JP6673131B2 - Floor slab replacement method - Google Patents

Description

本発明は、床版取替工法に関し、詳細には、床版取替用フレームを用いた床版取替工法に関する。   The present invention relates to a slab replacement method, and more particularly, to a slab replacement method using a slab replacement frame.

橋梁における既設床版の撤去および新設床版の架設にトラッククレーンを使用する場合、桁下の条件によっては、既設橋梁上にクレーンを載せる必要が生じる。このとき、既設床版の耐力上、使用できるクレーンサイズが限定されるため、作業効率向上の障壁となる。また、トラッククレーンを使用して既設床版の撤去および新設床版の架設を行う場合、クレーンを旋回させることが必要となるが、施工時は周辺条件の制約を受けるため、供用中の車線付近での施工が不可能となる場合がある。更に、昼間全面交通開放条件下での施工の場合、クレーンの退避場所の問題も生じる。   When a truck crane is used to remove an existing slab and build a new slab on a bridge, it may be necessary to mount the crane on the existing bridge depending on the conditions under the girder. At this time, the size of the crane that can be used is limited due to the strength of the existing floor slab, and this is a barrier to improving work efficiency. When removing existing slabs and erection of new slabs using a truck crane, it is necessary to rotate the crane. In some cases, it may not be possible to perform construction at Furthermore, in the case of construction under full open traffic conditions in the daytime, there is also a problem of a place for shelter of the crane.

これに対して、新設床版の架設においては、トラッククレーンを用いないで架設を行う工法がいくつか提案されている（例えば、特許文献１、２）。   On the other hand, in the construction of a new floor slab, several construction methods have been proposed in which the construction is performed without using a truck crane (for example, Patent Documents 1 and 2).

しかしながら、特許文献１に記載の工法は、橋梁の新設時において、鋼製の側床版を鋼製の主桁の側方に取り付ける工法であり、既設床版の撤去に用いることは想定されていない。   However, the method described in Patent Document 1 is a method of attaching a steel side slab to the side of a steel main girder when a bridge is newly constructed, and is supposed to be used for removing an existing slab. Absent.

また、特許文献２に記載の工法は、コンクリートを現場で打設することが必要な鋼床版を橋梁の新設時において架設する工法であり、既設床版の撤去に用いることはできない。   Further, the construction method described in Patent Document 2 is a construction method in which a steel slab that requires concrete to be cast on site is erected when a bridge is newly constructed, and cannot be used for removing an existing slab.

特開２００７−１８２７２８号公報JP 2007-182728 A 特開２０１１−１７４２４１号公報JP 2011-174241 A

本発明は、かかる点に鑑みてなされたものであって、トラッククレーンを使用せずに橋梁における既設床版の撤去および新設床版の架設を行うことができる床版取替工法を提供することを課題とする。   The present invention has been made in view of the above circumstances, and provides a slab replacement method capable of removing an existing slab and erection of a new slab in a bridge without using a truck crane. As an issue.

本発明は、以下の床版取替工法により、前記課題を解決したものである。   The present invention has solved the above-mentioned problems by the following slab replacement method.

即ち、本発明に係る床版取替工法は、橋梁の既設床版を撤去し、かつ、その後に新設床版を前記橋梁に架設する床版取替工法であって、かつ、前記橋梁の略橋軸方向に移動可能な床版取替用フレームを用いて行われる床版取替工法であり、前記床版取替用フレームは、全体の骨格を形作るフレーム部と、前記橋梁の略橋軸方向に移動するための移動手段と、前記橋梁の前記既設床版および前記新設床版を吊り上げる吊り上げ手段と、を備え、前記フレーム部を前記橋梁の橋軸方向から見た形状は門型であり、前記橋梁を通行する車両が門型の前記フレーム部の内部を通行できるように前記床版取替用フレームが前記橋梁に配置されていることを特徴とする床版取替工法である。   That is, the slab replacement method according to the present invention is a slab replacement method in which an existing slab of a bridge is removed, and then a new slab is erected on the bridge. A slab replacement method is performed using a slab replacement frame movable in a bridge axis direction, wherein the slab replacement frame includes a frame portion that forms an entire framework, and a substantially bridge axis of the bridge. Moving means for moving the bridge in the direction, and lifting means for lifting the existing floor slab and the new floor slab of the bridge, wherein the shape of the frame portion as viewed from the bridge axis direction of the bridge is a gate shape. The floor slab replacement frame is disposed on the bridge so that a vehicle passing through the bridge can pass through the inside of the gate-shaped frame portion.

前記床版取替用フレームの前記フレーム部は、前記橋梁の有効幅員の前記橋梁の橋軸直角方向の両方の外側に、前記橋梁の略橋軸直角方向に対向するようにそれぞれ配置されてなる対の柱部材と、前記橋梁の略橋軸直角方向に延びていて門型の前記フレーム部の天井部材となる横梁部材と、を有し、前記対の柱部材は複数対あって前記橋梁の略橋軸方向に隣り合うように配置されており、かつ、前記横梁部材は複数あって前記橋梁の略橋軸方向に隣り合うように配置されており、さらに、前記橋梁の略橋軸方向に隣り合う前記柱部材の間を連結する柱連結部材と、前記橋梁の略橋軸方向に隣り合う前記横梁部材の間を連結する横梁連結部材と、を有し、さらに、前記柱部材と前記横梁部材とは直接または間接に連結されているように構成してもよい。   The frame portion of the floor slab replacement frame is disposed on both outer sides of the effective width of the bridge in the direction perpendicular to the bridge axis of the bridge so as to face each other in a direction substantially perpendicular to the bridge axis of the bridge. A pair of pillar members, and a cross beam member extending in a direction substantially perpendicular to the bridge axis of the bridge and serving as a ceiling member of the gate-shaped frame portion; It is arranged so as to be substantially adjacent to each other in the bridge axis direction, and the plurality of cross beams are arranged so as to be substantially adjacent to each other in the substantially bridge axis direction of the bridge. A column connecting member that connects between the adjacent column members, and a cross beam connecting member that connects between the cross beam members that are adjacent to each other substantially in the bridge axis direction of the bridge, further comprising the column member and the cross beam It is configured to be directly or indirectly connected to the member Good.

ここで、「橋梁の有効幅員の前記橋梁の橋軸直角方向の両方の外側」とは、上方から見たときに当該橋梁の有効幅員の範囲内の領域の当該橋梁の橋軸直角方向の両方の外側のことを意味する。   Here, "both outside of the effective width of the bridge in the direction perpendicular to the bridge axis of the bridge" refers to both the direction perpendicular to the bridge axis of the bridge in a region within the range of the effective width of the bridge when viewed from above. Means outside.

また、前記床版取替用フレームにおける柱部材とは、前記床版取替用フレームに加わる鉛直方向下向きの荷重を支持することができる略鉛直方向に延びる部材のことを意味する。   In addition, the column member in the floor slab replacement frame refers to a member that extends in a substantially vertical direction that can support a vertically downward load applied to the floor slab replacement frame.

また、「門型の前記フレーム部の天井部材」とは、門型の前記フレーム部が形成する内部空間の上方に位置する前記フレーム部の略橋軸直角方向の部材のことである。   Further, “the ceiling member of the gate-shaped frame portion” refers to a member in a direction substantially perpendicular to the bridge axis of the frame portion located above the internal space formed by the gate-shaped frame portion.

また、「前記柱部材と前記横梁部材とは直接または間接に連結されている」とは、前記柱部材と前記横梁部材とが直接的に連結されている場合と、前記柱部材と前記横梁部材とが他の部材を介して間接的に連結されている場合と、の両方の場合を含むことを意味する。   Further, “the column member and the cross beam member are directly or indirectly connected” means that the column member and the cross beam member are directly connected, and that the column member and the cross beam member are connected. Are indirectly connected via another member, and both cases are included.

前記柱部材は、前記橋梁の高欄よりも外側に配置されていることが好ましい。   It is preferable that the column member is disposed outside a railing of the bridge.

ここで、「橋梁の高欄よりも外側」とは、当該橋梁から、高欄よりも、当該橋梁の橋軸直角方向に離れた位置にあることを意味する。   Here, "outside the bridge of the bridge" means that the bridge is located farther away from the bridge than the bridge in the direction perpendicular to the bridge axis of the bridge.

前記複数対の柱部材のそれぞれの前記橋梁の橋軸方向の位置と略一致する前記橋梁の橋軸方向の位置に、前記複数の横梁部材のうちの少なくとも一部の前記横梁部材がそれぞれ配置されているように構成してもよい。   The cross beam members of at least a part of the plurality of cross beam members are respectively arranged at positions in the bridge axis direction of the bridge substantially corresponding to the positions of the bridge members in the bridge axis direction of the plurality of pairs of column members. May be configured.

前記移動手段は、前記床版取替用フレームの前記橋梁の橋軸直角方向の両方の端部の下部にそれぞれ設け、前記橋梁の有効幅員の両方の外側に前記橋梁の略橋軸方向に沿うようにそれぞれ配置されたレールに沿って移動するように構成してもよい。   The moving means are provided below both ends of the deck slab replacement frame in the direction perpendicular to the bridge axis of the bridge, and extend along both sides of the effective width of the bridge along the direction of the bridge axis of the bridge. May be configured to move along the rails respectively arranged as described above.

前記床版取替用フレームは、自走式であることが好ましい。   Preferably, the floor slab replacement frame is self-propelled.

ここで、自走式とは、外部から力を受けなくても、電気エネルギー等が供給されれば、供給されたエネルギーを移動のための駆動力に変換して、移動ができるということである。   Here, the self-propelled type means that if electric energy or the like is supplied without receiving a force from the outside, the supplied energy is converted into a driving force for movement and movement is possible. .

前記吊り上げ手段は、前記橋梁の略橋軸直角方向に移動可能であることが好ましい。   It is preferable that the lifting means is movable in a direction substantially perpendicular to the bridge axis of the bridge.

前記新設床版は、前記橋梁に架設される前に橋面舗装の基層が全面にわたってすでに設けられ、かつ、前記橋梁に架設される前に前記基層の上に仮舗装が全面にわたってすでに設けられた鋼床版であることが好ましい。   In the new floor slab, the base layer of the bridge surface pavement was already provided over the entire surface before being laid on the bridge, and the temporary pavement was already provided over the entire surface of the base layer before being laid on the bridge. It is preferably a steel deck.

ここで、仮舗装とは、本舗装の前に一時的に用いられる舗装のことであり、本舗装を敷設する前に取り除かれる舗装のことである。また、本舗装とは、一時的に設ける舗装ではない本設の舗装のことである。   Here, the temporary pavement is a pavement that is temporarily used before the main pavement, and is a pavement that is removed before the main pavement is laid. The main pavement is a main pavement that is not a temporary pavement.

前記新設床版は、前記橋梁に架設される前に鋼製高欄がすでに設けられた鋼床版であることが好ましい。   It is preferable that the new slab is a steel slab in which a steel railing is already provided before being erected on the bridge.

本発明によれば、トラッククレーンを使用せずに橋梁における既設床版の撤去および新設床版の架設を行うことができる。   ADVANTAGE OF THE INVENTION According to this invention, removal of the existing slab and construction of a new slab can be performed on a bridge without using a truck crane.

本発明の実施形態に係る床版取替工法における既設ＲＣ床版の撤去工程の状況を模式的に示す斜視図The perspective view which shows typically the situation of the removal process of the existing RC slab in the slab replacement method according to the embodiment of the present invention. 同じく既設ＲＣ床版の撤去工程の状況を模式的に示す側面図A side view schematically showing the status of the removal process of the existing RC slab. 本発明の実施形態に係る床版取替工法における新設床版の架設工程の状況を模式的に示す斜視図The perspective view which shows typically the situation of the erection process of the new slab in the slab replacement method according to the embodiment of the present invention. 同じく新設床版の架設工程の状況を模式的に示す側面図A side view schematically showing the situation of the erection process for the new floor slab. 新設床版５０の全体を示す斜視図The perspective view which shows the whole new floor slab 50 新設床版５０の一部を拡大して示す斜視図The perspective view which expands and shows a part of new floor slab 50. 橋軸直角方向から見た新設床版５０の鉛直断面図Vertical sectional view of the new floor slab 50 viewed from the direction perpendicular to the bridge axis 橋軸方向に隣り合う新設床版５０の橋軸直角方向から見た鉛直断面図A vertical cross-sectional view of the new floor slab 50 adjacent in the bridge axis direction as viewed from the direction perpendicular to the bridge axis. 図８のＩＸ部の拡大図Enlarged view of the IX part in FIG. 橋梁１００の主桁１０２と新設床版５０との連結部を拡大して示す橋軸方向から見た鉛直断面図A vertical cross-sectional view as seen from the bridge axis direction, showing an enlarged connection portion between the main girder 102 of the bridge 100 and the newly installed slab 50. 橋梁１００の主桁１０２と新設床版５０との連結部を拡大して示す橋軸直角方向から見た鉛直断面図（図１０のＸＩ−ＸＩ線断面図）A vertical cross-sectional view (a cross-sectional view taken along the line XI-XI in FIG. 10) of a connecting portion between the main girder 102 of the bridge 100 and the newly-installed floor slab 50, which is enlarged and viewed from a direction perpendicular to the bridge axis. 新設床版５０の橋軸方向の端部を拡大して示す斜視図The perspective view which expands and shows the bridge axial direction end part of the new floor slab 50. 先付Ｌ型連結部材１１０が主桁１０２に取り付けられた状態を示す斜視図Perspective view showing a state in which an L-shaped connecting member 110 is attached to a main girder 102. 後付Ｌ型連結部材１２０を示す斜視図A perspective view showing the retrofit L-shaped connecting member 120. 新設床版５０が先付Ｌ型連結部材１１０を介して主桁１０２に仮固定された状態を、先付Ｌ型連結部材１１０とは反対側の斜め上方から見た斜視図The perspective view which looked at the state where the new floor slab 50 was temporarily fixed to the main girder 102 via the leading L-shaped connecting member 110 from the diagonally upper side opposite to the leading L-shaped connecting member 110. 新設床版５０が先付Ｌ型連結部材１１０を介して主桁１０２に仮固定された状態を、先付Ｌ型連結部材１１０の側の斜め上方から見た斜視図The perspective view which looked at the state where the new floor slab 50 was temporarily fixed to the main girder 102 via the L-shaped connecting member 110 from the diagonally upper side of the L-shaped connecting member 110 side. 先付Ｌ型連結部材１１０の一方の板状部１１２および後付Ｌ型連結部材１２０の一方の板状部１２２によって新設床版５０の縦リブ５２Ｂが挟み込まれて仮固定された状態を示す斜視図A perspective view showing a state in which the vertical rib 52B of the new floor slab 50 is temporarily fixed by being sandwiched between the one plate-like portion 112 of the front L-shaped connection member 110 and the one plate-shaped portion 122 of the rear L-connection member 120. Figure 新設床版５０が主桁１０２に連結された状態を示す斜視図A perspective view showing a state where the new floor slab 50 is connected to the main girder 102. 橋軸方向に隣り合う新設床版５０の橋軸直角方向から見た鉛直断面図（仮舗装５８の削り取り後）A vertical cross-sectional view of the newly installed slab 50 adjacent to the bridge axis direction viewed from the direction perpendicular to the bridge axis (after the temporary pavement 58 has been cut). 橋軸方向に隣り合う新設床版５０の橋軸直角方向から見た鉛直断面図（本舗装８２の敷設後）Vertical cross-sectional view of the newly installed floor slab 50 adjacent in the bridge axis direction as viewed from the direction perpendicular to the bridge axis (after laying the main pavement 82) 本実施形態に係る床版取替工法を実施する前の先行作業の終了後の状態を模式的に示す橋軸方向から見た鉛直断面図A vertical cross-sectional view schematically showing the state after the preceding work before the floor slab replacement method according to the present embodiment is performed, as viewed from the bridge axis direction. 本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）の既設ＲＣ床版の撤去工程の状況を模式的に示す鉛直断面図The vertical sectional view which shows typically the situation of the removal process of the existing RC slab of the left lane (I phase construction zone) in the slab replacement method according to the embodiment of the present invention. 同じく左側車線（Ｉ期施工帯）の既設ＲＣ床版の撤去工程の状況を模式的に示す側面図Similarly, a side view schematically showing the removal process of the existing RC slab in the left lane (phase I construction zone) 本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）への新設床版の架設工程の状況を模式的に示す鉛直断面図FIG. 5 is a vertical cross-sectional view schematically illustrating a state of a process of erection of a new slab in a left lane (I-stage construction zone) in the slab replacement method according to the embodiment of the present invention. 同じく左側車線（Ｉ期施工帯）への新設床版の架設工程の状況を模式的に示す側面図Similarly, a side view schematically showing the construction process of a new floor slab in the left lane (phase I construction zone) 本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）への新設床版の架設終了後の仮供用の状況を模式的に示す鉛直断面図FIG. 4 is a vertical cross-sectional view schematically showing a temporary slab after completion of erection of a new slab in the left lane (I-stage construction zone) in the slab replacement method according to the embodiment of the present invention. 同じく左側車線（Ｉ期施工帯）への新設床版の架設終了後の仮供用の状況を模式的に示す平面図Similarly, a plan view schematically showing a temporary service state after the completion of the construction of the new floor slab in the left lane (phase I construction zone). 本発明の実施形態に係る床版取替工法における右側車線（ＩＩ期施工帯）の既設ＲＣ床版の撤去工程の状況を模式的に示す鉛直断面図The vertical sectional view which shows typically the situation of the removal process of the existing RC slab of the right lane (phase II construction zone) in the slab replacement method according to the embodiment of the present invention. 同じく右側車線（ＩＩ期施工帯）の既設ＲＣ床版の撤去工程の状況を模式的に示す平面図Similarly, a plan view schematically showing the removal process of an existing RC slab in the right lane (phase II construction zone). 本発明の実施形態に係る床版取替工法における右側車線（ＩＩ期施工帯）への新設床版の架設工程の状況を模式的に示す鉛直断面図FIG. 4 is a vertical cross-sectional view schematically showing the state of the process of erection of a new slab in the right lane (phase II construction zone) in the slab replacement method according to the embodiment of the present invention. 同じく右側車線（ＩＩ期施工帯）への新設床版の架設工程における交通の状況を模式的に示す平面図Similarly, a plan view schematically showing the traffic situation in the process of installing a new floor slab in the right lane (phase II construction zone).

以下、図面を参照して、本発明の実施形態を詳細に説明するが、まず「（１）床版取替用フレーム」で、本発明の実施形態に係る床版取替工法で用いる床版取替用フレームについて説明し、それから、「（２）新設床版およびその連結方法」で、本発明の実施形態に係る床版取替工法で架設する新設床版について説明するとともに、新設床版の連結方法について具体的に説明する。そして、「（３）床版取替工法」で、本発明の実施形態に係る床版取替工法について工程ごとに説明する。   Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. First, in “(1) Floor slab replacement frame”, a slab used in the slab replacement method according to the embodiment of the present invention will be described. The replacement frame will be described, and then, in “(2) New slab and method for connecting the slab”, the new slab to be erected by the slab replacement method according to the embodiment of the present invention will be described. Is specifically described. Then, in "(3) Floor slab replacement method", the floor slab replacement method according to the embodiment of the present invention will be described for each process.

なお、以下の説明では、片側２車線の橋梁１００に本発明の実施形態に係る床版取替工法を適用した場合について説明する。また、橋梁１００における橋軸方向および橋軸直角方向のことを、それぞれ単に橋軸方向および橋軸直角方向と記すことがある。   In the following description, a case will be described in which the floor slab replacement method according to the embodiment of the present invention is applied to the bridge 100 having two lanes on each side. Further, the directions of the bridge axis and the direction perpendicular to the bridge axis of the bridge 100 may be simply referred to as the bridge axis direction and the direction perpendicular to the bridge axis, respectively.

図１は、本発明の実施形態に係る床版取替工法における既設ＲＣ床版の撤去工程の状況を模式的に示す斜視図であり、図２は、同じく既設ＲＣ床版の撤去工程の状況を模式的に示す側面図である。図３は、本発明の実施形態に係る床版取替工法における新設床版の架設工程の状況を模式的に示す斜視図であり、図４は、同じく新設床版の架設工程の状況を模式的に示す側面図である。   FIG. 1 is a perspective view schematically showing a situation of a removal process of an existing RC slab in a floor slab replacement method according to an embodiment of the present invention, and FIG. 2 is a situation of a removal process of an existing RC slab. It is a side view which shows typically. FIG. 3 is a perspective view schematically showing the situation of the erection process of the new slab in the slab replacement method according to the embodiment of the present invention, and FIG. FIG.

（１）床版取替用フレーム
本発明の実施形態に係る床版取替工法で用いる床版取替用フレーム１０は、フレーム部１２と、移動手段３０と、吊り上げ手段４０とを有してなる。 (1) Floor slab replacement frame A floor slab replacement frame 10 used in the floor slab replacement method according to the embodiment of the present invention includes a frame portion 12, a moving unit 30, and a lifting unit 40. Become.

フレーム部１２は、床版取替用フレーム１０の全体の骨格を形作る部位であり、橋梁１００の橋軸方向から見た形状は門型である。本発明の実施形態に係る床版取替工法を実施する際には、図１および図３に示すように、橋梁１００を通行する車両２００が門型のフレーム部１２の内部を通行できるように床版取替用フレーム１０を橋梁１００に配置する。   The frame portion 12 is a portion that forms the entire skeleton of the floor slab replacement frame 10, and the shape of the bridge 100 viewed from the bridge axis direction is a gate shape. When the floor slab replacement method according to the embodiment of the present invention is performed, as shown in FIGS. 1 and 3, the vehicle 200 that passes through the bridge 100 can pass through the inside of the portal frame portion 12. The floor slab replacement frame 10 is placed on the bridge 100.

フレーム部１２は、複数の柱部材１４と、複数の横梁部材１６と、柱連結部材１８と、横梁連結部材２０と、共通連結部材２２と、方杖２４と、斜材２６と、を有してなり、柱部材１４が門型のフレーム部１２の鉛直方向部材である柱部となっており、横梁部材１６が門型のフレーム部１２の天井部材である梁部となっている。門型のフレーム部１２の天井部材とは、門型のフレーム部１２が形成する内部空間の上方に位置するフレーム部１２の略橋軸直角方向の部材のことである。   The frame portion 12 includes a plurality of column members 14, a plurality of cross beam members 16, a column connection member 18, a cross beam connection member 20, a common connection member 22, a staff 24, and a diagonal member 26. The pillar member 14 is a pillar portion which is a vertical member of the gate-shaped frame portion 12, and the horizontal beam member 16 is a beam portion which is a ceiling member of the gate-shaped frame portion 12. The ceiling member of the gate-shaped frame portion 12 is a member substantially perpendicular to the bridge axis of the frame portion 12 located above the internal space formed by the gate-shaped frame portion 12.

柱部材１４は、床版取替用フレーム１０に加わる鉛直方向下向きの荷重を支持することができる略鉛直方向に延びる部材であり、橋梁１００の橋軸直角方向の両方の端部にある高欄１５０の外側、即ち、橋梁１００の有効幅員の橋軸直角方向の両方の外側に、橋梁１００の略橋軸直角方向に対向するようにそれぞれ配置されていて、略橋軸直角方向に対向する２つの柱部材１４で１組の対を形成している。柱部材１４は、橋梁１００の有効幅員の橋軸直角方向の両方の外側に配置されているので、橋梁１００を通行する車両２００が門型のフレーム部１２の内部を通行できるようになっている。   The column member 14 is a member extending in a substantially vertical direction capable of supporting a vertically downward load applied to the floor slab replacement frame 10, and has a rail 150 at both ends of the bridge 100 in a direction perpendicular to the bridge axis. Outside, ie, both outsides of the effective width of the bridge 100 in the direction perpendicular to the bridge axis, are respectively disposed so as to oppose in the direction substantially perpendicular to the bridge axis of the bridge 100, and are disposed opposite to each other in the direction substantially perpendicular to the bridge axis. The column members 14 form a pair. Since the pillar members 14 are arranged on both sides of the effective width of the bridge 100 in the direction perpendicular to the bridge axis, the vehicle 200 passing through the bridge 100 can pass through the inside of the portal frame portion 12. .

また、略橋軸直角方向に対向するように配置された柱部材１４の対は、複数対（図１〜図４に示すように、床版取替用フレーム１０においては４対）あり、橋梁１００の略橋軸方向に隣り合うように配置されている。   In addition, there are a plurality of pairs of column members 14 (four pairs in the floor slab replacement frame 10 as shown in FIGS. 1 to 4) arranged so as to face each other in a direction substantially perpendicular to the bridge axis. 100 are arranged so as to be substantially adjacent to each other in the bridge axis direction.

横梁部材１６は、その長手方向が橋梁１００の略橋軸直角方向に延びていて、門型のフレーム部１２の天井部材である梁部となっており、床版取替用フレーム１０の吊り上げ手段４０が吊上げる既設ＲＣ床版１０４および新設床版５０の荷重を支えて、柱部材１４にその荷重を伝達する役割を有する。また、横梁部材１６は、車両の通行を妨げない高さ位置（横梁部材１６の下方に配置される横梁連結部材２０および吊り上げ手段４０についても車両の通行を妨げることがないように十分に配慮した高さ位置）に配置されている。   The cross beam member 16 has a longitudinal direction extending in a direction substantially perpendicular to the bridge axis of the bridge 100, and serves as a beam portion serving as a ceiling member of the gate-shaped frame portion 12, and a means for lifting the floor slab replacement frame 10. 40 has a role of supporting the load of the existing RC floor slab 104 and the new floor slab 50 that are lifted, and transmitting the load to the column members 14. In addition, the cross beam member 16 is provided at a height position that does not impede the traffic of the vehicle (the cross beam connecting member 20 and the lifting means 40 disposed below the cross beam member 16 are also carefully considered so as not to impede the traffic of the vehicle. Height position).

また、横梁部材１６は複数（図１および図３に示すように、床版取替用フレーム１０においては６つ）あり、橋梁１００の略橋軸方向に隣り合うように配置されている。   Further, there are a plurality of cross members 16 (six in the floor slab replacement frame 10 as shown in FIGS. 1 and 3), and they are arranged so as to be substantially adjacent to the bridge 100 in the bridge axis direction.

ここで、複数対の柱部材１４のそれぞれの橋軸方向の位置と略一致する橋軸方向の位置に、複数の横梁部材１６のうちの少なくとも一部の横梁部材１６がそれぞれ配置されている（６つの横梁部材１６のうち、橋軸方向端部に位置する２つを除く４つの横梁部材１６は、複数対の柱部材１４のそれぞれの橋軸方向の位置と略一致する橋軸方向の位置にそれぞれ配置されている。）。このため、床版取替用フレーム１０においては、１対の柱部材１４とその位置に対応する横梁部材１６とを有して形成された門型のフレームが、橋梁１００の略橋軸方向に複数（４つ）配置されている。   Here, at least a part of the cross beam members 16 of the plurality of cross beam members 16 is disposed at a position in the bridge axis direction substantially corresponding to the position of each of the plurality of pairs of column members 14 in the bridge axis direction ( Of the six cross beam members 16, the four cross beam members 16 except for the two positioned at the bridge axis direction end portions are positioned in the bridge axis direction substantially corresponding to the respective bridge axis direction positions of the plurality of pairs of column members 14. Are arranged in each case.). For this reason, in the floor slab replacement frame 10, the gate-shaped frame formed having the pair of column members 14 and the cross beam members 16 corresponding to the positions thereof is formed in the substantially bridge axis direction of the bridge 100. A plurality (four) are arranged.

柱連結部材１８は、略橋軸方向に隣り合う柱部材１４の間を連結する部材であり、その長手方向が略橋軸方向となるように配置されて、柱部材１４と連結されている。床版取替用フレーム１０の柱連結部材１８は、柱部材１４のほぼ中央部で連結されるものと、柱部材１４の下端部で連結されるものとがある。   The column connecting member 18 is a member that connects between the column members 14 adjacent in the substantially bridge axis direction, and is disposed so that the longitudinal direction thereof is substantially in the bridge axis direction, and is connected to the column member 14. The column connecting members 18 of the floor slab replacement frame 10 include those connected at substantially the center of the column member 14 and those connected at the lower end of the column member 14.

横梁連結部材２０は、略橋軸方向に隣り合う横梁部材１６の間を連結する部材であり、その長手方向が略橋軸方向となるように、かつ、横梁部材１６の下方となるように配置されて、横梁部材１６と連結されている。また、横梁連結部材２０の下端部には吊り上げ手段４０が設けられている。また、横梁連結部材２０と横梁部材１６との詳細な連結機構については図示していないが、横梁連結部材２０は略橋軸直角方向に移動できるように横梁部材１６に連結されており、横梁連結部材２０が略橋軸直角方向に移動することにより吊り上げ手段４０の橋軸直角方向の位置を調整することができるようになっている。   The cross beam connecting member 20 is a member that connects between the cross beam members 16 that are substantially adjacent in the bridge axis direction, and is disposed so that the longitudinal direction thereof is substantially in the bridge axis direction and below the cross beam member 16. Then, it is connected to the cross beam member 16. A lifting means 40 is provided at the lower end of the cross beam connecting member 20. Although a detailed connection mechanism between the cross beam connecting member 20 and the cross beam member 16 is not shown, the cross beam connecting member 20 is connected to the cross beam member 16 so as to be movable in a direction substantially perpendicular to the bridge axis. By moving the member 20 substantially in the direction perpendicular to the bridge axis, the position of the lifting means 40 in the direction perpendicular to the bridge axis can be adjusted.

共通連結部材２２は、その長手方向が略橋軸方向となるように、かつ、フレーム部１２の門型の角部に配置される部材であり、柱部材１４の上端部および横梁部材１６の橋軸直角方向の端部と連結している。したがって、柱部材１４と横梁部材１６とは共通連結部材２２を介して間接に連結されていると言える。   The common connecting member 22 is a member arranged such that its longitudinal direction is substantially in the direction of the bridge axis and at the gate-shaped corner of the frame portion 12, and the upper end of the column member 14 and the bridge of the cross beam member 16. It is connected to the end perpendicular to the axis. Therefore, it can be said that the column member 14 and the cross beam member 16 are indirectly connected via the common connecting member 22.

方杖２４は、図１および図３に示すように、柱部材１４の上端部からやや下方の地点と横梁部材１６の橋軸直角方向の端部からやや中央寄りの地点を連結する斜材であり、柱部材１４と横梁部材１６との連結部位を補強する役割を有する。   As shown in FIGS. 1 and 3, the brace 24 is a diagonal member that connects a point slightly below the upper end of the column member 14 and a point slightly closer to the center from the end of the cross beam member 16 in the direction perpendicular to the bridge axis. In addition, it has a role of reinforcing a connecting portion between the column member 14 and the cross beam member 16.

斜材２６は、図１〜図４に示すように、柱部材１４の上端部、下端部、および中央部を斜めに連結する材であり、柱部材１４、柱連結部材１８、および共通連結部材２２で構成される鉛直面を補強する役割を有する。   As shown in FIGS. 1 to 4, the diagonal member 26 is a member that diagonally connects the upper end, the lower end, and the center of the column member 14, and includes the column member 14, the column connecting member 18, and the common connecting member. 22 has a role of reinforcing the vertical plane.

以上、フレーム部１２を構成する各部材（柱部材１４、横梁部材１６、柱連結部材１８、横梁連結部材２０、共通連結部材２２、方杖２４、斜材２６）について説明したが、それらの材質は特には限定されず、所定の性能を有する材料であれば用いることができる。ただし、性能やコスト等に鑑みると、鋼材を用いることが好ましい。フレーム部１２を構成する各部材（柱部材１４、横梁部材１６、柱連結部材１８、横梁連結部材２０、共通連結部材２２、方杖２４、斜材２６）に鋼材を用いる場合、所定の性能を有するのであれば鋼材の種類は特には限定されず、例えば、鋼板からビルドアップして作製した鋼材でも、既製品の形鋼でも、どちらも好適に用いることができる。また、それらの断面形状は、所定の性能を有するのであれば、特には限定されず、断面形状が、例えばＨ形、Ｉ形、みぞ形、長方形、正方形等の鋼材を用いることができる。また、フレーム部１２の部位によっては、線材や棒鋼等の使用も可能な場合もある。   As described above, each member (the column member 14, the horizontal beam member 16, the column connecting member 18, the horizontal beam connecting member 20, the common connecting member 22, the hook 24, and the diagonal member 26) constituting the frame portion 12 has been described. Is not particularly limited, and any material having predetermined performance can be used. However, in view of performance and cost, it is preferable to use a steel material. When a steel material is used for each of the members (the column member 14, the cross beam member 16, the column connection member 18, the cross beam connection member 20, the common connection member 22, the cane 24, and the diagonal member 26) constituting the frame portion 12, a predetermined performance is obtained. The type of the steel material is not particularly limited as long as it has, and for example, both a steel material produced by building up from a steel plate and an off-the-shelf shaped steel can be suitably used. The cross-sectional shape is not particularly limited as long as it has a predetermined performance, and a steel material having a cross-sectional shape of H, I, groove, rectangle, square, or the like can be used. Further, depending on the portion of the frame portion 12, a wire, a steel bar, or the like may be used.

なお、柱部材１４および横梁部材１６が、断面力を伝達するのに十分に直接または間接に連結されており、かつ、吊り上げ手段４０が吊り上げ対象物を吊り上げている状態において、フレーム部１２の全体の形状を保持できるのであれば、以上説明したフレーム部１２の構成（各部材の配置や方向等）に適宜改変を加えてもよい。また、方杖２４および斜材２６については、安全性の確認ができれば、削除してもよい。   In the state where the column member 14 and the cross beam member 16 are connected directly or indirectly enough to transmit the sectional force, and the lifting means 40 is lifting the object to be lifted, As long as the shape of the frame portion 12 can be maintained, the configuration of the frame portion 12 described above (arrangement and direction of each member) may be appropriately modified. Further, the brace 24 and the diagonal member 26 may be deleted if the safety can be confirmed.

次に、本発明の実施形態に係る床版取替工法で用いる床版取替用フレーム１０のフレーム部１２以外の構成要素である移動手段３０および吊り上げ手段４０について説明する。   Next, the moving unit 30 and the lifting unit 40 that are components other than the frame portion 12 of the floor slab replacement frame 10 used in the floor slab replacement method according to the embodiment of the present invention will be described.

移動手段３０は、ローラー３０Ａを備えていて、複数の柱部材１４のそれぞれの下端部に取り付けられており、床版取替用フレーム１０の全体を橋軸方向に移動させる役割を有する。   The moving means 30 includes a roller 30A and is attached to the lower end of each of the plurality of column members 14, and has a role of moving the entire slab replacement frame 10 in the bridge axis direction.

移動手段３０のローラー３０Ａは、上方が開口した断面コの字型のレール３４の内部に配置されており、レール３４の長手方向に脱線せずに移動できるようになっている。   The roller 30A of the moving means 30 is disposed inside a rail 34 having a U-shaped cross section with an open upper side, and can move without derailing in the longitudinal direction of the rail 34.

また、移動手段３０のローラー３０Ａは、図示せぬ動力源から動力を供給されることで、自ら回動して、床版取替用フレーム１０の全体を略橋軸方向に移動させることができるようになっている。したがって、床版取替用フレーム１０は自走式である。   In addition, the roller 30A of the moving means 30 can rotate by itself and move the entire floor slab replacement frame 10 substantially in the bridge axis direction by being supplied with power from a power source (not shown). It has become. Therefore, the floor slab replacement frame 10 is self-propelled.

橋梁１００の主桁１０２のウェブ１０２Ｂの外面側の面にはレール支持横桁３２が橋軸直角方向に取り付けられていて、レール支持横桁３２の先端部（主桁１０２のウェブ１０２Ｂの外面側の面に取り付けられている端部とは反対側の端部）は、橋梁１００の高欄１５０よりも十分に外側、即ち、橋梁１００の有効幅員よりも外側に十分に達しており、レール支持横桁３２の高欄１５０よりも外側の領域の上面には断面Ｈ形のレール補強部材３４Ａがその長手方向が略橋軸方向となるよう取り付けられており、さらにレール補強部材３４Ａの上面に断面コの字型のレール３４がその長手方向が略橋軸方向となるよう取り付けられており、レール３４の全体は、橋梁１００の高欄１５０よりも外側、即ち、橋梁１００の有効幅員よりも外側に配置されている。   On the outer surface of the web 102B of the main girder 102 of the bridge 100, a rail support cross girder 32 is attached in the direction perpendicular to the bridge axis, and the tip of the rail support girder 32 (the outer side of the web 102B of the main girder 102). The end opposite to the end attached to the surface of the bridge 100) is sufficiently outside the rail 150 of the bridge 100, that is, sufficiently outside the effective width of the bridge 100, and the rail support side A rail reinforcing member 34A having an H-shaped cross section is attached to the upper surface of a region outside the column 150 of the girder 32 so that the longitudinal direction thereof is substantially the bridge axis direction. The rail 34 is attached so that its longitudinal direction is substantially in the direction of the bridge axis, and the entire rail 34 is arranged outside the rail 150 of the bridge 100, that is, outside the effective width of the bridge 100. It is.

そして、前述したように、移動手段３０のローラー３０Ａが、上方が開口した断面コの字型のレール３４の内部に配置されており、レール３４の長手方向に脱線せずに移動できるようになっている。   Further, as described above, the roller 30A of the moving means 30 is disposed inside the U-shaped rail 34 having an open upper section, and can be moved without derailing in the longitudinal direction of the rail 34. ing.

レール３４の全体は、橋梁１００の高欄１５０よりも外側、即ち、橋梁１００の有効幅員よりも外側に配置されているので、断面コの字型のレール３４の内部に配置されていて、レール３４に沿って移動する移動手段３０も橋梁１００の有効幅員よりも外側に位置することになり、そのため、床版取替用フレーム１０の柱部材１４も、橋梁１００の高欄１５０よりも外側、即ち、橋梁１００の有効幅員よりも外側に位置することになる。したがって、橋梁１００を通行する車両２００は、門型のフレーム部１２の内部を支障なく通行することができる。   Since the entire rail 34 is arranged outside the rail 150 of the bridge 100, that is, outside the effective width of the bridge 100, it is arranged inside the rail 34 having a U-shaped cross section. The moving means 30 that moves along the outside of the bridge 100 will also be located outside the effective width of the bridge 100. Therefore, the column members 14 of the floor replacement frame 10 are also outside the rail 150 of the bridge 100, that is, It will be located outside the effective width of the bridge 100. Therefore, the vehicle 200 passing through the bridge 100 can pass through the inside of the gate-shaped frame portion 12 without any trouble.

また、移動手段３０を補助する移動補助手段３１をさらに設けてもよい（図２１参照）。図２１に記載の移動補助手段３１は、フレーム部１２の柱部材１４の内側（道路側）に取り付けられていて道路側に突出するように取り付けられたブラケット部材であり、道路側に突出した部位の下側にはローラー３１Ａが取り付けられている。移動補助手段３１のローラー３１Ａが高欄１５０の上面を高欄１５０の延びる方向（略橋軸方向）に移動できるようになっている。図２１から明らかなように、移動補助手段３１の全体は有効幅員よりも外側に位置して、橋梁１００を通行する車両２００の通行の妨げとならないように配置されている。   Further, a movement assisting means 31 for assisting the moving means 30 may be further provided (see FIG. 21). The movement assisting means 31 shown in FIG. 21 is a bracket member attached to the inner side (road side) of the column member 14 of the frame portion 12 and attached so as to protrude toward the road side. The roller 31A is attached to the lower side. The roller 31A of the movement assisting means 31 can move on the upper surface of the railing 150 in the direction in which the railing 150 extends (substantially the bridge axis direction). As is clear from FIG. 21, the entire movement assisting means 31 is located outside the effective width and is arranged so as not to hinder the passage of the vehicle 200 passing through the bridge 100.

吊り上げ手段４０は、横梁連結部材２０の下端部に設けられていて、橋梁１００の既設ＲＣ床版１０４および新設床版５０を吊り上げて上昇させるとともに所定の位置において下降させて所定の位置に載置させる役割を有する。吊り上げ手段４０は、吊り上げ対象物を吊り上げるためのフック４０Ａを備えており、かつ、図示せぬ動力源から動力を供給されることで、フック４０Ａを上下に移動させることができるようになっており、吊り上げ対象物の上昇と下降を行うことができるようになっている。また、吊り上げ手段４０は、図示せぬ動力源から動力を供給されることで、フック４０Ａを回動させることができるようになっており、フック４０Ａによって吊り上げられている吊り上げ対象物を回動させて吊り上げ対象物の向きを所定の向きに変更することができるようになっている。   The lifting means 40 is provided at the lower end of the cross beam connecting member 20 and lifts and raises the existing RC floor slab 104 and the new floor slab 50 of the bridge 100, and lowers it at a predetermined position to place it at a predetermined position. Has the role of letting. The lifting means 40 is provided with a hook 40A for lifting the object to be lifted, and can be moved up and down by being supplied with power from a power source (not shown). The lifting target can be raised and lowered. The lifting means 40 can rotate the hook 40A by being supplied with power from a power source (not shown). The lifting means 40 rotates the object to be lifted by the hook 40A. The direction of the object to be lifted can be changed to a predetermined direction.

吊り上げ手段４０が橋梁１００の既設ＲＣ床版１０４を吊り上げている状態で、床版取替用フレーム１０の全体を移動手段３０によって橋軸方向に移動させることで、図２に示すように、橋梁１００から切り出した既設ＲＣ床版１０４をトラック２０２に積み込むことができる。   In the state where the lifting means 40 is lifting the existing RC slab 104 of the bridge 100, the entire slab replacement frame 10 is moved in the direction of the bridge axis by the moving means 30, as shown in FIG. The existing RC floor slab 104 cut out from 100 can be loaded on the truck 202.

また、吊り上げ手段４０が新設床版５０を吊り上げている状態で、床版取替用フレーム１０の全体を移動手段３０によって橋軸方向に移動させることで、図４に示すように、新設床版５０を橋梁１００の所定の位置に架設することができる。   Further, by moving the entire floor slab replacement frame 10 in the bridge axis direction by the moving means 30 in a state where the lifting means 40 is lifting the new floor slab 50, as shown in FIG. 50 can be installed at a predetermined position of the bridge 100.

なお、前述したように、横梁連結部材２０は、略橋軸直角方向に移動できるように横梁部材１６に連結されているので、横梁連結部材２０に連結されている吊り上げ手段４０も、横梁連結部材２０の略橋軸直角方向への移動にともなって、略橋軸直角方向に移動できるようになっており、吊り上げ対象物の橋軸直角方向の位置を調整できるようになっている。   As described above, since the cross beam connecting member 20 is connected to the cross beam member 16 so as to be able to move in a direction substantially perpendicular to the bridge axis, the lifting means 40 connected to the cross beam connecting member 20 also includes the cross beam connecting member. The movement of the object 20 in the direction substantially perpendicular to the bridge axis enables the position of the object to be lifted in the direction perpendicular to the bridge axis to be adjusted.

（２）新設床版およびその連結方法
本発明の実施形態に係る床版取替工法では、橋梁１００の既設ＲＣ床版１０４を撤去し、かつ、その後に新設床版５０を橋梁１００に架設するが、本発明の実施形態に係る床版取替工法で用いるこの新設床版５０にも従来技術と比べて特徴的な点があるので説明する。 (2) New slab and method of connecting the slab In the slab replacement method according to the embodiment of the present invention, the existing RC slab 104 of the bridge 100 is removed, and then the new slab 50 is erected on the bridge 100. However, the newly-installed floor slab 50 used in the floor slab replacement method according to the embodiment of the present invention will be described because it has characteristic features as compared with the related art.

図５は新設床版５０の全体を示す斜視図であり、図６は新設床版５０の一部を拡大して示す斜視図である。図７は橋軸直角方向から見た新設床版５０の鉛直断面図である。図８は橋軸方向に隣り合う新設床版５０の橋軸直角方向から見た鉛直断面図であり、橋軸方向に隣り合う新設床版５０の連結状態を示している。図９は図８のＩＸ部の拡大図である。なお、図５および図６では、グースアスファルト５４の上面に設けられる仮舗装５８の記載は省略している。   FIG. 5 is a perspective view showing the entirety of the new floor slab 50, and FIG. 6 is an enlarged perspective view showing a part of the new floor slab 50. FIG. 7 is a vertical sectional view of the newly-installed floor slab 50 as viewed from a direction perpendicular to the bridge axis. FIG. 8 is a vertical cross-sectional view of the newly installed floor slabs 50 adjacent in the bridge axis direction as viewed from a direction perpendicular to the bridge axis, and shows a connection state of the newly installed slabs 50 adjacent in the bridge axis direction. FIG. 9 is an enlarged view of the IX section of FIG. 5 and 6, the illustration of the temporary pavement 58 provided on the upper surface of the goose asphalt 54 is omitted.

新設床版５０は、図７および図８に示すように、鋼床版５２の上面の全面にわたって、橋面舗装の基層となるグースアスファルト５４が工場施工で設けられており、さらにグースアスファルト５４の上面の全面にわたって仮舗装５８が工場施工で設けられている。グースアスファルト５４の厚さは５０ｍｍ程度で、仮舗装５８の厚さは３０ｍｍ程度である。   As shown in FIGS. 7 and 8, the new floor slab 50 is provided with a goose asphalt 54 serving as a base layer for bridge surface pavement by factory construction over the entire upper surface of the steel slab 52. A temporary pavement 58 is provided over the entire upper surface by factory construction. The thickness of the goose asphalt 54 is about 50 mm, and the thickness of the temporary pavement 58 is about 30 mm.

仮舗装５８は、本供用までの期間について一時的に使用する舗装であり、その一時的に使用する期間において舗装として要求される性能（例えば、表面のすべり抵抗性能、雨水の浸透性、平坦性等）を発揮することができる材料であれば特に材質は限定されない。   The temporary pavement 58 is a pavement that is temporarily used during the period up to the actual operation, and the performance required as a pavement during the temporary use period (for example, surface slip resistance performance, rainwater permeability, flatness). Etc.) is not particularly limited as long as it is a material capable of exhibiting the above-mentioned characteristics.

また、鋼床版５２の橋軸方向の端部には連結用のボルト５６が工場施工で設けられている。連結用のボルト５６は、橋軸方向に隣り合う鋼床版５２同士を連結させる際に用いる。新設床版５０の工場での作製時には、鋼床版５２の橋軸方向の端部にボルト５６を設けた後に、鋼床版５２の上面の全面にわたってグースアスファルト５４を設ける。ボルト５６は、鋼床版５２のデッキプレート５２Ａの橋軸方向の端部に設けられた貫通孔５２Ａ１（図９参照）に挿通されて、デッキプレート５２Ａの下面に取り付けられた薄肉ナット５６Ａによって固定されていて、ワンサイドボルトの機能を有している。薄肉ナット５６Ａは厚さ４ｍｍ程度の薄いナットである。   A connecting bolt 56 is provided at an end of the steel deck 52 in the bridge axis direction by factory construction. The connecting bolt 56 is used when connecting the steel decks 52 adjacent in the bridge axis direction. When the new slab 50 is manufactured in a factory, bolts 56 are provided at the ends of the steel slab 52 in the bridge axis direction, and then goose asphalt 54 is provided over the entire upper surface of the steel slab 52. The bolt 56 is inserted into a through hole 52A1 (see FIG. 9) provided at an end of the deck plate 52A of the steel deck 52 in the bridge axis direction, and is fixed by a thin nut 56A attached to the lower surface of the deck plate 52A. It has the function of a one-side bolt. The thin nut 56A is a thin nut having a thickness of about 4 mm.

さらに、図５に示すように、鋼床版５２の橋軸直角方向の一端部（新設床版５０を橋梁に架設した際の当該橋梁の橋軸直角方向の一端部）には鋼製壁高欄６０が工場施工で設けられている。   Further, as shown in FIG. 5, one end of the steel slab 52 in the direction perpendicular to the bridge axis (one end of the new slab 50 in the direction perpendicular to the bridge axis when the new slab 50 is installed on the bridge) is provided with a steel wall railing. 60 is provided by factory construction.

以上説明したように、新設床版５０においては、グースアスファルト５４、連結用のボルト５６、仮舗装５８および鋼製壁高欄６０が工場施工ですでに設けられているので、橋梁１００の所定の位置に新設床版５０を架設した後、現場において舗装や壁高欄を設ける作業は不要であり、新設床版５０の架設作業開始から仮供用開始までに要する現場での作業時間を３時間程度の短時間に収めることができる。このため、新設床版５０を用いる本実施形態に係る床版取替工法においては、既設ＲＣ床版１０４の撤去のための作業開始から、新設床版５０の架設をして仮供用開始までに要する時間は７時間程度（橋軸方向に９ｍ程度の作業の場合）であり、夜間のみの１車線通行規制で施工を進めることができる。   As described above, in the new floor slab 50, since the goose asphalt 54, the connecting bolt 56, the temporary pavement 58, and the steel wall rail 60 have already been provided by the factory construction, a predetermined position of the bridge 100 has been provided. After the new floor slab 50 is erected, it is not necessary to provide a pavement or a wall section on the site, and the work time required at the site from the start of the erection work of the new slab 50 to the start of the temporary operation is reduced to about 3 hours. You can stay in time. For this reason, in the slab replacement method according to the present embodiment using the new slab 50, from the start of the work for removing the existing RC slab 104 to the erection of the new slab 50 and the start of temporary operation. The time required is about 7 hours (in the case of work of about 9 m in the bridge axis direction), and the construction can proceed with one lane traffic regulation only at night.

次に、橋梁１００の主桁１０２と新設床版５０との連結構造について説明する。   Next, a connection structure between the main girder 102 of the bridge 100 and the newly installed slab 50 will be described.

図１０は、橋梁１００の主桁１０２と新設床版５０との連結部を拡大して示す橋軸方向から見た鉛直断面図であり、図１１は、橋梁１００の主桁１０２と新設床版５０との連結部を拡大して示す橋軸直角方向から見た鉛直断面図（図１０のＸＩ−ＸＩ線断面図）であり、図１２は、新設床版５０の橋軸方向の端部を拡大して示す斜視図である。なお、図１０〜図１２においては、グースアスファルト５４および仮舗装５８の記載は省略している。また、図１１においては、図１８等に示す仮固定用ボルト１１７およびボルト１１８の記載は省略している。   FIG. 10 is a vertical cross-sectional view showing a connection portion between the main girder 102 of the bridge 100 and the newly installed slab 50 as viewed from the bridge axis direction, and FIG. FIG. 12 is a vertical cross-sectional view (a cross-sectional view taken along the line XI-XI in FIG. 10) as viewed in a direction perpendicular to the bridge axis, showing an enlarged view of a connecting portion with the bridge 50. FIG. It is a perspective view which expands and shows. 10 to 12, illustration of the goose asphalt 54 and the temporary pavement 58 is omitted. Also, in FIG. 11, the illustration of the temporary fixing bolt 117 and the bolt 118 shown in FIG. 18 and the like is omitted.

図５、図６、図１０〜図１２に示すように、新設床版５０に用いる鋼床版５２は、デッキプレート５２Ａと、複数の縦リブ５２Ｂと、２つの横リブ５２Ｃとを有してなり、デッキプレート５２Ａの下面に複数の縦リブ５２Ｂおよび２つの横リブ５２Ｃが溶接されて連結されている。新設床版５０が橋梁１００に設置された状態において、縦リブ５２Ｂはその長手方向が橋軸方向になり、横リブ５２Ｃはその長手方向が橋軸直角方向になる。なお、安全性が確認できれば、鋼床版５２における縦リブ５２Ｂおよび横リブ５２Ｃの数は適宜に変更してもよい。   As shown in FIGS. 5, 6, and 10 to 12, the steel slab 52 used for the new slab 50 has a deck plate 52 </ b> A, a plurality of vertical ribs 52 </ b> B, and two horizontal ribs 52 </ b> C. A plurality of vertical ribs 52B and two horizontal ribs 52C are welded and connected to the lower surface of the deck plate 52A. When the new floor slab 50 is installed on the bridge 100, the longitudinal direction of the longitudinal rib 52B is the bridge axis direction, and the longitudinal direction of the horizontal rib 52C is the direction perpendicular to the bridge axis. If the safety can be confirmed, the numbers of the vertical ribs 52B and the horizontal ribs 52C in the steel deck 52 may be appropriately changed.

鋼床版５２の複数の縦リブ５２Ｂのうち、主桁１０２の上方に配置される縦リブ５２Ｂは、図１０に示すように、その両側を２つのＬ型連結部材（先付Ｌ型連結部材１１０および後付Ｌ型連結部材１２０）のそれぞれの一方の板状部１１２、１２２によって挟まれて、ボルト１１８およびナット１１８Ａによって連結固定されている。   Among the plurality of vertical ribs 52B of the steel slab 52, the vertical rib 52B disposed above the main girder 102 has two L-shaped connecting members (tip L-shaped connecting members) on both sides as shown in FIG. 110 and the rear L-shaped connecting member 120) are sandwiched between the plate portions 112 and 122, respectively, and connected and fixed by bolts 118 and nuts 118A.

先付Ｌ型連結部材１１０は鋼製であって、２つの板状部（一方の板状部１１２および他方の板状部１１４）を備えており、等辺山形鋼や不等辺山形鋼を先付Ｌ型連結部材１１０として用いることができる。また、後付Ｌ型連結部材１２０は鋼製であって、２つの板状部（一方の板状部１２２および他方の板状部１２４）を備えており、等辺山形鋼や不等辺山形鋼を後付Ｌ型連結部材１２０として用いることができる。   The leading L-shaped connecting member 110 is made of steel and has two plate-like portions (one plate-like portion 112 and the other plate-like portion 114). It can be used as the L-shaped connecting member 110. The retrofit L-shaped connecting member 120 is made of steel and has two plate-shaped portions (one plate-shaped portion 122 and the other plate-shaped portion 124). It can be used as the retrofit L-shaped connecting member 120.

新設床版５０の複数の縦リブ５２Ｂのうち、主桁１０２の上方に配置される縦リブ５２Ｂにおいては、その長手方向に所定以上の距離を隔てて、２つの長孔５２Ｂ１（図１１および図１２参照）が設けられており、長孔５２Ｂ１は縦リブ５２Ｂの長手方向の両端部付近に１つずつ設けられている。長孔５２Ｂ１は水平方向よりも上下方向に径が長くなっており、新設床版５０の位置が若干上下方向にずれても、新設床版５０を主桁１０２に仮固定する際に上下方向の位置ずれを長孔５２Ｂ１で吸収することができるようになっている。   Of the plurality of vertical ribs 52B of the new floor slab 50, in the vertical rib 52B arranged above the main girder 102, two long holes 52B1 (see FIG. 11 and FIG. 12), and one long hole 52B1 is provided near each longitudinal end of the longitudinal rib 52B. The long hole 52B1 has a diameter that is longer in the vertical direction than in the horizontal direction. Even if the position of the new floor slab 50 is slightly shifted in the vertical direction, when the new floor slab 50 is temporarily fixed to the main girder 102, The misalignment can be absorbed by the long hole 52B1.

なお、長孔５２Ｂ１を設ける位置は、必ずしも縦リブ５２Ｂの長手方向の両端部付近でなくてもよく、２つの長孔５２Ｂ１が縦リブ５２Ｂの長手方向に所定以上の距離（新設床版５０を主桁１０２に安定的に仮固定するのに十分な距離）を隔てていればよい。また、長孔５２Ｂ１の数は２つに限定されるわけではなく、３つ以上であってもよい。   The position where the long hole 52B1 is provided does not necessarily need to be near the both ends in the longitudinal direction of the vertical rib 52B, and the two long holes 52B1 are separated by a predetermined distance or more in the longitudinal direction of the vertical rib 52B (when the new floor slab 50 is installed). A sufficient distance for stable temporary fixing to the main girder 102) is sufficient. The number of the long holes 52B1 is not limited to two, and may be three or more.

図１３は先付Ｌ型連結部材１１０が主桁１０２に取り付けられた状態を示す斜視図であり、図１４は後付Ｌ型連結部材１２０を示す斜視図である。   FIG. 13 is a perspective view showing a state in which the leading L-shaped connecting member 110 is attached to the main girder 102, and FIG. 14 is a perspective view showing the rear attached L-shaped connecting member 120.

図１３に示すように、主桁１０２の上方に配置される縦リブ５２Ｂを挟み込む２つのＬ型連結部材のうちの一方である先付Ｌ型連結部材１１０は、縦リブ５２Ｂの２つの長孔５２Ｂ１の位置にそれぞれ対応する２つの円形の仮固定用貫通孔１１２Ａを一方の板状部１１２に備えている。   As shown in FIG. 13, one of the two L-shaped connecting members 110 sandwiching the vertical rib 52B disposed above the main girder 102 has a leading L-shaped connecting member 110 that has two long holes in the vertical rib 52B. One plate-shaped portion 112 is provided with two circular provisional fixing through holes 112A corresponding to the positions of 52B1, respectively.

また、図１４に示すように、主桁１０２の上方に配置される縦リブ５２Ｂを挟み込む２つのＬ型連結部材のうちの他方である後付Ｌ型連結部材１２０は、縦リブ５２Ｂの２つの長孔５２Ｂ１の位置にそれぞれ対応する２つの円形の大径貫通孔１２２Ａを一方の板状部１２２に備えている。   Further, as shown in FIG. 14, the rear L-shaped connecting member 120, which is the other of the two L-shaped connecting members sandwiching the vertical rib 52B disposed above the main girder 102, has two of the vertical ribs 52B. Two plate-shaped large-diameter through holes 122A corresponding to the positions of the long holes 52B1, respectively, are provided in one plate-like portion 122.

先付Ｌ型連結部材１１０に備えられた円形の仮固定用貫通孔１１２Ａの径の大きさは、後付Ｌ型連結部材１２０に備えられた円形の大径貫通孔１２２Ａの径の大きさよりも小さく、仮固定用ボルト１１７の軸部は挿通できるが該仮固定用ボルト１１７の頭部および仮固定用のナット１１７Ａは挿通できない大きさであり、後付Ｌ型連結部材１２０に備えられた円形の大径貫通孔１２２Ａの径の大きさは、仮固定用ボルト１１７の頭部および仮固定用のナット１１７Ａも挿通できる大きさである。   The diameter of the circular temporary fixing through-hole 112A provided in the leading L-shaped connecting member 110 is larger than the diameter of the large circular through-hole 122A provided in the retrofit L-shaped connecting member 120. It is small enough that the shaft of the temporary fixing bolt 117 can be inserted, but the head of the temporary fixing bolt 117 and the temporary fixing nut 117A cannot be inserted. The size of the diameter of the large-diameter through-hole 122A is such that the head of the temporary fixing bolt 117 and the temporary fixing nut 117A can be inserted.

また、縦リブ５２Ｂの２つの長孔５２Ｂ１は現場搬入前に工場施工で設けられており、先付Ｌ型連結部材１１０の２つの円形の仮固定用貫通孔１１２Ａは現場搬入前に工場施工で設けられており、また、後付Ｌ型連結部材１２０の２つの円形の大径貫通孔１２２Ａは現場搬入前に工場施工で設けられている。   In addition, the two long holes 52B1 of the vertical rib 52B are provided in the factory before loading into the site, and the two circular temporary fixing through-holes 112A of the L-shaped connecting member 110 are factory-installed before loading into the site. Also, two circular large-diameter through-holes 122A of the retrofit L-shaped connecting member 120 are provided by a factory before being carried into the site.

次に、新設床版５０を主桁１０２に連結する手順について説明するが、説明に用いる図１６および図１８においては、グースアスファルト５４および仮舗装５８の記載は省略している。   Next, a procedure for connecting the new floor slab 50 to the main girder 102 will be described. In FIGS. 16 and 18 used for the description, the goose asphalt 54 and the temporary pavement 58 are omitted.

図１３に示すように、まず先付Ｌ型連結部材１１０を主桁１０２の上フランジ１０２Ａに取り付ける。具体的には、先付Ｌ型連結部材１１０の他方の板状部１１４を、ボルト１１６およびナット１１６Ａ（図１０および図１１参照）により、主桁１０２の上フランジ１０２Ａに取り付ける。図１３に示す状態は、新設床版５０がまだ主桁１０２に取り付けられる前の状態であり、先付Ｌ型連結部材１１０のみが、ボルト１１６およびナット１１６Ａにより、主桁１０２の上フランジ１０２Ａに取り付けられた状態である。   As shown in FIG. 13, first, the leading L-shaped connecting member 110 is attached to the upper flange 102A of the main girder 102. Specifically, the other plate-like portion 114 of the leading L-shaped connecting member 110 is attached to the upper flange 102A of the main girder 102 with the bolt 116 and the nut 116A (see FIGS. 10 and 11). The state shown in FIG. 13 is a state before the new floor slab 50 is attached to the main girder 102 yet, and only the leading L-shaped connecting member 110 is attached to the upper flange 102A of the main girder 102 by the bolt 116 and the nut 116A. It is in the attached state.

次に、図１５（新設床版５０が先付Ｌ型連結部材１１０を介して主桁１０２に仮固定された状態を、先付Ｌ型連結部材１１０とは反対側の斜め上方から見た斜視図）および図１６（新設床版５０が先付Ｌ型連結部材１１０を介して主桁１０２に仮固定された状態を、先付Ｌ型連結部材１１０の側の斜め上方から見た斜視図）に示すように、先付Ｌ型連結部材１１０の一方の板状部１１２の２つの仮固定用貫通孔１１２Ａの位置に、新設床版５０の縦リブ５２Ｂの２つの長孔５２Ｂ１の位置を合わせるとともに、新設床版５０の高さ位置も適切に調整した上で、２箇所の仮固定用貫通孔１１２Ａおよび長孔５２Ｂ１に仮固定用ボルト１１７をそれぞれ挿通させて、ナット１１７Ａでそれぞれ締結する。これにより、新設床版５０は先付Ｌ型連結部材１１０を介して主桁１０２に仮固定される。   Next, FIG. 15 (a perspective view of a state where the new floor slab 50 is temporarily fixed to the main girder 102 via the leading L-shaped connecting member 110 as viewed from obliquely above the opposite side to the leading L-shaped connecting member 110. FIG. 16 and FIG. 16 (a perspective view of the state where the new floor slab 50 is temporarily fixed to the main girder 102 via the leading L-shaped connecting member 110 as viewed from obliquely above the leading L-shaped connecting member 110). As shown in (2), the positions of the two long holes 52B1 of the vertical ribs 52B of the new floor slab 50 are aligned with the positions of the two temporary fixing through-holes 112A of the one plate-shaped portion 112 of the leading L-shaped connecting member 110. At the same time, after appropriately adjusting the height position of the new floor slab 50, the temporary fixing bolts 117 are inserted into the two temporary fixing through holes 112A and the long holes 52B1, respectively, and fastened with the nuts 117A. Thus, the new floor slab 50 is temporarily fixed to the main girder 102 via the leading L-shaped connecting member 110.

次に、２箇所の仮固定用ボルト１１７およびナット１１７Ａの位置に、後付Ｌ型連結部材１２０の一方の板状部１２２の２つの大径貫通孔１２２Ａの位置をそれぞれ合わせて後付Ｌ型連結部材１２０を配置し、図１７に示すように、仮固定用ボルト１１７の軸部およびナット１１７Ａが大径貫通孔１２２Ａの中に配置されるようにする。そして、その後、後付Ｌ型連結部材１２０の他方の板状部１２４を、図１７に示すように、ボルト１１６およびナット１１６Ａにより、主桁１０２の上フランジ１０２Ａに締結する。後付Ｌ型連結部材１２０の他方の板状部１２４および主桁１０２の上フランジ１０２Ａには、ボルト１１６の軸部が挿通できる図示せぬ貫通孔が設けられており、該貫通孔を挿通させたボルト１１６をナット１１６Ａで固定することにより、後付Ｌ型連結部材１２０の他方の板状部１２４を主桁１０２の上フランジ１０２Ａの上面に連結固定する。なお、図１７においては、ボルト１１６の部位のうち、主桁１０２の上フランジ１０２Ａおよび後付Ｌ型連結部材１２０の他方の板状部１２４に隠れて目視できない部位も実線で描いている。   Next, the positions of the two large-diameter through-holes 122A of the one plate-shaped portion 122 of the retrofit L-shaped connecting member 120 are respectively adjusted to the positions of the two temporary fixing bolts 117 and the nuts 117A, so that the retrofit L-form is used. The connecting member 120 is arranged so that the shaft portion of the temporary fixing bolt 117 and the nut 117A are arranged in the large-diameter through hole 122A as shown in FIG. Then, the other plate-shaped portion 124 of the retrofit L-shaped connecting member 120 is fastened to the upper flange 102A of the main girder 102 by bolts 116 and nuts 116A as shown in FIG. The other plate-like portion 124 of the retrofitted L-shaped connecting member 120 and the upper flange 102A of the main girder 102 are provided with through holes (not shown) through which the shaft portions of the bolts 116 can be inserted. By fixing the bolt 116 with the nut 116 </ b> A, the other plate portion 124 of the retrofit L-shaped connecting member 120 is connected and fixed to the upper surface of the upper flange 102 </ b> A of the main girder 102. In FIG. 17, the portion of the bolt 116 that is hidden by the upper flange 102 </ b> A of the main girder 102 and the other plate-like portion 124 of the rear L-shaped connecting member 120 is also drawn by a solid line.

先付Ｌ型連結部材１１０の一方の板状部１１２および後付Ｌ型連結部材１２０の一方の板状部１２２によって新設床版５０の縦リブ５２Ｂが挟み込まれて仮固定された図１７の状態において、先付Ｌ型連結部材１１０の一方の板状部１１２、新設床版５０の縦リブ５２Ｂ、および後付Ｌ型連結部材１２０の一方の板状部１２２を、長手方向（橋軸方向）に所定の間隔となるような位置について現地削孔して、ボルト接合するための貫通孔を設ける。設けた貫通孔にボルト１１８の軸部を挿通して、ボルト１１８およびナット１１８Ａ（図１０参照）により、先付Ｌ型連結部材１１０の一方の板状部１１２、新設床版５０の縦リブ５２Ｂ、および後付Ｌ型連結部材１２０の一方の板状部１２２をボルト接合する。これにより、図１８に示すように、先付Ｌ型連結部材１１０の一方の板状部１１２および後付Ｌ型連結部材１２０の一方の板状部１２２によって新設床版５０の縦リブ５２Ｂが挟み込まれた状態で固定され、新設床版５０は主桁１０２に連結される。   The state shown in FIG. 17 in which the vertical rib 52B of the new floor slab 50 is temporarily fixed by being sandwiched between the one plate-shaped portion 112 of the leading L-shaped connecting member 110 and the one plate-shaped portion 122 of the rear L-shaped connecting member 120. , The one plate-shaped portion 112 of the leading L-shaped connecting member 110, the vertical rib 52B of the new floor slab 50, and the one plate-shaped portion 122 of the retrofitted L-shaped connecting member 120 are moved in the longitudinal direction (bridge axis direction). A hole is drilled on site at a predetermined interval to provide a through hole for bolt connection. The shaft portion of the bolt 118 is inserted into the provided through hole, and one of the plate-like portions 112 of the leading L-shaped connecting member 110 and the vertical rib 52B of the new floor slab 50 are fixed by the bolt 118 and the nut 118A (see FIG. 10). , And one plate-shaped portion 122 of the rear L-shaped connecting member 120 is bolted. Thereby, as shown in FIG. 18, the vertical rib 52 </ b> B of the new floor slab 50 is sandwiched between the one plate-shaped portion 112 of the leading L-shaped connecting member 110 and the one plate-shaped portion 122 of the retrofitted L-shaped connecting member 120. The new floor slab 50 is connected to the main girder 102.

なお、前述したように、図１１においては、仮固定用ボルト１１７およびボルト１１８の記載は省略しているが、図１１に示す貫通孔１１２Ｂは、現地削孔されて先付Ｌ型連結部材１１０の一方の板状部１１２に設けられた貫通孔である。現地削孔されて新設床版５０の縦リブ５２Ｂおよび後付Ｌ型連結部材１２０の一方の板状部１２２に設けられた貫通孔については図示を省略する。   As described above, the temporary fixing bolt 117 and the bolt 118 are not shown in FIG. 11, but the through hole 112B shown in FIG. Is a through hole provided in one of the plate portions 112. The illustration of the through holes formed in the vertical ribs 52B of the newly installed floor slab 50 and the one plate-like portion 122 of the retrofit L-shaped connecting member 120 after being drilled on site is omitted.

図１７に示す仮固定の状態で現地削孔して、ボルト１１８の軸部を挿通させる貫通孔を、先付Ｌ型連結部材１１０の一方の板状部１１２、新設床版５０の縦リブ５２Ｂ、および後付Ｌ型連結部材１２０の一方の板状部１２２に設けているので、これらの部材に設けられた貫通孔は、位置が正確に一致している。このため、新設床版５０と主桁１０２との連結固定を、位置ずれをほとんどさせることなく実現することができる。   In the temporarily fixed state shown in FIG. 17, a hole is drilled in the field, and the through hole for inserting the shaft of the bolt 118 is inserted into the one plate-shaped portion 112 of the L-shaped connecting member 110 and the vertical rib 52B of the newly installed floor slab 50. , And one of the plate-like portions 122 of the retrofit L-shaped connecting member 120, the positions of the through holes provided in these members are exactly the same. For this reason, the connection fixation between the newly installed floor slab 50 and the main girder 102 can be realized with little displacement.

以上のように、主桁１０２の上方に配置される縦リブ５２Ｂの両側が、先付Ｌ型連結部材１１０の一方の板状部１１２および後付Ｌ型連結部材１２０の一方の板状部１２２によって挟み込まれた状態に連結固定されて、図１８に示すように、新設床版５０は主桁１０２に連結される。   As described above, both sides of the vertical rib 52 </ b> B disposed above the main girder 102 are provided with one plate-shaped portion 112 of the leading L-shaped connecting member 110 and one plate-shaped portion 122 of the retrofit L-shaped connecting member 120. The new floor slab 50 is connected to the main girder 102 as shown in FIG.

また、新設床版５０を主桁１０２の上フランジ１０２Ａに連結する際に用いる部材は、先付Ｌ型連結部材１１０、後付Ｌ型連結部材１２０、ボルト１１６、１１８、仮固定用ボルト１１７、およびナット１１６Ａ、１１７Ａ、１１８Ａであり、いずれも鋼製である。   The members used for connecting the new floor slab 50 to the upper flange 102A of the main girder 102 include an L-shaped connecting member 110, a L-shaped connecting member 120, bolts 116 and 118, bolts 117 for temporary fixing, And nuts 116A, 117A and 118A, all of which are made of steel.

なお、既設ＲＣ床版１０４の部位のうち、主桁１０２の上フランジ１０２Ａの上面に配置されている部位は、スタッドジベルやアンカー筋等のずれ止めで主桁１０２の上フランジ１０２Ａと強固に連結しているので、新設床版５０を主桁１０２の上フランジ１０２Ａに連結する作業を行う前に、必要に応じてコンクリートブレーカー等を用いて、主桁１０２の上フランジ１０２Ａの上面に配置されているコンクリートを取り除いておく。また、上フランジ１０２Ａの上面に残るスタッドジベルやアンカー筋等のずれ止めはガス切断器等で切断して、新設床版５０を主桁１０２の上フランジ１０２Ａに連結する前に、主桁１０２の上フランジ１０２Ａの上面を平らにしておく。   The part of the existing RC floor slab 104, which is arranged on the upper surface of the upper flange 102A of the main girder 102, is firmly connected to the upper flange 102A of the main girder 102 with a stud dowel, an anchor bar, or the like. Before connecting the new floor slab 50 to the upper flange 102A of the main girder 102, the new girder 50 is placed on the upper surface of the upper flange 102A of the main girder 102 using a concrete breaker or the like as necessary. Remove any concrete that may be present. Also, the stud dowels and anchor streaks remaining on the upper surface of the upper flange 102A are cut by a gas cutter or the like, and before the new floor slab 50 is connected to the upper flange 102A of the main girder 102, the main girder 102 The upper surface of the upper flange 102A is kept flat.

次に、橋梁１００に架設されて橋軸方向に隣り合う新設床版５０同士の間の連結について説明する。   Next, the connection between the newly installed floor slabs 50 laid on the bridge 100 and adjacent in the bridge axis direction will be described.

本発明の実施形態に係る床版取替工法では、１回の夜間作業で、橋軸方向の長さ９ｍ程度にわたって既設ＲＣ床版１０４を撤去し、かつ、橋軸方向の長さ３ｍ程度の新設床版５０を橋軸方向に３つ架設することを想定しているが、橋軸方向に隣り合う新設床版５０の鋼床版５２同士は、図７〜図９に示すように、工場施工ですでに取り付けられている、薄肉ナット５６Ａによって固定されたワンサイドボルトの機能を有する連結用のボルト５６に連結板７６の貫通孔７６Ａを挿通させて、ナット５６Ｂによって固定することで、連結板７６を介して連結する。なお、デッキプレート５２Ａの下面と連結板７６の上面との間には、薄肉ナット５６Ａよりも厚さの厚いフィラープレート７７を配置する。フィラープレート７７には貫通孔７７Ａ（図９参照）が設けられており、該貫通孔７７Ａの中に薄肉ナット５６Ａが位置するようにフィラープレート７７をデッキプレート５２Ａの下面に配置することで、薄肉ナット５６Ａが連結板７６と干渉しないようにすることができる。   In the floor slab replacement method according to the embodiment of the present invention, the existing RC slab 104 is removed over a length of about 9 m in the bridge axis direction and a length of about 3 m in the bridge axis direction in one night work. It is assumed that three new slabs 50 are erected in the bridge axis direction. However, the steel slabs 52 of the new slabs 50 adjacent to each other in the bridge axis direction are connected to the factory as shown in FIGS. The through-hole 76A of the connecting plate 76 is inserted into the connecting bolt 56 having the function of a one-side bolt fixed by the thin nut 56A, which has already been installed, and is fixed by the nut 56B. They are connected via a plate 76. A filler plate 77 thicker than the thin nut 56A is disposed between the lower surface of the deck plate 52A and the upper surface of the connecting plate 76. The filler plate 77 is provided with a through-hole 77A (see FIG. 9), and the filler plate 77 is disposed on the lower surface of the deck plate 52A so that the thin nut 56A is located in the through-hole 77A. The nut 56A can be prevented from interfering with the connecting plate 76.

薄肉ナット５６Ａの厚さが薄いため、フィラープレート７７の厚さも薄くでき、その結果、母材の芯ずれによる連結部の偏心曲げを生じさせない連結構造とすることができる。   Since the thickness of the thin nut 56A is small, the thickness of the filler plate 77 can also be reduced, and as a result, a connection structure that does not cause eccentric bending of the connection portion due to misalignment of the base material can be achieved.

また、橋軸方向に隣り合う新設床版５０同士の間および橋軸方向に隣り合う新設床版５０と既設ＲＣ床版１０４との間には、２０ｍｍ程度の間隔７８が開けられているが、この間隔７８には間詰め材８０を充填して間隔７８を埋める。間詰め材８０としては、例えば塗膜系防水材料を用いることができる。   Further, a gap 78 of about 20 mm is provided between the newly installed slabs 50 adjacent in the bridge axis direction and between the newly installed slab 50 adjacent to the bridge axis direction and the existing RC slab 104. The space 78 is filled with a filling material 80 to fill the space 78. As the filling material 80, for example, a coating film-based waterproof material can be used.

以上の作業を行うことで、新設床版５０の仮供用を開始することが可能な状態となる。   By performing the above operation, the new floor slab 50 is ready for temporary service.

仮供用から本供用に移行する際には、図１９で示す削り取り部５９のように、新設床版５０の仮舗装５８および仮舗装５８と同一高さレベルにある間詰め材８０を削り取り、図２０に示すように、本舗装８２をグースアスファルト５４およびグースアスファルト５４と同一高さレベルにある間詰め材８０の上面の全面にわたって敷設する。なお、グースアスファルト５４およびグースアスファルト５４と同一高さレベルにある間詰め材８０は削り取らず、本供用に際しても継続使用する。   At the time of transition from the temporary service to the actual service, as shown in a shaved portion 59 shown in FIG. 19, the temporary pavement 58 of the new floor slab 50 and the filling material 80 at the same height level as the temporary pavement 58 are scraped off. As shown at 20, the main pavement 82 is laid over the entire surface of the goose asphalt 54 and the filling material 80 at the same height level as the goose asphalt 54. It should be noted that the goose asphalt 54 and the filling material 80 at the same height level as the goose asphalt 54 are not scraped off and are continuously used in the actual operation.

（３）床版取替工法
本発明の実施形態に係る床版取替工法については、ここまでに用いた図面に加えて、工程ごとの状況を模式的に示す図２１〜図３１も参照しつつ説明する。なお、片側２車線の橋梁１００に本発明の実施形態に係る床版取替工法を適用した場合について説明するが、左側車線（Ｉ期施工帯）の床版の取り替えを先に行い、続いて右側車線（ＩＩ期施工帯）の床版の取り替えを行うものとする。 (3) Floor slab replacement method Regarding the slab replacement method according to the embodiment of the present invention, in addition to the drawings used so far, also refer to FIGS. 21 to 31 which schematically show the status of each process. I will explain it. In addition, although the case where the floor slab replacement method according to the embodiment of the present invention is applied to the bridge 100 having two lanes on one side will be described, the floor slab of the left lane (I-stage construction zone) is replaced first, and then The floor slab in the right lane (phase II construction zone) will be replaced.

図２１は、本実施形態に係る床版取替工法を実施する前の先行作業の終了後の状態を模式的に示す橋軸方向から見た鉛直断面図であり、紙面手前側が車両の進行方向である。   FIG. 21 is a vertical cross-sectional view schematically showing the state after the preceding work before the floor slab replacement method according to the present embodiment is performed, as viewed from the bridge axis direction. It is.

図２２〜図３１は、本発明の実施形態に係る床版取替工法の各工程の状況を模式的に示す説明図である。   FIG. 22 to FIG. 31 are explanatory views schematically showing the status of each step of the floor slab replacement method according to the embodiment of the present invention.

（３−１）先行作業
本発明の実施形態に係る床版取替工法を実施する前の準備として必要な先行作業について簡単に説明する。 (3-1) Preliminary work The preparatory work necessary as preparation before executing the floor slab replacement method according to the embodiment of the present invention will be briefly described.

先行作業としては、次のような作業がある。   The preceding work includes the following work.

ａ）施工に必要な幅員を確保するため、地覆の道路側の端部をコンクリートカッターで切断して撤去する。施工に必要な幅員が当初から確保できている場合はこの作業は不要である。 a) To secure the width required for construction, the roadside end of the ground cover is cut off with a concrete cutter and removed. This work is not necessary if the necessary width for construction can be secured from the beginning.

ｂ）撤去する既設ＲＣ床版１０４の橋軸直角方向の端部に遮音壁やノイズレデューサーがある場合には、それらを撤去する。例えば、既設ＲＣ床版１０４上に据え付けた橋梁点検車を用いて、遮音壁やノイズレデューサーの撤去作業を行うことができる。 b) If there is a sound insulation wall or noise reducer at the end of the existing RC floor slab 104 perpendicular to the bridge axis, remove it. For example, using a bridge inspection vehicle installed on the existing RC slab 104, the work of removing the sound insulation wall and the noise reducer can be performed.

ｃ）床版取替用フレーム１０を設置するために必要な、レール支持横桁３２および補強横桁３２Ａ（図２１参照）を設置する。例えば、既設ＲＣ床版１０４上に据え付けた橋梁点検車を用いて、レール支持横桁３２および補強横桁３２Ａの設置作業を行うことができる。 c) Install the rail support horizontal beam 32 and the reinforcing horizontal beam 32A (see FIG. 21) necessary for installing the floor slab replacement frame 10. For example, using a bridge inspection vehicle installed on the existing RC floor slab 104, the work of installing the rail support cross beams 32 and the reinforcing cross beams 32A can be performed.

レール支持横桁３２の一端部（主桁１０２側の端部）には図示せぬフランジが鉛直方向に設けられており、該フランジをボルト接合により主桁１０２のウェブ１０２Ｂに固定し、レール支持横桁３２を主桁１０２のウェブ１０２Ｂに連結する。   A flange (not shown) is provided in a vertical direction at one end (end on the main girder 102 side) of the rail support horizontal girder 32, and the flange is fixed to the web 102 </ b> B of the main girder 102 by bolting, and the rail is supported. The cross beam 32 is connected to the web 102B of the main beam 102.

レール支持横桁３２を仮想的に延長した位置に対応する主桁１０２間の位置には補強横桁３２Ａを設けて、隣り合う主桁１０２のウェブ１０２Ｂの間を連結する。補強横桁３２Ａは、レール支持横桁３２が床版取替用フレーム１０から下向きの荷重を受けた際に、主桁１０２のウェブ１０２Ｂの座屈を防止する控え材の役割を有する。   Reinforcing horizontal beams 32A are provided at positions between the main beams 102 corresponding to positions where the rail supporting horizontal beams 32 are virtually extended, and the webs 102B of the adjacent main beams 102 are connected. The reinforcing cross girder 32A has a role of a restraint member for preventing the web 102B of the main girder 102 from buckling when the rail support cross girder 32 receives a downward load from the floor slab replacement frame 10.

ａ〜ｃの先行作業が終了したら、次の先行作業ｄを行う。   When the preceding work of a to c is completed, the next preceding work d is performed.

ｄ）図２１に示すように、レール支持横桁３２の上に断面Ｈ形のレール補強部材３４Ａを略橋軸方向に配置してレール支持横桁３２と連結し、さらにレール補強部材３４Ａの上に断面コの字型のレール３４を配置してレール補強部材３４Ａと連結する。 d) As shown in FIG. 21, a rail reinforcing member 34A having an H-shaped cross section is arranged on the rail supporting cross beam 32 substantially in the bridge axis direction and connected to the rail supporting horizontal beam 32, and further, on the rail reinforcing member 34A. And a rail 34 having a U-shaped cross section is disposed on the rail and connected to the rail reinforcing member 34A.

そして、断面コの字型のレール３４の内部に移動手段３０のローラー３０Ａを配置して、図２１に示すように、床版取替用フレーム１０を橋梁１００の施工地点に配置する。   Then, the rollers 30A of the moving means 30 are arranged inside the rails 34 having a U-shaped cross section, and the floor slab replacement frame 10 is arranged at the construction point of the bridge 100 as shown in FIG.

図２１は、床版取替用フレーム１０の設置が完了した状態、即ち、先行作業の終了後の状態を模式的に示す橋軸方向から見た鉛直断面図である。なお、図２１中の符号１５２は、主桁１０２の下方に設けられた恒久足場を示している。   FIG. 21 is a vertical cross-sectional view schematically showing a state in which the installation of the floor slab replacement frame 10 is completed, that is, a state after completion of the preceding work, as viewed from the bridge axis direction. Reference numeral 152 in FIG. 21 indicates a permanent scaffold provided below the main girder 102.

（３−２）左側車線（Ｉ期施工帯）の既設ＲＣ床版の撤去工程
図２２は、本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程の状況を模式的に示す鉛直断面図（橋軸方向から見た鉛直断面図）であり、図２３は、同じく左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程の状況を模式的に示す側面図（橋軸直角方向から見た側面図）である。 (3-2) Removal process of existing RC slab in left lane (I-stage construction zone) Fig. 22 shows an existing RC floor in left lane (I-stage construction zone) in the slab replacement method according to the embodiment of the present invention. FIG. 23 is a vertical cross-sectional view (vertical cross-sectional view as viewed from the bridge axis direction) schematically showing the state of the removal process of the slab 104. FIG. 23 shows the removal of the existing RC slab 104 in the left lane (I-stage construction zone). It is a side view (side view seen from a bridge axis perpendicular direction) which shows the situation of a process typically.

左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程においては、撤去対象の既設ＲＣ床版１０４のうち、主桁１０２上に位置しない部位について略橋軸方向および略橋軸直角方向にコンクリートカッターで切れ目を入れて、所定の大きさの長方形に切り出して、吊り上げ手段４０で吊り上げる（図１および図２２参照）。そして、所定の大きさの長方形に切り出した既設ＲＣ床版１０４を吊り上げた状態で床版取替用フレーム１０を略橋軸方向に移動させ、吊り上げた既設ＲＣ床版１０４がトラック２０２の荷台の上方に位置するようにする（図２３参照）。それから、吊り上げた既設ＲＣ床版１０４を下降させて、トラック２０２の荷台に積み込む。この作業を繰り返して、主桁１０２の上フランジ１０２Ａの上に位置しない撤去対象の既設ＲＣ床版１０４の撤去を行う。   In the removal process of the existing RC slab 104 in the left lane (I-stage construction zone), a portion of the existing RC slab 104 to be removed that is not located on the main girder 102 is substantially in the bridge axis direction and substantially in the direction perpendicular to the bridge axis. Is cut by a concrete cutter, cut into a rectangle of a predetermined size, and lifted by lifting means 40 (see FIGS. 1 and 22). Then, the floor slab replacement frame 10 is moved substantially in the bridge axis direction while the existing RC floor slab 104 cut into a rectangle of a predetermined size is lifted, and the lifted existing RC floor slab 104 is placed on the bed of the truck 202. It is positioned above (see FIG. 23). Then, the lifted existing RC floor slab 104 is lowered and loaded on the bed of the truck 202. By repeating this operation, the existing RC floor slab 104 not to be located on the upper flange 102A of the main girder 102 is removed.

撤去対象の既設ＲＣ床版１０４のうち、主桁１０２の上フランジ１０２Ａの上に位置する部位については、主桁１０２の上フランジ１０２Ａに溶殖されたスタッドジベルやアンカー筋により主桁１０２の上フランジ１０２Ａと強固に接合しているため、コンクリートブレーカー３０４を用いた手はつりにより撤去を行う。   Of the existing RC floor slabs 104 to be removed, the portion located on the upper flange 102A of the main girder 102 is located above the main girder 102 by stud dowels or anchor streaks cultivated on the upper flange 102A of the main girder 102. Since it is firmly joined to the flange 102A, the hand using the concrete breaker 304 is removed by hanging.

また、主桁１０２の上フランジ１０２Ａに溶殖されたスタッドジベルやアンカー筋は切断して撤去を行い、主桁１０２の上フランジ１０２Ａの上面を平らにする。   In addition, the stud dowels and anchor streaks cultivated on the upper flange 102A of the main girder 102 are cut and removed to flatten the upper surface of the upper flange 102A of the main girder 102.

なお、左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程においては、右側車線（ＩＩ期施工帯）へ資機材を配置する必要はないので、左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程の最中においても、右側車線（ＩＩ期施工帯）は供用を続けることができる。   In the removal process of the existing RC floor slab 104 in the left lane (phase I construction zone), there is no need to arrange equipment on the right lane (phase II construction zone). Even during the removal process of the existing RC floor slab 104, the right lane (phase II construction zone) can be kept in service.

ただし、左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４を撤去した後は、右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４に加わる断面力に変化が生じるため、左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去後に右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４を仮供用する際には、安全性を確保すべく、必要に応じて、右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４を下方から支える既設床版仮供用時の補強支持桁８４をその長手方向が略橋軸方向となるように設ける。既設床版仮供用時の補強支持桁８４の材質および断面形状は特には限定されず、所定の性能を有する材料および断面形状であれば用いることができる。ただし、性能やコスト等に鑑みると、鋼材を用いることが好ましい。   However, after removing the existing RC slab 104 in the left lane (phase I construction zone), the sectional force applied to the existing RC slab 104 in the right lane (phase II construction zone) changes. When the existing RC slab 104 in the right lane (phase II construction zone) is temporarily put into service after the removal of the existing RC slab 104 in the second construction zone, the right lane ( A reinforcement support girder 84 for temporarily using the existing RC slab 104 to support the existing RC slab 104 from below in the second stage construction zone) is provided so that its longitudinal direction is substantially in the bridge axis direction. The material and cross-sectional shape of the reinforcing support girder 84 when the existing floor slab is temporarily used are not particularly limited, and any material and cross-sectional shape having predetermined performance can be used. However, in view of performance and cost, it is preferable to use a steel material.

（３−３）左側車線（Ｉ期施工帯）への新設床版の架設工程
図２４は、本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）への新設床版５０の架設工程の状況を模式的に示す鉛直断面図（橋軸方向から見た鉛直断面図）であり、図２５は、同じく左側車線（Ｉ期施工帯）への新設床版５０の架設工程の状況を模式的に示す側面図（橋軸直角方向から見た側面図）である。 (3-3) Construction process of new floor slab in left lane (I-stage construction zone) FIG. 24 shows a new floor slab in the left lane (I-phase construction zone) in the floor slab replacement method according to the embodiment of the present invention. It is a vertical sectional view (vertical sectional view seen from the bridge axis direction) schematically showing the situation of the erection process of the slab 50. FIG. 25 shows the erection of the new floor slab 50 in the same left lane (I-stage construction zone). It is a side view (side view seen from a bridge axis perpendicular direction) which shows the situation of a process typically.

左側車線（Ｉ期施工帯）の既設ＲＣ床版１０４の撤去工程の終了後、床版取替用フレーム１０を略橋軸方向に移動させ、トラック２０４の荷台に積まれた新設床版５０を吊り上げ手段４０で吊り上げる（図２５参照）。そして、新設床版５０を吊り上げた状態で床版取替用フレーム１０を略橋軸方向に移動させ、吊り上げた新設床版５０が架設位置の上方に位置するようにする（図２５参照）。それから、吊り上げ手段４０のフック４０Ａを略９０°回動させ、新設床版５０の向きを略９０°回動させて、新設床版５０の鋼製壁高欄６０が橋梁１００の橋軸直角方向の端部に位置するようにした後、図２４に示すように、吊り上げ手段４０により新設床版５０を下降させて、新設床版５０を橋梁１００の左側車線（Ｉ期施工帯）の所定の地点に架設する。   After the removal process of the existing RC slab 104 in the left lane (phase I construction zone) is completed, the slab replacement frame 10 is moved substantially in the bridge axis direction, and the newly installed slab 50 loaded on the bed of the truck 204 is moved. It is lifted by the lifting means 40 (see FIG. 25). Then, the floor slab replacement frame 10 is moved substantially in the bridge axis direction while the new floor slab 50 is lifted, so that the lifted new floor slab 50 is positioned above the erection position (see FIG. 25). Then, the hook 40A of the lifting means 40 is rotated by approximately 90 °, and the direction of the new floor slab 50 is rotated by approximately 90 °, so that the steel wall column 60 of the new floor slab 50 is perpendicular to the bridge axis of the bridge 100. After being positioned at the end, as shown in FIG. 24, the new floor slab 50 is lowered by the lifting means 40, and the new floor slab 50 is moved to a predetermined point in the left lane (phase I construction zone) of the bridge 100. To be erected.

新設床版５０を架設する地点には、新設床版５０を橋梁１００に取り付けるための新設床版取り付け部材８６を左側車線（Ｉ期施工帯）の主桁１０２の上方に予め取り付けておく。新設床版取り付け部材８６としては、例えば、前述した先付Ｌ型連結部材１１０を用いることができる。   At the point where the new floor slab 50 is to be erected, a new floor slab mounting member 86 for mounting the new floor slab 50 to the bridge 100 is previously mounted above the main girder 102 of the left lane (I-stage construction zone). As the new floor slab attachment member 86, for example, the above-described L-shaped connecting member 110 can be used.

架設した新設床版５０を仮供用する際には、安全性を確保すべく、必要に応じて、左側車線（Ｉ期施工帯）の新設床版５０を下方から支える新設床版仮供用時の補強支持桁８８をその長手方向が略橋軸方向となるように設ける。新設床版仮供用時の補強支持桁８８の材質および断面形状は特には限定されず、所定の性能を有する材料および断面形状であれば用いることができる。ただし、性能やコスト等に鑑みると、鋼材を用いることが好ましい。   When temporarily installing the newly-installed slab 50, the temporary installation of the newly-installed slab 50 for supporting the newly-installed slab 50 in the left-side lane (I-stage construction zone) from below in order to ensure safety. The reinforcing support girder 88 is provided such that its longitudinal direction is substantially in the direction of the bridge axis. The material and cross-sectional shape of the reinforcing support girder 88 when the new floor slab is temporarily used are not particularly limited, and any material and cross-sectional shape having predetermined performance can be used. However, in view of performance and cost, it is preferable to use a steel material.

左側車線（Ｉ期施工帯）への新設床版５０の架設工程においては、右側車線（ＩＩ期施工帯）へ資機材を配置する必要はないので、前述したような措置を必要に応じて行えば、左側車線（Ｉ期施工帯）への新設床版５０の架設工程の最中においても、右側車線（ＩＩ期施工帯）は供用を続けることができる。   In the process of erection of the new floor slab 50 in the left lane (phase I construction zone), it is not necessary to arrange the equipment in the right lane (phase II construction zone). For example, even during the process of erection of the new floor slab 50 on the left lane (I-stage construction zone), the right lane (II-stage construction zone) can be kept in service.

（３−４）左側車線（Ｉ期施工帯）の仮供用
図２６は、本発明の実施形態に係る床版取替工法における左側車線（Ｉ期施工帯）への新設床版５０の架設終了後の仮供用の状況を模式的に示す鉛直断面図（橋軸方向から見た鉛直断面図）であり、図２７は、同じく左側車線（Ｉ期施工帯）への新設床版５０の架設終了後の仮供用の状況を模式的に示す平面図である。 (3-4) Temporary use of left lane (I-stage construction zone) Fig. 26 shows the completion of the installation of the new floor slab 50 on the left lane (I-stage construction zone) in the floor slab replacement method according to the embodiment of the present invention. FIG. 27 is a vertical cross-sectional view (vertical cross-sectional view as viewed from the bridge axis direction) schematically showing the situation of the temporary service later, and FIG. 27 shows the completion of the installation of the new floor slab 50 in the same left lane (phase I construction zone). It is a top view which shows the state of temporary provisional use later typically.

本実施形態に係る床版取替工法で用いる新設床版５０は、前述したように、グースアスファルト５４、連結用のボルト５６、仮舗装５８および鋼製壁高欄６０が工場施工ですでに設けられているので、橋梁１００の所定の位置に新設床版５０を架設した後、現場において舗装や壁高欄を設ける作業は不要であり、橋軸方向に隣り合う新設床版５０同士を連結板７６で連結するとともに、橋軸方向に隣り合う新設床版５０同士の間および橋軸方向に隣り合う新設床版５０と既設ＲＣ床版１０４との間の２０ｍｍ程度の間隔７８に間詰め材８０を充填して間隔７８を埋め（図８参照）、かつ、必要に応じて新設床版仮供用時の補強支持桁８８を設置すれば、仮供用を開始することができる。新設床版５０の架設作業開始から仮供用開始までに要する現場での作業時間は、具体的には３時間程度の短時間に収めることができる（橋軸方向に９ｍ程度の作業の場合）。   As described above, the new slab 50 used in the slab replacement method according to the present embodiment has the goose asphalt 54, the connecting bolt 56, the temporary pavement 58, and the steel wall panel 60 already provided by factory construction. Therefore, after the new floor slab 50 is erected at a predetermined position of the bridge 100, the work of providing a pavement and a wall tall at the site is unnecessary, and the new floor slabs 50 adjacent in the bridge axis direction are connected to each other by the connecting plate 76. While being connected, the filling material 80 is filled into the space 78 of about 20 mm between the newly constructed slabs 50 adjacent in the bridge axis direction and between the newly constructed slab 50 adjacent to the bridge axis direction and the existing RC slab 104. Then, if the gap 78 is filled (see FIG. 8) and if necessary, a reinforcing support girder 88 for the temporary operation of the new slab is installed, the temporary operation can be started. The on-site work time required from the start of the erection work of the new floor slab 50 to the start of the temporary operation can be specifically reduced to a short time of about 3 hours (in the case of a work of about 9 m in the bridge axis direction).

図２６および図２７における左側車線（Ｉ期施工帯）は、新設床版５０架設後の仮供用の状態であるが、既設ＲＣ床版１０４を供用中の右側車線（ＩＩ期施工帯）と同様に供用することができる。前述したように、既設ＲＣ床版１０４の撤去のための作業開始から、新設床版５０の架設をして仮供用開始までに要する時間は７時間程度（橋軸方向に９ｍ程度の作業の場合）であるので、夜間のみの通行規制で施工を進めることができ、図２６および図２７に示すように、昼間は通常通りの片側２車線の供用が可能である。   The left lane (phase I construction zone) in FIGS. 26 and 27 is in a temporary service state after the new floor slab 50 is erected, but is the same as the right lane (phase II construction zone) where the existing RC slab 104 is in service. It can be used for As described above, the time required from the start of the work for removing the existing RC slab 104 to the erection of the new slab 50 and the start of the temporary operation is about 7 hours (in the case of the work of about 9 m in the bridge axis direction). ), Construction can proceed with traffic regulation only at night, and as shown in FIG. 26 and FIG. 27, two lanes on one side can be used as usual in the daytime.

（３−５）右側車線（ＩＩ期施工帯）の既設ＲＣ床版の撤去工程
図２８は、本発明の実施形態に係る床版取替工法における右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４の撤去工程の状況を模式的に示す鉛直断面図（橋軸方向から見た鉛直断面図）であり、図２９は、同じく右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４の撤去工程の状況を模式的に示す平面図である。 (3-5) Removal Step of Existing RC Slab in Right Lane (Phase II Construction Zone) FIG. 28 is an existing RC floor in the right lane (Phase II construction zone) in the slab replacement method according to the embodiment of the present invention. FIG. 29 is a vertical cross-sectional view (vertical cross-sectional view as viewed from the bridge axis direction) schematically showing the state of the removal process of the slab 104, and FIG. 29 is also the removal of the existing RC slab 104 in the right lane (phase II construction zone). It is a top view which shows the situation of a process typically.

右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４の撤去工程の作業内容は、「（３−２）左側車線（Ｉ期施工帯）の既設ＲＣ床版の撤去工程」で説明した内容と同様であるので説明は省略する。   The work contents of the removal process of the existing RC slab 104 in the right lane (phase II construction zone) are the same as those described in “(3-2) Removal process of the existing RC slab in the left lane (phase I construction zone)”. The description is omitted because it is the same.

右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４の撤去工程においては、左側車線（Ｉ期施工帯）へ資機材を配置する必要はないので、右側車線（ＩＩ期施工帯）の既設ＲＣ床版１０４の撤去工程の最中においても、図２８および図２９に示すように、仮供用中の左側車線（Ｉ期施工帯）は仮供用を続けることができる。   In the removal process of the existing RC floor slab 104 in the right lane (Phase II construction zone), there is no need to arrange any equipment in the left lane (Phase I construction zone). During the removal process of the floor slab 104, as shown in FIGS. 28 and 29, the left lane (I-stage construction zone) during the temporary operation can continue the temporary operation.

（３−６）右側車線（ＩＩ期施工帯）への新設床版の架設工程
図３０は、本発明の実施形態に係る床版取替工法における右側車線（ＩＩ期施工帯）への新設床版５０の架設工程の状況を模式的に示す鉛直断面図（橋軸方向から見た鉛直断面図）であり、図３１は、同じく右側車線（ＩＩ期施工帯）への新設床版５０の架設工程における交通の状況を模式的に示す平面図である。 (3-6) New floor slab erection process on right lane (Phase II construction zone) Fig. 30 shows a new floor slab on the right lane (Phase II construction zone) in the floor slab replacement method according to the embodiment of the present invention. It is a vertical sectional view (vertical sectional view seen from the bridge axis direction) schematically showing the situation of the erection process of the slab 50, and FIG. 31 is also the erection of the new floor slab 50 in the right lane (phase II construction zone). It is a top view which shows the situation of the traffic in a process typically.

本設の補強支持桁９０を新設床版５０の設置予定位置の下方に設けた後、右側車線（ＩＩ期施工帯）への新設床版５０の架設を行う。右側車線（ＩＩ期施工帯）への新設床版５０の架設終了後、左側車線（Ｉ期施工帯）の新設床版５０と連結する。   After the main reinforcing support girder 90 is provided below the position where the new floor slab 50 is to be installed, the new floor slab 50 is erected in the right lane (phase II construction zone). After the new floor slab 50 is erected in the right lane (phase II construction zone), it is connected to the new floor slab 50 in the left lane (phase I construction zone).

それ以外の点については、右側車線（ＩＩ期施工帯）への新設床版５０の架設工程の作業内容は、「（３−３）左側車線（Ｉ期施工帯）への新設床版の架設工程」で説明した内容と同様であるので説明は省略する。   In other respects, the work content of the process of erection of the new floor slab 50 on the right lane (phase II construction zone) is described in “(3-3) Installation of the new floor slab on the left lane (phase I construction zone). The description is omitted because it is the same as the content described in “Step”.

右側車線（ＩＩ期施工帯）への新設床版５０の架設工程においては、左側車線（Ｉ期施工帯）へ資機材を配置する必要はないので、右側車線（ＩＩ期施工帯）への新設床版５０の架設工程の最中においても、図３０および図３１に示すように、左側車線（Ｉ期施工帯）は仮供用を続けることができる。   In the erection process of the new floor slab 50 in the right lane (Phase II construction zone), there is no need to arrange equipment in the left lane (Phase I construction zone), so new construction in the right lane (Phase II construction zone) During the erection process of the floor slab 50, as shown in FIGS. 30 and 31, the left lane (I-stage construction zone) can be kept in temporary service.

（４）本実施形態に係る床版取替工法の効果
本実施形態に係る床版取替工法で用いる床版取替用フレーム１０は、鉛直方向下向きの荷重を支持する略橋軸直角方向に対向する柱部材１４の間で対象物を吊り上げるため、クレーンにおいて必要となるカウンターウエイトは不要であり、比較的小さい重量のまま荷揚げ能力を向上させることが可能である。 (4) Effect of the slab replacement method according to the present embodiment The slab replacement frame 10 used in the slab replacement method according to the present embodiment is substantially perpendicular to the bridge axis that supports a vertically downward load. Since the object is lifted between the opposing column members 14, the counterweight required for the crane is unnecessary, and the unloading ability can be improved with a relatively small weight.

また、床版取替用フレーム１０は、クレーンのように自身を旋回をさせることは不要であり、かつ、橋梁に設置したままの状態で交通の解放をすることが可能であるので、都市部のような狭隘な条件での施工にも好適に適用可能であり、また、昼間常時交通解放の条件を満たす施工も行いやすい。   In addition, the floor slab replacement frame 10 does not need to turn itself like a crane, and can release traffic while being installed on a bridge. It can be suitably applied to construction under such narrow conditions as above, and it is easy to perform construction that satisfies the condition of always open traffic during the day.

１０…床版取替用フレーム
１２…フレーム部
１４…柱部材
１６…横梁部材
１８…柱連結部材
２０…横梁連結部材
２２…共通連結部材
２４…方杖
２６…斜材
３０…移動手段
３０Ａ、３１Ａ…ローラー
３１…移動補助手段
３２…レール支持横桁
３２Ａ…補強横桁
３４…レール
３４Ａ…レール補強部材
４０…吊り上げ手段
４０Ａ…フック
５０…新設床版
５２…鋼床版
５２Ａ…デッキプレート
５２Ａ１…貫通孔
５２Ｂ…縦リブ
５２Ｂ１…長孔
５２Ｃ…横リブ
５４…グースアスファルト
５６…ボルト
５６Ａ…薄肉ナット
５６Ｂ…ナット
５８…仮舗装
５９…削り取り部
６０…鋼製壁高欄
７６…連結板
７６Ａ…貫通孔
７７…フィラープレート
７７Ａ…貫通孔
７８…間隔
８０…間詰め材
８２…本舗装
８４…既設床版仮供用時の補強支持桁
８６…新設床版取り付け部材
８８…新設床版仮供用時の補強支持桁
９０…本設の補強支持桁
１００…橋梁
１０２…主桁
１０２Ａ…上フランジ
１０２Ｂ…ウェブ
１０４…既設ＲＣ床版
１１０…先付Ｌ型連結部材
１１２…一方の板状部
１１２Ａ…仮固定用貫通孔
１１２Ｂ…貫通孔
１１４…他方の板状部
１１６、１１８…ボルト
１１６Ａ、１１７Ａ、１１８Ａ…ナット
１１７…仮固定用ボルト
１２０…後付Ｌ型連結部材
１２２…一方の板状部
１２２Ａ…大径貫通孔
１２４…他方の板状部
１５０…高欄
１５２…恒久足場
２００…車両
２０２、２０４…トラック
３０４…コンクリートブレーカー DESCRIPTION OF SYMBOLS 10 ... Floor slab replacement frame 12 ... Frame part 14 ... Column member 16 ... Horizontal beam member 18 ... Column connecting member 20 ... Horizontal beam connecting member 22 ... Common connecting member 24 ... Staff 26 ... Diagonal member 30 ... Moving means 30A, 31A ... Roller 31 ... Movement assisting means 32 ... Rail support horizontal girder 32A ... Reinforcement horizontal girder 34 ... Rail 34A ... Rail reinforcement member 40 ... Hanging means 40A ... Hook 50 ... New floor slab 52 ... Steel floor slab 52A ... Deck plate 52A1 ... Hole 52B Vertical rib 52B1 Long hole 52C Horizontal rib 54 Goose asphalt 56 Bolt 56A Thin nut 56B Nut 58 Temporary pavement 59 Shaved part 60 Steel wall rail 76 Connection plate 76A Through hole 77 ... Filler plate 77A ... Through hole 78 ... Spacing 80 ... Stuffing material 82 ... Main pavement 84 ... Reinforcement when the existing floor slab is temporarily used Holding girder 86 ... New floor slab attachment member 88 ... Reinforcement support girder during temporary operation of the new floor slab 90 ... Main reinforcement support girder 100 ... Bridge 102 ... Main girder 102A ... Upper flange 102B ... Web 104 ... Existing RC floor slab 110 ... L-shaped connecting member 112 ... One plate-like portion 112A ... Temporary fixing through hole 112B ... Through hole 114 ... The other plate-like portion 116, 118 ... Bolt 116A, 117A, 118A ... Nut 117 ... Temporary fixing bolt 120: Retrofit L-shaped connecting member 122: One plate-like part 122A ... Large-diameter through-hole 124 ... The other plate-like part 150 ... Railing 152: Permanent scaffolding 200 ... Vehicles 202, 204 ... Truck 304 ... Concrete breaker

Claims (8)

橋梁の既設床版を撤去し、かつ、その後に新設床版を前記橋梁に架設する床版取替工法であって、かつ、前記橋梁の略橋軸方向に移動可能な床版取替用フレームを用いて行われる床版取替工法であり、
前記床版取替用フレームは、全体の骨格を形作るフレーム部と、前記橋梁の略橋軸方向に移動するための移動手段と、前記橋梁の前記既設床版および前記新設床版を吊り上げる吊り上げ手段と、を備え、
前記フレーム部を前記橋梁の橋軸方向から見た形状は門型であり、前記橋梁を通行する車両が門型の前記フレーム部の内部を通行できるように前記床版取替用フレームが前記橋梁に配置されており、
前記移動手段は、前記床版取替用フレームの前記橋梁の橋軸直角方向の両方の端部の下部にそれぞれ設けられており、前記橋梁の有効幅員の両方の外側に前記橋梁の略橋軸方向に沿うようにそれぞれ配置されたレールに沿って移動することを特徴とする床版取替工法。 A slab replacement method for removing an existing slab of a bridge and thereafter erection of a new slab on the bridge, wherein the slab can be moved substantially in the bridge axis direction of the bridge. It is a floor slab replacement method performed using
The floor slab replacement frame includes a frame portion forming an entire framework, a moving unit for moving the bridge substantially in a bridge axis direction, and a lifting unit for lifting the existing slab and the new slab of the bridge. And
The shape of the frame portion viewed from the bridge axis direction of the bridge is a gate, and the floor slab replacement frame is connected to the bridge so that a vehicle passing through the bridge can pass through the inside of the gate-shaped frame portion. It is arranged to,
The moving means is provided at a lower portion of both ends of the bridge for replacing the floor slab in a direction perpendicular to the bridge axis of the bridge, and is provided on both outer sides of the effective width of the bridge. A floor slab replacement method characterized in that the slabs are moved along rails arranged along the directions . 前記床版取替用フレームの前記フレーム部は、
前記橋梁の有効幅員の前記橋梁の橋軸直角方向の両方の外側に、前記橋梁の略橋軸直角方向に対向するようにそれぞれ配置されてなる対の柱部材と、前記橋梁の略橋軸直角方向に延びていて門型の前記フレーム部の天井部材となる横梁部材と、を有し、
前記対の柱部材は複数対あって前記橋梁の略橋軸方向に隣り合うように配置されており、かつ、前記横梁部材は複数あって前記橋梁の略橋軸方向に隣り合うように配置されており、
さらに、前記橋梁の略橋軸方向に隣り合う前記柱部材の間を連結する柱連結部材と、前記橋梁の略橋軸方向に隣り合う前記横梁部材の間を連結する横梁連結部材と、を有し、
さらに、前記柱部材と前記横梁部材とは直接または間接に連結されていることを特徴とする請求項１に記載の床版取替工法。 The frame portion of the floor slab replacement frame,
A pair of column members arranged outside the effective width of the bridge in both directions perpendicular to the bridge axis of the bridge so as to face each other in a direction substantially perpendicular to the bridge axis of the bridge; and a pair of column members substantially perpendicular to the bridge axis of the bridge A cross beam member extending in the direction and serving as a ceiling member of the gate-shaped frame portion,
The pair of column members are arranged so as to be adjacent to each other in a substantially bridge axis direction of the bridge, and the cross member is arranged to be adjacent to each other in a substantially bridge axis direction of the bridge. And
Further, there is provided a column connecting member that connects between the column members that are substantially adjacent to each other in the bridge axis direction of the bridge, and a cross beam connecting member that connects between the cross members that are adjacent to each other substantially in the bridge axis direction of the bridge. And
The method according to claim 1, wherein the column member and the cross beam member are connected directly or indirectly. 前記柱部材は、前記橋梁の高欄よりも外側に配置されていることを特徴とする請求項２に記載の床版取替工法。   The floor slab replacement method according to claim 2, wherein the column member is disposed outside a railing of the bridge. 前記複数対の柱部材のそれぞれの前記橋梁の橋軸方向の位置と略一致する前記橋梁の橋軸方向の位置に、前記複数の横梁部材のうちの少なくとも一部の前記横梁部材がそれぞれ配置されていることを特徴とする請求項２または３に記載の床版取替工法。   The cross beam members of at least a part of the plurality of cross beam members are respectively arranged at positions in the bridge axis direction of the bridge substantially corresponding to the positions of the bridge members in the bridge axis direction of the plurality of pairs of column members. The floor slab replacement method according to claim 2 or 3, wherein 前記床版取替用フレームは自走式であることを特徴とする請求項１〜４のいずれかに記載の床版取替工法。 The slab replacement method according to any one of claims 1 to 4 , wherein the slab replacement frame is a self-propelled type. 前記吊り上げ手段は、前記橋梁の略橋軸直角方向に移動可能であることを特徴とする請求項１〜５のいずれかに記載の床版取替工法。 The floor slab replacement method according to any one of claims 1 to 5 , wherein the lifting means is movable in a direction substantially perpendicular to a bridge axis of the bridge. 前記新設床版は、前記橋梁に架設される前に橋面舗装の基層が全面にわたってすでに設けられ、かつ、前記橋梁に架設される前に前記基層の上に仮舗装が全面にわたってすでに設けられた鋼床版であることを特徴とする請求項１〜６のいずれかに記載の床版取替工法。 In the new floor slab, the base layer of the bridge surface pavement was already provided over the entire surface before being laid on the bridge, and the temporary pavement was already provided over the entire surface of the base layer before being laid on the bridge. The slab replacement method according to any one of claims 1 to 6 , wherein the slab is a steel slab. 前記新設床版は、前記橋梁に架設される前に鋼製高欄がすでに設けられた鋼床版であることを特徴とする請求項１〜７のいずれかに記載の床版取替工法。 The slab replacement method according to any one of claims 1 to 7 , wherein the new slab is a steel slab in which a steel railing is already provided before being erected on the bridge.