮支承で前記既設コンクリート桁を支承した後、前記既設支承の脇の橋梁の上部構造に前記新設支承の上沓のアンカーを挿置するためのアンカー孔を削孔するアンカー孔削孔工程を行うとともに、前記既設支承の近傍の既設コンクリート桁の脇に前記新設支承の上沓のアンカーを定着させる定着ブロックを取り付ける定着ブロック取付工程を行うこと
を特徴とする既設コンクリート桁の支承取替工法。 A method for replacing an existing concrete girder which replaces an existing bearing interposed between an existing concrete girder and a lower structure with a new one,
After the existing concrete girder is supported by the temporary support, an anchor hole drilling process is performed in which an anchor hole for inserting the anchor of the upper arm of the new support is drilled in the upper structure of the bridge beside the existing support. And a fixing block mounting step of mounting a fixing block for fixing an anchor of the upper arm of the new bearing to the side of the existing concrete girder in the vicinity of the existing bearing. 下部構造の上部を斫り取って撤去する下部構造上部斫り工程を行うこと
を特徴とする請求項１１に記載の既設コンクリート桁の支承取替工法。 The method for replacing an existing concrete girder according to claim 11, wherein a step of turning the upper structure of the lower structure is performed by scraping and removing the upper part of the lower structure.
JP2017225900A 2017-01-25 2017-11-24 Bearing replacement method for existing concrete girders Active JP6995584B2 (en)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
JP2017011597 2017-01-25
JP2017011597 2017-01-25
JP2017117426 2017-06-15
JP2017117426 2017-06-15

Publications (2)

Publication Number Publication Date
JP2018204419A true JP2018204419A (en) 2018-12-27
JP6995584B2 JP6995584B2 (en) 2022-01-14

Family

ID=64955352

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2017225900A Active JP6995584B2 (en) 2017-01-25 2017-11-24 Bearing replacement method for existing concrete girders

Country Status (1)

Country Link
JP (1) JP6995584B2 (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2022150617A (en) * 2021-03-26 2022-10-07 公益財団法人鉄道総合技術研究所 Method for reinforcing concrete structure and reinforced structure

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09189136A (en) * 1996-01-12 1997-07-22 Sekisui Chem Co Ltd Repair method of nut and building and foundation section structure
JPH10252016A (en) * 1997-03-14 1998-09-22 Oriental Constr Co Ltd Method for replacing bearing device
JP2001106484A (en) * 1999-10-07 2001-04-17 Topy Ind Ltd Jack device dedicated for replacement of steel bridge support and method for replacement
JP2005240382A (en) * 2004-02-25 2005-09-08 Hiroshima Kasei Ltd Lower face repairing method for concrete structure
JP2007239306A (en) * 2006-03-08 2007-09-20 Tokai Rubber Ind Ltd Method of mounting base isolation damper
JP2009287183A (en) * 2008-05-27 2009-12-10 Kawaguchi Metal Industries Co Ltd Support replacing method for concrete beam

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09189136A (en) * 1996-01-12 1997-07-22 Sekisui Chem Co Ltd Repair method of nut and building and foundation section structure
JPH10252016A (en) * 1997-03-14 1998-09-22 Oriental Constr Co Ltd Method for replacing bearing device
JP2001106484A (en) * 1999-10-07 2001-04-17 Topy Ind Ltd Jack device dedicated for replacement of steel bridge support and method for replacement
JP2005240382A (en) * 2004-02-25 2005-09-08 Hiroshima Kasei Ltd Lower face repairing method for concrete structure
JP2007239306A (en) * 2006-03-08 2007-09-20 Tokai Rubber Ind Ltd Method of mounting base isolation damper
JP2009287183A (en) * 2008-05-27 2009-12-10 Kawaguchi Metal Industries Co Ltd Support replacing method for concrete beam

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2022150617A (en) * 2021-03-26 2022-10-07 公益財団法人鉄道総合技術研究所 Method for reinforcing concrete structure and reinforced structure
JP7519945B2 (en) 2021-03-26 2024-07-22 公益財団法人鉄道総合技術研究所 Reinforcement method for concrete structures and reinforced structures

Also Published As

Publication number Publication date
JP6995584B2 (en) 2022-01-14

Similar Documents

Publication Publication Date Title
JP6316665B2 (en) Composite structure of steel girder and precast slab and its construction method
JP5373979B2 (en) Construction Method of Steel Composite Girder Bridge {ConstructionMethod SteelCompositeGirderBridge}
KR100837608B1 (en) J.K Bracket Method
JP2009127231A (en) Continuous footing reinforcing structure, its construction method, and reinforcing metal
KR100938429B1 (en) Bridge bearing replacing method using wire saw
JP5171391B2 (en) Concrete girder support replacement method
CN110424548A (en) A kind of steel core concrete column-arch without beam connecting node and its construction method
CN114319977A (en) Steel pipe concrete row column type connection prefabricated shear wall structure and construction method
JP6543077B2 (en) Construction method of structure
JP4093428B2 (en) High-strength reinforced concrete precast plate
JP2018204419A (en) Bearing replacement method for existing concrete beam
CN112942945A (en) Assembled tenon fourth of twelve earthly branches bracket type beam column node connecting device
CN105274997B (en) Muscle formula bracket and the method for pushing up road steel pipe support and top board using bracket construction
JP2002332645A (en) Foundation structure of rail for ground-traveling crane and laying method for foundation
JP5041481B2 (en) Updating method and structure of existing bearing device
CN211549324U (en) Bearing wall rear opening door hole structure
JP2980567B2 (en) How to replace the bearing device
CN112942946A (en) Assembly type tenon-and-mortise bracket type beam-column joint connection method
CN113550571A (en) Construction method of cast-in-situ structure wall column template positioning rib
CN112593723A (en) Existing building connecting method
JPH11140823A (en) Reinforcing jig for concrete structure, reinforcing structure using it, and reinforcing work execution method
CN219364742U (en) Reinforced structure suitable for basic cushion cap
KR100530025B1 (en) Section enlargement repairing and reinforcing apparatus for reinforcing earing power of reinforced concrete structures by introducing prestress to entended section and repairing and reinforcing construction method using the apparatus
CN115652942B (en) Foundation pit supporting combined structure based on prestressed hollow square pile and construction method thereof
CN115478548B (en) Expansion soil cutting side slope expansion-reducing anti-seismic disaster-preventing combined retaining structure and construction method

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20200804

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20210805

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20210810

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20210901

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: 20211207

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20211215

R150 Certificate of patent or registration of utility model

Ref document number: 6995584

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150