JP6444912B2 - Steel structure reinforcement and repair structure and method - Google Patents

Steel structure reinforcement and repair structure and method Download PDF

Info

Publication number
JP6444912B2
JP6444912B2 JP2016036502A JP2016036502A JP6444912B2 JP 6444912 B2 JP6444912 B2 JP 6444912B2 JP 2016036502 A JP2016036502 A JP 2016036502A JP 2016036502 A JP2016036502 A JP 2016036502A JP 6444912 B2 JP6444912 B2 JP 6444912B2
Authority
JP
Japan
Prior art keywords
insertion hole
main girder
upper flange
bolt
support portion
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
JP2016036502A
Other languages
Japanese (ja)
Other versions
JP2017150289A (en
Inventor
裕司 豊田
裕司 豊田
圭介 西山
圭介 西山
和憲 鶴澤
和憲 鶴澤
Original Assignee
株式会社巴製作所
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 株式会社巴製作所 filed Critical 株式会社巴製作所
Priority to JP2016036502A priority Critical patent/JP6444912B2/en
Publication of JP2017150289A publication Critical patent/JP2017150289A/en
Application granted granted Critical
Publication of JP6444912B2 publication Critical patent/JP6444912B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Landscapes

  • Bridges Or Land Bridges (AREA)
  • Working Measures On Existing Buildindgs (AREA)
  • Connection Of Plates (AREA)

Description

本発明は、鋼橋などの鋼構造物において、主桁の上フランジ（以下、「主桁上フランジ」と略称する場合がある。）とウェブギャップ板あるいは垂直補剛材との接合部の補修などに好適に実施することができる鋼構造物の補強・補修構造および方法に関する。   The present invention relates to repairing the joint of a main girder upper flange (hereinafter sometimes referred to as "main girder upper flange") and a web gap plate or a vertical stiffener in a steel structure such as a steel bridge. The present invention relates to a steel structure reinforcement / repair structure and method that can be suitably implemented.

鋼構造物である、たとえば鋼橋の主桁上フランジと横桁上フランジとの間のウェブギャップ部とも呼ばれる取合い部には、ウェブギャップ板が設けられている。主桁は、橋軸に平行に配設され、横桁は橋軸に垂直に配設される。ウェブギャップ板は、主桁上フランジと分配横桁の横桁上フランジとに溶接によって接合されている。   A web gap plate is provided in an engagement portion, which is also called a web gap portion between a main girder upper flange and a cross girder upper flange of a steel bridge, for example. The main girder is arranged in parallel to the bridge axis, and the horizontal girder is arranged perpendicular to the bridge axis. The web gap plate is joined by welding to the main girder upper flange and the cross girder upper flange.

ウェブギャップ板と主桁上フランジとの溶接部、ウェブギャップ板と主桁ウェブとの溶接部、ウェブギャップ板と横桁の上フランジ（以下、「横桁上フランジ」と略称する場合がある。）との溶接部、およびウェブギャップ板の母材には、長年の繰返し荷重の作用によって、亀裂が発生する場合があり、これらの亀裂発生箇所に対して、適切な補強・補修が求められる。   A welded portion between the web gap plate and the main girder upper flange, a welded portion between the web gap plate and the main girder web, a web gap plate and a top girder upper flange (hereinafter, abbreviated as “horizontal girder upper flange”). ) And the base material of the web gap plate, cracks may occur due to the effects of repeated loading over many years. Appropriate reinforcement and repair are required for these cracks.

このような亀裂発生箇所は、主桁と分配横桁あるいは対傾構とが交差する狭隘な場所であるため、従来では、亀裂発生箇所の補強・補修作業を行うために、主桁上フランジに支持されているコンクリート床版およびコンクリート床版上の舗装工を、できるだけ狭い範囲で撤去し、この撤去によって形成された開口から、亀裂発生箇所の補強・補修工事を行っている（たとえば、特許文献１参照）。   Since these cracks are narrow places where the main girder and the distribution girder or anti-tilt cross, they are conventionally supported by the upper flange of the main girder in order to reinforce and repair the cracked part. The concrete floor slab and the pavement work on the concrete floor slab are removed as narrow as possible, and the cracks are reinforced and repaired from the opening formed by the removal (for example, Patent Document 1). reference).

特開２０１１−２４２３６２号公報JP 2011-242362 A

上記の従来技術では、亀裂発生箇所の補強・補修作業を行うために、コンクリート床版および舗装などを撤去するので、補強・補修工事が完了した後に、撤去した部分を復旧する必要があるとともに、工事期間に通行を制限または停止しなければならないという問題がある。   In the above prior art, concrete floor slabs and pavements are removed in order to reinforce and repair cracked parts, so it is necessary to restore the removed part after reinforcement and repair work is completed. There is a problem that traffic must be restricted or stopped during the construction period.

本発明の目的は、亀裂発生箇所の補強・補修作業を、コンクリート床版および舗装などを撤去せず、通行を制限または停止せずに、簡便に行うことができる鋼構造物の補強・補修構造および方法を提供することである。   An object of the present invention is to provide a steel structure reinforcement / repair structure that can easily perform reinforcement / repair work at a crack occurrence location without removing concrete floor slabs and pavements, without restricting or stopping traffic. And to provide a method.

本発明は、
（ａ）鋼橋の橋床構造１は、
繰返し荷重が作用する第１部材２１と、
第１部材２１に接合部で接合されて第１部材２１を支持する第２部材１０とを有し、
（ｂ）第２部材１０の厚さ方向（図９の左右方向）の両側に設けられる一対の補強部材２６と、
押付け装置３０と、
固定部材１７、１７ａ、１９、１９ａとを準備し、
（ｂ１）各補強部材２６は、
第１部材２１の第２部材１０に臨む面２７に配置される当接支持部２８と、
当接支持部２８に連なり、前記面２７から第２部材１０に沿って遠ざかる方向（図９の下方向）に、第２部材１０の途中（図９の上下方向の途中）まで延び、前記面２７から異なる距離に（図９の上下に）形成される第１挿通孔３９ｂ、および第２挿通孔３９ａ、３９ｃを有する取付け部２９とを有し、
第２挿通孔３９ａ、３９ｃには、固定部材１７、１７ａ、１９、１９ａが挿通可能であり、
（ｂ２）押付け装置３０は、
一対の細長い第１および第２連結部４１、４６と、
第２部材１０の厚さ方向の一方側（図７〜９の左方）で、第１連結部４１の一端部と第２連結部４６の一端部とにわたって延び、軸線まわりに回転駆動されて第１連結部４１の一端部と第２連結部４６の一端部とを相互に離間方向（図７〜９の上下方向）に変位駆動する第１ねじ棒４４ａと、
第２部材１０の厚さ方向の他方側（図７〜９の右方）で、第１連結部４１の他端部と第２連結部４６の他端部とにわたって延び、軸線まわりに回転駆動されて第１連結部４１の他端部と第２連結部４６の他端部とを相互に離間方向（図７〜９の上下方向）に変位駆動する第２ねじ棒４４ｂとを有し、
第１連結部４１は、第１挿通孔３９ｂに挿通可能であり、
（ｃ）第２部材１０に、
第１挿通孔３９ｂに対応する位置で、第１連結部４１が挿通可能な第３挿通孔３７ｂを形成し、
第２挿通孔３９ａ、３９ｃに対応する位置で、固定部材１７、１７ａ、１９、１９ａが挿通可能な第４挿通孔３７ａ、３７ｃを形成するとともに、
前記面２７から第２部材１０に沿って取付け部２９よりも遠ざかった（すなわち、図９の下方の）位置で、第２連結部４６が挿通可能な第５挿通孔３５を形成し、
前記面２７に補強部材２６の当接支持部２８が当接している状態では、補強部材２６の第１挿通孔３９ｂを規定する内周面の、第１部材２１の第２部材１０に臨む前記面２７に最も近い部分（図９の最上部）３９ｂ１は、第２部材１０の第３挿通孔３７ｂを規定する内周面の前記面２７に最も近い部分（図９の最上部）よりも、第１部材２１の第２部材１０に臨む前記面２７から遠ざかって（すなわち、図９の下方に）突出するように取り付けられ、
（ｄ）押付け装置３０の第１連結部４１を、第１挿通孔３７ｂおよび第３挿通孔３９ｂに挿通し、
第２連結部４６を、第５挿通孔３５に挿通し、
第１および第２ねじ棒４２ａ、４２ｂを前記回転駆動して、第１および第２連結部４１、４６を相互に離間方向（図９の上下方向）に変位駆動することによって、第２連結部４６を、第２部材１０の第５挿通孔３５を規定する内周面の前記面２７から最も遠い部分（図９の最下部）に支持して、第１連結部４１によって、取付け部２９の第１挿通孔３９ｂを規定する内周面の前記面２７に最も近い部分（図９の最上部）３９ｂ１を、前記面２７に向けて押して（図９では、押上げて）、第１部材２１の前記面２７に補強部材２６の当接支持部２８を押付けて当接させた状態とし、
（ｅ）前記面２７に当接支持部２８を押付けて当接させた状態で、第２挿通孔３９ａ、３９ｃと第４挿通孔３７ａ、３７ｃとに、固定部材１７、１７ａ、１９、１９ａを挿通して、第２部材１０に取付け部２９を固定することを特徴とする鋼橋の補強・補修方法である。 The present invention
(A) Steel bridge deck structure 1
A first member 21 on which a repeated load acts;
The second member 10 that is joined to the first member 21 at the joint and supports the first member 21,
(B) a pair of reinforcing members 26 provided on both sides in the thickness direction of the second member 10 (left-right direction in FIG. 9);
A pressing device 30;
Preparing fixing members 17, 17a, 19, 19a,
(B1) Each reinforcing member 26 is
A contact support portion 28 disposed on a surface 27 of the first member 21 facing the second member 10,
The surface is connected to the contact support portion 28 and extends in the direction away from the surface 27 along the second member 10 (downward in FIG. 9) to the middle of the second member 10 (in the vertical direction in FIG. 9). 27, a first insertion hole 39b formed at different distances (up and down in FIG. 9), and a mounting portion 29 having second insertion holes 39a, 39c,
The fixing members 17, 17a, 19, 19a can be inserted into the second insertion holes 39a, 39c,
(B2) The pressing device 30 is
A pair of elongated first and second connecting portions 41, 46;
On one side of the second member 10 in the thickness direction (left side in FIGS. 7 to 9), it extends across one end of the first connecting portion 41 and one end of the second connecting portion 46, and is driven to rotate around the axis. A first threaded rod 44a that drives the one end of the first connecting portion 41 and the one end of the second connecting portion 46 to move away from each other in the direction of separation (the vertical direction in FIGS. 7 to 9);
On the other side in the thickness direction of the second member 10 (to the right in FIGS. 7 to 9), it extends across the other end of the first connecting portion 41 and the other end of the second connecting portion 46, and is driven to rotate around the axis. A second screw rod 44b for driving the other end of the first connecting portion 41 and the other end of the second connecting portion 46 to move away from each other in the separating direction (vertical direction in FIGS. 7 to 9).
The first connecting portion 41 can be inserted into the first insertion hole 39b,
(C) In the second member 10,
Forming a third insertion hole 37b through which the first connecting portion 41 can be inserted at a position corresponding to the first insertion hole 39b;
At the positions corresponding to the second insertion holes 39a, 39c, the fourth insertion holes 37a, 37c into which the fixing members 17, 17a, 19, 19a can be inserted are formed.
A fifth insertion hole 35 through which the second connecting portion 46 can be inserted is formed at a position that is farther from the surface 27 along the second member 10 than the attachment portion 29 (that is, in the lower part of FIG. 9),
In a state where the contact support portion 28 of the reinforcing member 26 is in contact with the surface 27, the inner surface that defines the first insertion hole 39 b of the reinforcing member 26 faces the second member 10 of the first member 21. The portion closest to the surface 27 (uppermost portion in FIG. 9) 39b1 is more than the portion closest to the surface 27 (the uppermost portion in FIG. 9) of the inner peripheral surface defining the third insertion hole 37b of the second member 10. It is attached so as to protrude away from the surface 27 facing the second member 10 of the first member 21 (that is, downward in FIG. 9),
(D) The first connecting portion 41 of the pressing device 30 is inserted through the first insertion hole 37b and the third insertion hole 39b,
The second connecting portion 46 is inserted through the fifth insertion hole 35,
The first and second screw rods 42a and 42b are driven to rotate, and the first and second connecting portions 41 and 46 are driven to move away from each other in the separating direction (vertical direction in FIG. 9), thereby the second connecting portion. 46 is supported by a portion farthest from the surface 27 of the inner peripheral surface that defines the fifth insertion hole 35 of the second member 10 (the lowermost portion in FIG. 9), and the first connecting portion 41 allows the attachment portion 29 to be The first member 21 is pushed by pushing the portion (the uppermost portion in FIG. 9) 39b1 of the inner peripheral surface defining the first insertion hole 39b closest to the surface 27 (up in FIG. 9). The abutment support portion 28 of the reinforcing member 26 is pressed against and brought into contact with the surface 27 of
(E) With the contact support portion 28 pressed against the surface 27, the fixing members 17, 17a, 19, 19a are inserted into the second insertion holes 39a, 39c and the fourth insertion holes 37a, 37c. The steel bridge is reinforced and repaired by inserting and fixing the attachment portion 29 to the second member 10.

本発明は、
第１部材２１は、主桁上フランジ２１であり、
第２部材１０は、主桁上フランジ２１と、主桁ウェブ２３と、主桁下フランジ２２とに取付けられる垂直補剛材１０であることを特徴とする請求項１に記載の鋼構造物の補強・補修方法である。 The present invention
The first member 21 is a main girder upper flange 21.
2. The steel structure according to claim 1, wherein the second member 10 is a vertical stiffener 10 attached to a main girder upper flange 21, a main girder web 23, and a main girder lower flange 22. Reinforcement / repair method.

本発明は、
（ａ）鋼橋の橋床構造は、
主桁上フランジ２１、主桁ウェブ２３、および横桁上フランジ３１にウェブギャップ板９が溶接によって接合されて構成され、
（ｂ）ウェブギャップ板９の厚さ方向の両側に設けられる一対の補強部材２６ａ、タッピングボルト５４、および固定部材１７、１７ａ、１８、１８ａを準備し、
（ｂ１）各補強部材２６ａは、
主桁上フランジ２１のウェブギャップ板９に臨む下面２７に沿って配置され、タッピングボルト５４が挿通する遊通孔５１が形成される当接支持部２８ａ、および
当接支持部２８ａに連なり、ウェブギャップ板９に沿って配置され、固定部材１７、１７ａ、１８、１８ａが挿通可能な第１挿通孔３９ａ、３９ｂが形成される取付け部２９ａを備え、
当接支持部２８ａおよび取付け部２９ａが屈曲してＬ字状に形成され、
（ｂ２）タッピングボルト５４は、ボルト頭部、およびそのボルト頭部に連なるボルト軸部を有し、
（ｃ）ウェブギャップ板９に、第１挿通孔３９ａ、３９ｂに対応する位置で、固定部材１７、１７ａ、１９、１９ａが挿通可能な第２挿通孔３７ａ、３７ｂを形成し、
（ｄ）主桁上フランジ２１に、当接支持部２８ａの遊通孔５１に対応する位置で、タッピングボルト５４をねじ込むためのめねじ加工が施されていない下穴５０を形成し、
（ｅ）タッピングボルト５４のボルト軸部を、遊通孔５１を挿通して、下穴５０にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、
タッピングボルト５４を締付けることによって、主桁上フランジ２１に補強部材２６ａの当接支持部２８ａがねじ接合され、これによって、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１のウェブギャップ板９に臨む面２７に押付けて当接させた状態とし、ボルト軸部の端部は、主桁上フランジ２１の上面と面一（図１２、図１３）であり、
（ｆ）第１挿通孔３９ａ、３９ｂ、および第２挿通孔３７ａ、３７ｂに、固定部材１７、１７ａ、１９、１９ａを挿通して、ウェブギャップ板９に取付け部２９ａを固定することを特徴とする鋼橋の補強・補修方法である。 The present invention
(A) The bridge deck structure of the steel bridge is
The web gap plate 9 is joined to the main girder upper flange 21, the main girder web 23, and the cross girder upper flange 31 by welding,
(B) A pair of reinforcing members 26a, tapping bolts 54, and fixing members 17, 17a, 18, 18a provided on both sides in the thickness direction of the web gap plate 9 are prepared.
(B1) Each reinforcing member 26a is
The main girder upper flange 21 is disposed along the lower surface 27 facing the web gap plate 9 and is formed with a contact support portion 28a in which a through hole 51 through which the tapping bolt 54 is inserted is formed. It is provided along the gap plate 9 and includes a mounting portion 29a formed with first insertion holes 39a, 39b through which the fixing members 17, 17a, 18, 18a can be inserted.
The contact support portion 28a and the attachment portion 29a are bent and formed in an L shape,
(B2) The tapping bolt 54 has a bolt head and a bolt shaft portion connected to the bolt head.
(C) The web gap plate 9 is formed with second insertion holes 37a, 37b through which the fixing members 17, 17a, 19, 19a can be inserted at positions corresponding to the first insertion holes 39a, 39b.
(D) The main girder upper flange 21 is formed with a pilot hole 50 which is not subjected to female threading for screwing the tapping bolt 54 at a position corresponding to the free hole 51 of the contact support portion 28a.
(E) The bolt shaft portion of the tapping bolt 54 is inserted through the free hole 51 and screwed into the prepared hole 50 to advance while threading itself, and the female screw is formed by plastic deformation,
By tightening the tapping bolt 54, the abutment support portion 28a of the reinforcing member 26a is screwed to the main girder upper flange 21, whereby the abutment support portion 28a of the reinforcement member 26a is connected to the web gap plate of the main girder upper flange 21. 9, the end of the bolt shaft portion is flush with the upper surface of the main girder upper flange 21 (FIGS. 12 and 13).
(F) The fixing member 17, 17 a, 19, 19 a is inserted into the first insertion holes 39 a, 39 b and the second insertion holes 37 a, 37 b to fix the attachment portion 29 a to the web gap plate 9. This is a method for reinforcing and repairing steel bridges.

また本発明は、
（ａ）鋼橋の橋床構造は、
主桁上フランジ２１、主桁ウェブ２３、および横桁上フランジ３１にウェブギャップ板９が溶接によって接合されて構成され、
（ｂ）ウェブギャップ板の厚さ方向の両側に設けられる一対の補強部材２６ａを有し、
（ｂ１）各補強部材２６ａは、
主桁上フランジ２１のウェブギャップ板９に臨む下面２７に沿って配置され、タッピングボルト５４が挿通する遊通孔５１が形成される当接支持部２８ａ、および
当接支持部２８ａに連なり、ウェブギャップ板９に沿って配置され、固定部材１７、１７ａ、１８、１８ａが挿通可能な第１挿通孔３９ａ、３９ｂが形成される取付け部２９ａを備え、
当接支持部２８ａおよび取付け部２９ａが屈曲してＬ字状に形成され、
（ｂ２）タッピングボルト５４は、ボルト頭部、およびそのボルト頭部に連なるボルト軸部を有し、
（ｃ）ウェブギャップ板９に、第１挿通孔３９ａ、３９ｂに対応する位置で、固定部材１７、１７ａ、１９、１９ａが挿通可能な第２挿通孔３７ａ、３７ｂが形成され、
（ｄ）主桁上フランジ２１に、当接支持部２８ａの遊通孔５１に対応する位置で、タッピングボルト５４をねじ込むためのめねじ加工が施されていない下穴５１が形成され、
タッピングボルト５４のボルト軸部を、遊通孔５１に挿入して、下穴５０にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、
タッピングボルト５４を締付けることによって、主桁上フランジ２１に補強部材２６ａの当接支持部２８ａがねじ接合され、これによって、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１のウェブギャップ板９に臨む面２７に押付けて当接させた状態とし、ボルト軸部の端部は、主桁上フランジ２１の上面と面一（図１２、図１３）であり、
（ｅ）第１挿通孔３９ａ、３９ｂ、および第２挿通孔３７ａ、３７ｂに、固定部材１７、１７ａ、１９、１９ａを挿通して、ウェブギャップ板９に取付け部２９ａを固定することを特徴とする鋼橋の補強・補修構造である。 The present invention also provides
(A) The bridge deck structure of the steel bridge is
The web gap plate 9 is joined to the main girder upper flange 21, the main girder web 23, and the cross girder upper flange 31 by welding,
(B) having a pair of reinforcing members 26a provided on both sides in the thickness direction of the web gap plate;
(B1) Each reinforcing member 26a is
The main girder upper flange 21 is disposed along the lower surface 27 facing the web gap plate 9 and is formed with a contact support portion 28a in which a through hole 51 through which the tapping bolt 54 is inserted is formed. It is provided along the gap plate 9 and includes a mounting portion 29a formed with first insertion holes 39a, 39b through which the fixing members 17, 17a, 18, 18a can be inserted.
The contact support portion 28a and the attachment portion 29a are bent and formed in an L shape,
(B2) The tapping bolt 54 has a bolt head and a bolt shaft portion connected to the bolt head.
(C) The web gap plate 9 is formed with second insertion holes 37a, 37b through which the fixing members 17, 17a, 19, 19a can be inserted at positions corresponding to the first insertion holes 39a, 39b.
(D) The main girder upper flange 21 is formed with a pilot hole 51 which is not subjected to female thread processing for screwing the tapping bolt 54 at a position corresponding to the free hole 51 of the contact support portion 28a.
By inserting the bolt shaft portion of the tapping bolt 54 into the free hole 51 and screwing it into the pilot hole 50, the screw shaft advances while threading itself, and the female screw is formed by plastic deformation,
By tightening the tapping bolt 54, the abutment support portion 28a of the reinforcing member 26a is screwed to the main girder upper flange 21, whereby the abutment support portion 28a of the reinforcement member 26a is connected to the web gap plate of the main girder upper flange 21. 9, the end of the bolt shaft portion is flush with the upper surface of the main girder upper flange 21 (FIGS. 12 and 13).
(E) The fixing member 17, 17 a, 19, 19 a is inserted into the first insertion holes 39 a, 39 b and the second insertion holes 37 a, 37 b to fix the attachment portion 29 a to the web gap plate 9. This is a steel bridge reinforcement / repair structure.

本発明の鋼構造物の補強・補修方法によれば、一対の補強部材２６は、たとえば主桁上フランジ２１である第１部材の、たとえば垂直補剛材１０である第２部材に臨む面２７に配置される当接支持部２８と、当接支持部２８に連なり、第２部材に沿って延びる取付け部２９とを有する。この補強部材は、固定部材１７、１７ａ、１９、１９ａによって、当接支持部が第１部材の第２部材に臨む面２７に押付けられて当接し、この状態で、取付け部２９が第２部材に固定され、第１部材と第２部材との接合部に作用する繰返し荷重の少なくとも一部を補強部材が負荷するように構成されるので、補強部材を第１部材および第２部材に固定部材を用いて容易に取付け、接合部の亀裂の進展を防ぎ、亀裂発生箇所を補強および補修することができる。 According to steel structures reinforcement and repair method of the present invention, a pair of reinforcing members 26, the first member is a main girder on the flange 21 For example other, to reach the second member for example a vertical stiffener 10 It has the contact support part 28 arrange | positioned at the surface 27, and the attaching part 29 which continues to the contact support part 28 and extends along the 2nd member. The reinforcing member is abutted against the surface 27 of the first member facing the second member of the first member by the fixing members 17, 17 a , 19, and 19 a , and in this state, the attachment portion 29 is in contact with the second member. Since the reinforcing member is configured to load at least a part of the repetitive load acting on the joint between the first member and the second member, the reinforcing member is fixed to the first member and the second member. It is possible to easily attach and prevent the crack from progressing at the joint, and to reinforce and repair the crack occurrence point.

このような補強部材の取付け作業は、押付け装置３０によって、補強部材の当接支持部を第１部材の前記面２７に押付けて当接させた状態とし、取付け部を固定部材によって第２部材に固定すればよいので、第１部材および第２部材に対して補強部材を取付ける側から行なうことができ、前記従来技術のように、第１部材を主桁上フランジとし、第２部材を垂直補剛材やウェブギャップ板としたとき、コンクリート床版などの床組や舗装を撤去する必要がなく、床組の下方の空間で補強部材の取付け作業を行なうことができる。したがって、亀裂発生箇所の補強・補修作業を、車両や歩行者の通行を制限または停止せずに、実施することができる。 The reinforcing member is attached by pressing the reinforcing member abutting support portion against the surface 27 of the first member by the pressing device 30 and attaching the attaching portion to the second member by the fixing member. Since it only has to be fixed, it can be performed from the side where the reinforcing member is attached to the first member and the second member. As in the prior art, the first member is a main girder upper flange and the second member is a vertical complement. When a rigid material or a web gap plate is used, it is not necessary to remove a floor set such as a concrete floor slab or a pavement, and the attachment work of the reinforcing member can be performed in a space below the floor set. Therefore, the reinforcement / repair work of the crack occurrence location can be performed without restricting or stopping the traffic of the vehicle or the pedestrian.

また本発明によれば、補強部材２６ａは、当接支持部２８ａと取付け部２９ａとが屈曲してＬ字状に連なった構成であり、当接支持部２８ａには遊通孔５１が穿設され、主桁上フランジ２１である第１部材には下穴５０が形成されるので、遊通孔５１が下穴５０上に配置されるように、補強部材２６ａを主桁上フランジ２１である第１部材に位置決めした状態で、タッピングボルト５４のボルト軸部を遊通孔５１に挿入して、下穴５０にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、タッピングボルト５４を締付けることによって、主桁上フランジ２１である第１部材に補強部材２６ａの当接支持部２８ａがねじ接合される。これによって、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１である第１部材の、ウエブギャップ板９である第２部材に臨む面２７に押付けて当接させた状態とすることができ、図１２、図１３に明らかに示されるとおり、ボルト軸部の端部は、主桁上フランジ２１の上面と面一であり、補強部材２６ａの主桁上フランジ２１である第１部材への取付け作業を簡素化および容易化し、取付け作業の効率を向上することができる。 Further, according to the present invention, the reinforcing member 26a has a configuration in which the contact support portion 28a and the attachment portion 29a are bent and connected in an L shape , and the through hole 51 is formed in the contact support portion 28a. Since the first member that is the main girder upper flange 21 is formed with the pilot hole 50, the reinforcing member 26 a is the main girder upper flange 21 so that the free hole 51 is disposed on the pilot hole 50. With the bolt shaft portion of the tapping bolt 54 inserted into the free hole 51 and being screwed into the prepared hole 50 in a state of being positioned on the first member , the screw thread is advanced while being threaded, and the female screw is formed by plastic deformation, By tightening the tapping bolt 54, the contact support portion 28a of the reinforcing member 26a is screwed to the first member which is the main girder upper flange 21 . Accordingly, the contact support portion 28a of the reinforcing member 26a is pressed against the surface 27 of the first member, which is the main girder upper flange 21, which faces the second member, which is the web gap plate 9. 12 and 13, the end of the bolt shaft portion is flush with the upper surface of the main girder upper flange 21, and to the first member that is the main girder upper flange 21 of the reinforcing member 26 a. The mounting operation can be simplified and facilitated, and the efficiency of the mounting operation can be improved.

本発明の一実地形態の鋼構造物の補強・補修構造を示す斜視図である。It is a perspective view which shows the reinforcement and repair structure of the steel structure of the actual form of this invention. 鋼桁橋の橋床構造１の一部の斜視図である。It is a one part perspective view of the bridge deck structure 1 of a steel girder bridge. 主桁上フランジ２１付近を橋軸Ｌ１方向に見た拡大断面図である。It is the expanded sectional view which looked at the main girder upper flange 21 vicinity in the direction of a bridge axis L1. 垂直補剛材１０付近の拡大斜視図である。It is an expansion perspective view of the vertical stiffener 10 vicinity. 垂直補剛材１０の上端部と主桁上フランジ２１との接合部に疲労亀裂が発生した場合の補強・補修手順を示すフローチャートである。4 is a flowchart showing a reinforcement / repair procedure when a fatigue crack occurs in a joint portion between an upper end portion of a vertical stiffener 10 and a main girder upper flange 21; 補強部材２６が垂直補剛材１０の上端部に取付けられた状態を示す断面図である。2 is a cross-sectional view showing a state in which a reinforcing member 26 is attached to an upper end portion of a vertical stiffener 10. FIG. 押付け装置３０を垂直補剛材１０に取付けた状態を示す断面図である。FIG. 3 is a cross-sectional view showing a state where the pressing device 30 is attached to the vertical stiffener 10. 押付け装置３０の拡大断面図である。3 is an enlarged cross-sectional view of a pressing device 30. FIG. 垂直補剛材１０およびガセット２０に形成された既存のボルト挿通孔３７ａ，３７ｂ，３７ｃ；３８ａ，３８ｂ，３８ｃ付近の拡大断面図である。It is an expanded sectional view near existing bolt insertion holes 37a, 37b, 37c; 38a, 38b, 38c formed in the vertical stiffener 10 and the gusset 20. 垂直補剛材１０付近の一部の断面図である。FIG. 3 is a partial cross-sectional view in the vicinity of a vertical stiffener 10. 垂直補剛材１０付近の一部の斜視図である。FIG. 3 is a perspective view of a part near the vertical stiffener 10. 本発明の他の実施形態の鋼構造物の補強・補修構造を示す断面図である。It is sectional drawing which shows the reinforcement and repair structure of the steel structure of other embodiment of this invention. 図１２の右側から見た断面図である。It is sectional drawing seen from the right side of FIG. ウェブギャップ板９の上端部に疲労亀裂が発生した場合の補強・補修手順を示すフローチャートである。5 is a flowchart showing a reinforcement / repair procedure when a fatigue crack is generated at the upper end of the web gap plate 9. ウェブギャップ部付近の一部の断面図である。FIG. 4 is a partial cross-sectional view in the vicinity of a web gap portion. ウェブギャップ部付近の一部の斜視図である。It is a one part perspective view of the web gap part vicinity.

図１は本発明の一実地形態の鋼構造物の補強・補修構造を示す斜視図であり、図２は鋼桁橋の橋床構造１の一部の斜視図である。図１は、図２のセクションＩを拡大して示し、図２は図解を容易にするため、部分的に切欠いて示されている。本実施形態の鋼構造物の補強・補修構造は、本発明の構造物の補強・補修方法を実施することによって構築されるものとして、以下に説明する。鋼構造物である鋼桁橋の橋床構造１は、橋軸Ｌ１方向に延びる複数の主桁２と、各主桁２に垂直に延び、橋軸Ｌ１方向に互いに間隔をあけて配設される複数の分配横桁（以下、「横桁」と略記する）３と、各横桁３間に橋軸Ｌ１方向に互いに間隔をあけて配設される複数の対傾構４とを有する。各主桁２上には、コンクリート床版５が敷設され、コンクリート床版５の上方に臨む表面には、防水シート６が敷設され、防水シート６上にはアスファルトなどによって舗装７が敷設される。   FIG. 1 is a perspective view showing a steel structure reinforcement / repair structure according to one embodiment of the present invention, and FIG. 2 is a perspective view of a part of a bridge deck structure 1 of a steel girder bridge. FIG. 1 shows a section I of FIG. 2 in an enlarged manner, and FIG. 2 is shown partially cut away for ease of illustration. The steel structure reinforcement / repair structure of this embodiment will be described below as being constructed by carrying out the structure reinforcement / repair method of the present invention. The steel girder bridge deck structure 1 which is a steel structure is provided with a plurality of main girders 2 extending in the direction of the bridge axis L1 and perpendicular to each main girder 2 and spaced from each other in the direction of the bridge axis L1. A plurality of distribution cross beams (hereinafter abbreviated as “horizontal beams”) 3 and a plurality of counter-tilt structures 4 disposed between the cross beams 3 at intervals in the direction of the bridge axis L1. A concrete floor slab 5 is laid on each main girder 2, a waterproof sheet 6 is laid on the surface facing the concrete floor slab 5, and a pavement 7 is laid on the waterproof sheet 6 by asphalt or the like. .

主桁２は、第１部材としての主桁上フランジ２１と、主桁下フランジ２２と、主桁上フランジ２１および主桁下フランジ２２を連結する主桁ウェブ２３とを有する。主桁２は、たとえば断面がＩ字状の構造用鋼材から成る。横桁３は、横桁上フランジ３１と、横桁下フランジ３２と、横桁上フランジ３１および横桁下フランジ３２を連結する横桁ウェブ３３とを有する。横桁３は、前述の主桁２と同様な、断面Ｉ字状の構造用鋼材から成る。   The main girder 2 includes a main girder upper flange 21 as a first member, a main girder lower flange 22, and a main girder web 23 that connects the main girder upper flange 21 and the main girder lower flange 22. The main girder 2 is made of, for example, a structural steel material having an I-shaped cross section. The cross beam 3 includes a cross beam upper flange 31, a cross beam lower flange 32, and a cross beam web 33 that connects the cross beam upper flange 31 and the cross beam lower flange 32. The cross beam 3 is made of a structural steel material having an I-shaped cross section similar to the main beam 2 described above.

主桁上フランジ２１と横桁上フランジ３１との間には、第２部材としてのウェブギャップ板９が設けられ、主桁上フランジ２１と主桁下フランジ２２との間には、第２部材としての垂直補剛材１０が設けられる。ウェブギャップ板９の上端部と主桁上フランジ２１とは、溶接金属から成るビード１１を形成する溶接によって接合され、ウェブギャップ板９の下端部と横桁上フランジ３１とはビード１２を形成する溶接によって接合され、ウェブギャップ板９の一側端部と主桁ウェブ２３とはビード１３を形成する溶接によって接合される。   A web gap plate 9 as a second member is provided between the main girder upper flange 21 and the horizontal girder upper flange 31, and a second member is disposed between the main girder upper flange 21 and the main girder lower flange 22. A vertical stiffener 10 is provided. The upper end of the web gap plate 9 and the main girder upper flange 21 are joined by welding to form a bead 11 made of weld metal, and the lower end of the web gap plate 9 and the cross girder upper flange 31 form a bead 12. One end of the web gap plate 9 and the main girder web 23 are joined by welding to form a bead 13.

図３は、主桁上フランジ２１付近を橋軸Ｌ１方向に見た拡大断面図であり、図４は垂直補剛材１０付近の拡大斜視図である。垂直補剛材１０の上端部と主桁上フランジ２１とは、溶接金属から成るビード１４を形成する溶接によって接合され、垂直補剛材１０の下端部と主桁下フランジ２２とは、ビード１５を形成する溶接によって接合され、垂直補剛材１０の一側端部と主桁ウェブ２３とは、ビード１６を形成する溶接によって接合される。   3 is an enlarged cross-sectional view of the vicinity of the main girder upper flange 21 in the direction of the bridge axis L1, and FIG. 4 is an enlarged perspective view of the vicinity of the vertical stiffener 10. The upper end of the vertical stiffener 10 and the main girder upper flange 21 are joined by welding to form a bead 14 made of weld metal, and the lower end of the vertical stiffener 10 and the lower main girder flange 22 are joined to the bead 15. The one end of the vertical stiffener 10 and the main girder web 23 are joined by welding to form the bead 16.

垂直補剛材１０の上端部には、固定部材としての第１〜第３ボルト１７〜１９および第１〜第３ボルト１７〜１９に螺着される第１〜第３ナット１７ａ〜１９ａによって、ガセット２０が固定され、ガセット２０には対傾構２５が溶接によって接合される。第１〜第３ボルト１７〜１９は高張力ボルトが用いられ、第１〜第３ナット１７ａ〜１９ａは高張力ナットが用いられる。   At the upper end of the vertical stiffener 10, first to third bolts 17 to 19 and first to third nuts 17a to 19a that are screwed to the first to third bolts 17 to 19 as fixing members, The gusset 20 is fixed, and an anti-tilt 25 is joined to the gusset 20 by welding. High tension bolts are used for the first to third bolts 17 to 19, and high tension nuts are used for the first to third nuts 17a to 19a.

図５は、垂直補剛材１０の上端部と主桁上フランジ２１との接合部に疲労亀裂が発生した場合の補強・補修手順を示すフローチャートであり、図６は補強部材２６が垂直補剛材１０の上端部に取付けられた状態を示す断面図である。まず、ステップｓ０で補強・補修作業が開始され、１つの補強箇所に２枚の補強部材２６が用いられ、補強箇所数分の補強部材２６が準備される。補強部材２６は、第１部材である主桁上フランジ２１の、第２部材である主桁ウェブ２３に臨む面である下面２７に当接させた状態で配置される当接支持部２８と、当接支持部２８に連なり、主桁ウェブ２３に沿って延びる取付け部２９とを有する。本実施形態において、補強部材２６は、図６の紙面に垂直な方向である正面視において、台形状の構造用鋼板から成り、斜辺を上方にして、先端部が主桁ウェブ２３から離れた側に配設される。このような先端部およびその近傍によって、上記の当接支持部２８が構成される。主桁ウェブ２３およびガセット２０に両側には、フィラープレート３６を介して補強部材２６がそれぞれ配設され、第１〜第３ボルト１７〜１９に第１〜第３ナット１７ａ〜１９ａを螺着して締付けることによって、各補強部材２６の取付け部２９間で、主桁ウェブ２３、ガセット２０および各フィラープレート３６が摩擦接合される。   FIG. 5 is a flowchart showing a reinforcing / repairing procedure when a fatigue crack occurs at the joint between the upper end portion of the vertical stiffener 10 and the main girder upper flange 21, and FIG. 3 is a cross-sectional view showing a state where the upper end of the material 10 is attached. FIG. First, reinforcement / repair work is started in step s0, and two reinforcing members 26 are used for one reinforcing portion, and the reinforcing members 26 corresponding to the number of reinforcing portions are prepared. The reinforcing member 26 includes a contact support portion 28 that is disposed in a state in which the main member upper flange 21 that is the first member is in contact with the lower surface 27 that faces the main beam web 23 that is the second member, It has an attachment portion 29 that is continuous with the contact support portion 28 and extends along the main girder web 23. In the present embodiment, the reinforcing member 26 is made of a trapezoidal structural steel plate when viewed from the front, which is a direction perpendicular to the paper surface of FIG. 6, with the hypotenuse on the upper side and the tip portion away from the main girder web 23. It is arranged. The abutting support portion 28 is configured by such a tip portion and the vicinity thereof. Reinforcing members 26 are disposed on both sides of the main girder web 23 and the gusset 20 via filler plates 36, and the first to third nuts 17a to 19a are screwed to the first to third bolts 17 to 19, respectively. By tightening, the main girder web 23, the gusset 20 and the filler plates 36 are frictionally joined between the attachment portions 29 of the reinforcing members 26.

このような補強部材２６がステップｓ０で準備されると、ステップｓ１で垂直補剛材１０に、後述の図７および図８に示す押付け装置３０を取付けるための第５挿通孔である下穴３５を穿設する。下穴３５が形成されると、ステップｓ２へ移り、垂直補剛材１０とガセット２０とを固定している既存のボルトを取外す。 When such a reinforcing member 26 is prepared in step s0, a pilot hole 35 that is a fifth insertion hole for attaching a pressing device 30 shown in FIGS. 7 and 8 to be described later to the vertical stiffener 10 in step s1. To drill. If the pilot hole 35 is formed, it will move to step s2 and the existing bolt which has fixed the vertical stiffener 10 and the gusset 20 will be removed.

図７は、押付け装置３０を垂直補剛材１０に取付けた状態を示す断面図であり、図８は押付け装置３０の拡大断面図である。図９は、垂直補剛材１０およびガセット２０に形成された既存のボルト挿通孔３７ａ，３７ｂ，３７ｃ；３８ａ，３８ｂ，３８ｃ付近の拡大断面図である。垂直補剛材１０およびガセット２０には、３本の既存ボルトのボルト軸部が挿通するボルト挿通孔３７ａ、３７ｂ、３７ｃ；３８ａ，３８ｂ，３８ｃが形成される。垂直補剛材１０のボルト挿通孔３７ａ〜３７ｃのうち、ボルト挿通孔３７ｂを第３挿通孔とし、ボルト挿通孔３７ａ、３９ｃを第４挿通孔とする。これらの既存のボルト挿通孔３７ａ，３７ｂ，３７ｃ；３８ａ，３８ｂ，３８ｃの内径Ｄ１は、たとえばφ２４．５ｍｍである。 FIG. 7 is a cross-sectional view showing a state in which the pressing device 30 is attached to the vertical stiffener 10, and FIG. 8 is an enlarged cross-sectional view of the pressing device 30. FIG. 9 is an enlarged cross-sectional view in the vicinity of existing bolt insertion holes 37a, 37b, 37c; 38a, 38b, 38c formed in the vertical stiffener 10 and the gusset 20. The vertical stiffener 10 and the gusset 20 are formed with bolt insertion holes 37a, 37b, 37c; 38a, 38b, 38c through which the bolt shaft portions of three existing bolts are inserted. Among the bolt insertion holes 37a to 37c of the vertical stiffener 10, the bolt insertion hole 37b is a third insertion hole, and the bolt insertion holes 37a and 39c are fourth insertion holes. The inner diameter D1 of these existing bolt insertion holes 37a, 37b, 37c; 38a, 38b, 38c is, for example, φ24.5 mm.

次にステップｓ３で、補強部材２６およびフィラープレート３６を上段の第１ボルト１７およびナット１７ａ、下段の第３ボルト１９およびナット１９ａによって、垂直補剛材１０およびガセット２０に取付け、仮固定する。   Next, in step s3, the reinforcing member 26 and the filler plate 36 are attached to the vertical stiffener 10 and the gusset 20 and temporarily fixed by the upper first bolt 17 and nut 17a and the lower third bolt 19 and nut 19a.

補強部材２６およびフィラープレート３６には、上記既存のボルト挿通孔３７ａ，３７ｂ，３７ｃ；３８ａ，３８ｂ，３８ｃに対応した同一の間隔で、第１〜第３ボルト１７〜１９のボルト軸部が挿通するボルト挿通孔３９ａ〜３９ｃ，４０ａ〜４０ｃがそれぞれ形成される。補強部材２６の取付け部２９のボルト挿通孔３９ａ〜３９ｃのうち、ボルト挿通孔３９ｂを第１挿通孔とし、ボルト挿通孔３９ａ、３９ｃを第２挿通孔とする。これらのボルト挿通孔３９ａ〜３９ｃの内径Ｄ２は、既存のボルト挿通孔３７ａ〜３７ｃ，３８ａ〜３８ｃの内径Ｄ１よりも大きい値、たとえばＳ２＝２６．５ｍｍに選ばれる。また、フィラープレート３６のボルト挿通孔４０ａ〜４０ｃの内径Ｄ３は、既存のボルト挿通孔３７ａ〜３７ｃ，３８ａ〜３８ｃの内径Ｄ１と同一（Ｄ３＝Ｄ１）に選ばれる。 Bolt shaft portions of the first to third bolts 17 to 19 are inserted into the reinforcing member 26 and the filler plate 36 at the same intervals corresponding to the existing bolt insertion holes 37a, 37b, and 37c; 38a, 38b, and 38c. Bolt insertion holes 39a to 39c and 40a to 40c are formed respectively. Among the bolt insertion holes 39a to 39c of the attachment portion 29 of the reinforcing member 26, the bolt insertion hole 39b is a first insertion hole, and the bolt insertion holes 39a and 39c are second insertion holes. The inner diameter D2 of these bolt insertion holes 39a to 39c is selected to be larger than the inner diameter D1 of the existing bolt insertion holes 37a to 37c, 38a to 38c, for example, S2 = 26.5 mm. Further, the inner diameter D3 of the bolt insertion holes 40a to 40c of the filler plate 36 is selected to be the same as the inner diameter D1 of the existing bolt insertion holes 37a to 37c, 38a to 38c (D3 = D1).

補強部材２６は、フィラープレート３６とともに垂直補剛材１０およびガセット２０に、これらを挟持するように装着された状態では、ボルト挿通孔３９ａ〜３９ｃを規定する内周面の最上部３９ａ１〜３９ｃ１が、垂直補剛材１０のボルト挿通孔３７ａ〜３７ｃを規定する内周面の最上部およびガセット２０のボルト挿通孔３８ａ〜３８ｃを規定する内周面の最上部およびフィラープレート３６のボルト挿通孔４０ａ〜４０ｃを規定する内周面の最上部よりも下方に突出するように取付けられる。   When the reinforcing member 26 is attached to the vertical stiffener 10 and the gusset 20 together with the filler plate 36 so as to sandwich them, the uppermost portions 39a1 to 39c1 of the inner peripheral surface defining the bolt insertion holes 39a to 39c are formed. The uppermost part of the inner peripheral surface that defines the bolt insertion holes 37a to 37c of the vertical stiffener 10 and the uppermost part of the inner peripheral surface that defines the bolt insertion holes 38a to 38c of the gusset 20 and the bolt insertion hole 40a of the filler plate 36. It attaches so that it may protrude below rather than the uppermost part of the internal peripheral surface which defines -40c.

ステップｓ４に移り、補強部材２６が上段および下段のボルト１７，１９およびナット１７ａ，１９ａによって垂直補剛材１０およびガセット２０に取付けられた状態で、中段のボルト挿通孔３７ｂ，３８ｂ，３９ｂ，４０ｂおよび下穴３５を利用して、押付け装置３０が取付けられる。   Proceeding to step s4, the reinforcing member 26 is attached to the vertical stiffener 10 and the gusset 20 by the upper and lower bolts 17, 19 and the nuts 17a, 19a, and the middle bolt insertion holes 37b, 38b, 39b, 40b. The pressing device 30 is attached using the pilot hole 35.

前述のとおり、前記下面２７に補強部材２６の当接支持部２８が当接している状態では、補強部材２６のボルト挿通孔３９ｂを規定する内周面の前記面２７に最も近い部分である図９の最上部３９ｂ１は、垂直補剛材１０のボルト挿通孔３７ｂを規定する内周面の前記面２７に最も近い部分である図９の最上部よりも、前記面２７から遠ざかって（すなわち、図９の下方に）突出している。
押付け装置３０は、細長い第１連結部としての連結ボルト４１の外ねじが刻設された軸線方向両端部に幅調整用保持体４２ａ，４２ｂが装着され、各一対のナット４３ａ，４３ｂによって固定して位置決めされる。各幅調整用保持体４２ａ，４２ｂには、ねじ棒４４ａ，４４ｂの軸線方向一端部のそれぞれが回転自在に保持される。ねじ棒４４ａ，４４ｂには、可動部材４５ａ，４５ｂが螺着され、各可動部材４５ａ，４５ｂには、連結ボルト４１と対を成す細長い第２連結部としてのもう１つの連結ボルト４６の軸線方向両端部が螺着され、互いに連結される。各ねじ棒４４ａ，４４ｂの軸線方向他端部には、一直径線方向に貫通した貫通孔４７ａ，４７ｂが形成され、これらの貫通孔４７ａ，４７ｂにレバーなどの操作工具を挿入して回転操作することによって、各可動部材４５ａ，４５ｂはねじ棒４４ａ，４４ｂの軸線方向に移動し、下段の連結ボルト４６が垂直補剛材１０の下穴３５を挿通して該下穴３５を規定する内周面の前記面２７から最も遠い部分である最下部に支持された状態で、上段の連結ボルト４１によって各補強部材２６の第１挿通孔としてのボルト挿通孔３９ｂを規定する内周面の前記面２７に最も近い部分である最上部３９ｂ１を押上げる。ステップｓ５で、各補強部材２６の上端部である当接支持部２８を主桁上フランジ２１の下面２７に向けて押して当接させて押上げ状態にして、垂直補剛材１０が主桁上フランジ２１から下方へ離反する方向へ反力を与え、これによって垂直補剛材１０にプレストレスを付与する。 As described above, in a state where the abutting support portion 28 of the reinforcing member 26 is in contact with the lower surface 27, the figure is the portion closest to the surface 27 of the inner peripheral surface that defines the bolt insertion hole 39b of the reinforcing member 26. 9 is farther from the surface 27 than the uppermost portion of FIG. 9 which is the portion closest to the surface 27 of the inner peripheral surface that defines the bolt insertion hole 37b of the vertical stiffener 10 (ie, the uppermost portion 39b1 of the vertical stiffener 10). It protrudes (downward in FIG. 9).
The pressing device 30 has width adjusting holding bodies 42a and 42b attached to both ends in the axial direction where external threads of a connecting bolt 41 as an elongated first connecting portion are engraved, and are fixed by a pair of nuts 43a and 43b. Is positioned. Each of the width adjusting holders 42a and 42b rotatably holds one end of the screw rods 44a and 44b in the axial direction. Movable members 45a and 45b are screwed onto the screw rods 44a and 44b, and the axial direction of another connecting bolt 46 as an elongated second connecting portion paired with the connecting bolt 41 is connected to each of the movable members 45a and 45b. Both ends are screwed and connected to each other. At the other end in the axial direction of each screw rod 44a, 44b, through holes 47a, 47b penetrating in the diameter direction are formed, and an operation tool such as a lever is inserted into these through holes 47a, 47b for rotation operation. As a result, the movable members 45a and 45b move in the axial direction of the screw rods 44a and 44b, and the lower connecting bolt 46 is inserted through the lower hole 35 of the vertical stiffener 10 to define the lower hole 35. The inner peripheral surface defining the bolt insertion hole 39b as the first insertion hole of each reinforcing member 26 by the upper connecting bolt 41 in a state where it is supported by the lowermost portion which is the portion farthest from the surface 27 of the peripheral surface. The uppermost part 39b1 , which is the part closest to the surface 27, is pushed up. In step s5, the abutting support portion 28, which is the upper end portion of each reinforcing member 26, is pushed and brought into contact with the lower surface 27 of the main girder upper flange 21, so that the vertical stiffener 10 is placed on the main girder. A reaction force is applied in a direction away from the flange 21, thereby prestressing the vertical stiffener 10.

その後、ステップｓ６で、上段および下段の第１、第３ボルト１７，１９およびナット１７ａ，１９ａを本締めし、ステップｓ７で押付け装置３０を取外し、ステップｓ８で中段の第２ボルト１８およびナット１８ａを取付けて本締めする。   Thereafter, in step s6, the upper and lower first and third bolts 17, 19 and nuts 17a, 19a are finally tightened. In step s7, the pressing device 30 is removed, and in step s8, the middle second bolt 18 and nut 18a. Install and tighten.

このようにして図１０の断面図および図１１の斜視図に示されるように、垂直補剛材１０と主桁上フランジ２１ととの交差部付近の溶接部から発生した亀裂４８，４９の進展を抑えるように、垂直補剛材１０にプレストレスを付与し、ステップｓ９で補強・補修作業が終了する。このような補強・補修方法を実施することによって、本発明に従う鋼構造体の補強・補修構造が実現されて、垂直補剛材１０に付与されたプレストレスと上載荷重による応力とが相殺し、亀裂４８，４９が発生している部位の応力を低減し、亀裂４８，４９の進展を阻止するとともに、新たな亀裂の発生を防止し、亀裂４８，４９が発生した部位およびその近傍を補強することができる。   Thus, as shown in the cross-sectional view of FIG. 10 and the perspective view of FIG. 11, the development of cracks 48 and 49 generated from the weld near the intersection between the vertical stiffener 10 and the main girder upper flange 21. Thus, prestress is applied to the vertical stiffener 10 so that the reinforcement / repair operation is completed in step s9. By carrying out such a reinforcement / repair method, the steel structure reinforcement / repair structure according to the present invention is realized, and the prestress applied to the vertical stiffener 10 and the stress due to the overload are offset, The stress at the site where the cracks 48 and 49 are generated is reduced, the progress of the cracks 48 and 49 is prevented, the generation of new cracks is prevented, and the site where the cracks 48 and 49 are generated and the vicinity thereof are reinforced. be able to.

図１２は、本発明の他の実施形態の鋼構造物の補強・補修構造を示す断面図であり、図１３は図１２の右側から見た断面図である。本実施形態では、ウェブギャップ板９の補強・補修構造および方法について説明する。なお、前述の実施形態と対応する部分には、同一の参照符を付す。   FIG. 12 is a cross-sectional view showing a steel structure reinforcement / repair structure according to another embodiment of the present invention, and FIG. 13 is a cross-sectional view seen from the right side of FIG. In the present embodiment, a reinforcing and repairing structure and method for the web gap plate 9 will be described. Note that the same reference numerals are given to portions corresponding to the above-described embodiment.

本実施形態の補強部材２６ａは、主桁上フランジ２１のウェブギャップ板９に臨む下面２７に配置される当接支持部２８ａと、当接支持部２８ａに連なり、ウェブギャップ板９に沿って延びる取付け部２９ａとを有する。補強部材２６ａの取付け部２９ａは、当接支持部２８ａに連なり、ウェブギャップ板９に沿って配置され、第１挿通孔としてのボルト挿通孔３９ａ、３９ｂを有する。ウェブギャップ板９は、ボルト挿通孔３９ａ、３９ｂに対応する位置で、第２挿通孔としてのボルト挿通孔３７ａ、３７ｂを有する。
この補強部材２６ａは、断面がＬ字状の山型鋼から成る短尺材であり、固定部材としての第１および第２ボルト１７、１８、ナット１７ａ、１８ａによって、当接支持部２８ａが主桁上フランジ２１のウェブギャップ板９に臨む下面２７にタッピングボルト５４で押付けられて当接し、この状態で、取付け部２９ａがウェブギャップ板９に摩擦接合によって固定され、主桁上フランジ２１とウェブギャップ板９との接合部に作用する繰返し荷重の少なくとも一部を補強部材２６ａが負荷するように構成される。これによって、補強部材２６ａを主桁上フランジ２１およびウェブギャップ板９にボルト１７、１８、ナット１７ａ、１８ａを用いて容易に取付け、接合部の亀裂の進展を防ぎ、亀裂発生箇所を補強および補修することができる。
タッピングボルト５４のボルト軸部を、遊通孔５１を挿通して、下穴５０にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、タッピングボルト５４を締付けることによって、主桁上フランジ２１に補強部材２６ａの当接支持部２８ａがねじ接合され、これによって、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１のウェブギャップ板９に臨む面２７に押付けて当接させた状態とし、図１２、図１３に明らかに示されるとおり、ボルト軸部の端部は、主桁上フランジ２１の上面と面一である。 The reinforcing member 26 a according to the present embodiment is connected to the lower surface 27 of the main girder upper flange 21 facing the web gap plate 9, and is connected to the abutting support portion 28 a and extends along the web gap plate 9. And an attachment portion 29a. The attachment portion 29a of the reinforcing member 26a is connected to the contact support portion 28a, is disposed along the web gap plate 9, and has bolt insertion holes 39a and 39b as first insertion holes. The web gap plate 9 has bolt insertion holes 37a and 37b as second insertion holes at positions corresponding to the bolt insertion holes 39a and 39b.
The reinforcing member 26a is a short material made of angle steel having an L-shaped cross section. The first and second bolts 17 and 18 and the nuts 17a and 18a as the fixing members allow the contact support portion 28a to be positioned on the main girder. The lower surface 27 of the flange 21 facing the web gap plate 9 is pressed against and brought into contact with the tapping bolt 54. In this state, the mounting portion 29a is fixed to the web gap plate 9 by friction bonding, and the main girder upper flange 21 and the web gap plate 9 is configured such that the reinforcing member 26a applies at least a part of the repetitive load acting on the joint portion with the member 9. As a result, the reinforcing member 26a can be easily attached to the main girder upper flange 21 and the web gap plate 9 using the bolts 17 , 18 and nuts 17a, 18a , preventing the progress of cracks in the joints, and reinforcing and repairing the crack occurrence points. can do.
By screwing the bolt shaft portion of the tapping bolt 54 through the free hole 51 and screwing it into the pilot hole 50, the screw shaft advances by threading itself, the female screw is formed by plastic deformation, and the tapping bolt 54 is tightened. The abutment support portion 28a of the reinforcing member 26a is screwed to the main girder upper flange 21. As a result, the abutment support portion 28a of the reinforcement member 26a is pressed against the surface 27 facing the web gap plate 9 of the main girder upper flange 21. As shown in FIGS. 12 and 13, the end of the bolt shaft portion is flush with the upper surface of the main girder upper flange 21.

このような補強部材２６ａの取付け作業は、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１の前記下面２７に押付けて当接させた状態とし、取付け部２９ａをボルト１７，１８によってウェブギャップ板９に固定すればよいので、主桁上フランジ２１および垂直補剛材１０に対して補強部材２６を取付ける側から行うことができ、前記従来技術のように、コンクリート床版などの床組や舗装を撤去する必要がなく、床組の下方の空間で補強部材２６ａの取付け作業を行うことができる。したがって、亀裂発生箇所の補強・補修作業を、車両や歩行者の通行を制限または停止せずに、実施することができる。   Such a mounting operation of the reinforcing member 26a is performed by bringing the abutting support portion 28a of the reinforcing member 26a into contact with the lower surface 27 of the main girder upper flange 21 and contacting the mounting portion 29a with the bolts 17 and 18. Since it only has to be fixed to the gap plate 9, it can be carried out from the side where the reinforcing member 26 is attached to the main girder upper flange 21 and the vertical stiffener 10. It is not necessary to remove the pavement or the pavement, and the reinforcing member 26a can be attached in the space below the floor assembly. Therefore, the reinforcement / repair work of the crack occurrence location can be performed without restricting or stopping the traffic of the vehicle or the pedestrian.

また、補強部材２６ａは、当接支持部２８ａと取付け部２９ａとが屈曲してＬ字状に連なった構成であり、当接支持部２８ａには遊通孔である下穴５１が穿設され、主桁上フランジ２１には下穴５１よりも小径の下穴５０が形成されるので、主桁上フランジ２１の下穴５０が当接支持部２８ａの下穴５１上に配置されるように、補強部材２６ａを主桁上フランジ２１に位置決めし、タッピングボルト５４のボルト軸部を下穴５１に挿入して、タッピングボルト５４を下穴５０にねじ込んで自らねじ切りをしつつ進んで締付けることによって、主桁上フランジ２１に補強部材２６ａの当接支持部２８ａが支圧接合され、その後、取付け部２９ａをボルト１７，１８によってフィラープレート３６を介してウェブギャップ板９に摩擦接合させる。これによって、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１の下面２７に押付けて当接させた状態とし、前述の実施形態と同様に、当接支持部２８ａをタッピングボルト５４を締め込むことによって、ウェブギャップ板９にプレストレスを付与することができ、補強部材２６ａの主桁上フランジ２１への取付け作業を簡素化および容易化し、取付け作業の効率を向上することができる。 Further, the reinforcing member 26a has a configuration in which the contact support portion 28a and the attachment portion 29a are bent and connected in an L shape , and the contact support portion 28a is provided with a pilot hole 51 which is a free hole. The main girder upper flange 21 is formed with a pilot hole 50 having a diameter smaller than that of the lower hole 51, so that the lower hole 50 of the main girder upper flange 21 is disposed on the lower hole 51 of the contact support portion 28a. By positioning the reinforcing member 26a on the main girder upper flange 21, inserting the bolt shaft portion of the tapping bolt 54 into the lower hole 51 , screwing the tapping bolt 54 into the lower hole 50, and proceeding and tightening while threading itself . The abutment support portion 28 a of the reinforcing member 26 a is pressure-bonded to the main girder upper flange 21, and then the attachment portion 29 a is frictionally joined to the web gap plate 9 via the filler plate 36 with the bolts 17 and 18. As a result, the contact support portion 28a of the reinforcing member 26a is pressed against the lower surface 27 of the main girder upper flange 21, and the contact support portion 28a is tightened with the tapping bolt 54 as in the above-described embodiment. As a result, it is possible to apply prestress to the web gap plate 9, simplify and facilitate the work of attaching the reinforcing member 26a to the main girder upper flange 21, and improve the efficiency of the work.

上記のタッピングボルトとしては、スレッドローリングスクリュ（略称；ＴＲＳ（登録商標））を好適に用いることができる。このスレッドローリングスクリュは、接合される複数の部材の少なくとも一方における、めねじ加工が施されていない下穴に、直接にねじ込むことによって、自らねじを切りつつ進み、めねじを母材の塑性変形によって形成して、ねじ接合するボルトまたはねじであり、また、自らねじを切りつつ進み、めねじを母材の弾性変形によって、または切削加工して形成して、ねじ接合するボルトまたはねじを含み、さらにまた、いわゆるスレッドフォーミングスクリュ、タッピンねじおよびタップボルトなどを含む。   As the tapping bolt, a thread rolling screw (abbreviation: TRS (registered trademark)) can be preferably used. This thread rolling screw is screwed directly into a pilot hole that is not subjected to female threading in at least one of a plurality of members to be joined. Including a bolt or a screw to be screw-bonded, and a bolt or screw to be screw-bonded and advanced by cutting the screw by itself and formed by elastic deformation of the base material or by cutting. Furthermore, a so-called thread forming screw, a tapping screw and a tap bolt are included.

また、ウェブギャップ板９と補強部材２６の取付け部２９ａとをリベット接合するように構成されてもよい。この場合においても、当接支持部２８ａが主桁上フランジ２１の下面２７に押付けられて当接した補強部材２６ａの取付け部２９ａを、ウェブギャップ板０に容易にかつ迅速に接合することができ、補強部材２６ａのウェブギャップ板９への取付け作業の効率を向上することができる。   Further, the web gap plate 9 and the attachment portion 29a of the reinforcing member 26 may be rivet joined. Even in this case, the attachment portion 29a of the reinforcing member 26a, which is in contact with the contact support portion 28a pressed against the lower surface 27 of the main girder upper flange 21, can be easily and quickly joined to the web gap plate 0. And the efficiency of the attachment operation | work to the web gap board 9 of the reinforcement member 26a can be improved.

このような補強部材２６ａの取付け作業は、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１の下面２７に押付けて当接させた状態とし、取付け部２９ａをボルト１７，１８によってウェブギャップ板９に固定すればよいので、主桁上フランジ２１およびウェブギャップ板９に対して補強部材２６ａを取付ける側から作業を行うことができ、前記従来技術のように、コンクリート床版などの床組や舗装を撤去する必要がなく、床組の下方の空間で補強部材２６ａの取付け作業を行うことができる。したがって、亀裂発生箇所の補強・補修作業を、車両や歩行者の通行を制限または停止せずに、実施することができる。   The mounting operation of the reinforcing member 26a is performed by pressing the abutting support portion 28a of the reinforcing member 26a against the lower surface 27 of the main girder upper flange 21 and bringing the mounting portion 29a into the web gap with the bolts 17 and 18. Since it only has to be fixed to the plate 9, the work can be performed from the side where the reinforcing member 26a is attached to the main girder upper flange 21 and the web gap plate 9, and the floor assembly such as a concrete floor slab as in the prior art. It is not necessary to remove the pavement or the pavement, and the reinforcing member 26a can be attached in the space below the floor assembly. Therefore, the reinforcement / repair work of the crack occurrence location can be performed without restricting or stopping the traffic of the vehicle or the pedestrian.

図１４は、ウェブギャップ板９の上端部に疲労亀裂が発生した場合の補強・補修手順を示すフローチャートである。ステップｓ２０で、ウェブギャップ板９の接合部に生じた亀裂発生箇所の補強・補修作業が開始され、ステップｓ２１で、既存の上段および中段のボルト１７，１８およびナット１７ａ，１８ａが取外される。   FIG. 14 is a flowchart showing a reinforcement / repair procedure when a fatigue crack occurs at the upper end of the web gap plate 9. In step s20, a work for reinforcing / repairing a crack occurring at the joint portion of the web gap plate 9 is started. In step s21, the existing upper and middle bolts 17, 18 and nuts 17a, 18a are removed. .

ステップｓ２２に移り、主桁上フランジ２１および補強部材２６ａの当接支持部２８ａに下穴５０，５１を形成し、ステップｓ２３で、補強部材２６ａを、フィラープレート３６とともにウェブギャップ板９に、上段および中段の第１、第２ボルト１７，１８およびナット１７ａ，１８ｂによって仮固定する。   Proceeding to step s22, pilot holes 50 and 51 are formed in the abutment support portion 28a of the main girder upper flange 21 and the reinforcing member 26a. In step s23, the reinforcing member 26a is placed on the web gap plate 9 together with the filler plate 36. And, the first and second bolts 17 and 18 and the nuts 17a and 18b in the middle stage are temporarily fixed.

次にステップｓ２４に移り、タッピングボルト５４を締込み、補強部材２６ａの当接支持部２８ａを主桁上フランジ２１に固定する。次にステップｓ２５で、上段および中段の第１，第２ボルト１７，１８およびナット１７ａ，１８ａを本締めする。   Next, in step s24, the tapping bolt 54 is tightened, and the contact support portion 28a of the reinforcing member 26a is fixed to the main girder upper flange 21. Next, in step s25, the upper and middle first and second bolts 17, 18 and nuts 17a, 18a are finally tightened.

このようにして図１５の断面図および図１６の斜視図に示されるように、ウェブギャップ板９の主桁上フランジ２１との接合部および主桁ウェブ２３との接合部の交差部分付近から発生した亀裂５２，５３の進展を抑えるように、ウェブギャップ板９にプレストレスを付与し、ステップｓ２６で補強・補修作業が終了する。   Thus, as shown in the cross-sectional view of FIG. 15 and the perspective view of FIG. 16, the web gap plate 9 is generated from the vicinity of the junction between the web gap plate 9 and the main girder web flange 21 and the junction with the main girder web 23. Prestress is applied to the web gap plate 9 so as to suppress the progress of the cracks 52 and 53, and the reinforcement / repair work is completed in step s26.

また本実施形態によれば、鋼橋の主桁上フランジ２１とウェブギャップ板９とに補強部材２６ａが接合され、これによってウェブギャップ板９にプレストレスが付与されるので、ウェブギャップ板９に付与されたプレストレスと上載荷重による応力とが相殺し、亀裂５２，５３が発生している部位の応力を低減し、亀裂５２，５３の進展を阻止するとともに、新たな亀裂の発生を防止し、亀裂５２，５３が発生した部位およびその近傍を、補強および補修することができる。
本発明は、次の実施の形態が可能である。
（１）鋼構造物の補強・補修構造は、（ａ）繰返し荷重が作用する第１部材と、（ｂ）第１部材に接合部で接合されて第１部材を支持する第２部材と（ｃ）補強部材であって、第１部材の第２部材に臨む面に配置される当接支持部と、当接支持部に連なり、第２部材に沿って延びる取付け部とを有する補強部材と、（ｄ）当接支持部を第１部材の前記面に押付けて当接した状態を保ったままで、第２部材に補強部材の取付け部を固定し、これによって、前記接合部に作用する繰返し荷重の少なくとも一部を補強部材で受ける固定部材とを含むことを特徴とする鋼構造物の補強・補修構造である。
（２）本発明補強部材は、当接支持部と取付け部とが屈曲して連なって構成され、ボルト頭部とそのボルト頭部に連なるボルト軸部とを有するタッピングボルトを有し、このタッピングボルトは、ボルト軸部が補強部材の当接支持部に穿設された遊通孔を挿通して第１部材のめねじ加工が施されていない下穴に、直接にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成して、第１部材と当接支持部とを締付けて当接してねじ接合する。
（３）補強部材は、当接支持部と第２部材とが屈曲して連なって構成され、ボルト頭部とそのボルト頭部に連なるボルト軸部とを有するボルトを有し、このボルトは、ボルト軸部が補強部材の当接支持部に穿設された遊通孔を挿通して第１部材のめねじ加工が施されているねじ孔に螺合して、第１部材と当接支持部とを締付けて当接してねじ接合する。
（４）固定部材は、第２部材と取付け部とをボルト接合またはリベット接合によって、固定する。
（５）鋼構造物は、鋼橋であり、第１部材は、主桁上フランジであり、第２部材は、主桁上フランジと、主桁ウェブと、横桁上フランジとに取付けられるウェブギャップ板である。
（６）鋼構造物は、鋼橋であり、第１部材は、主桁上フランジであり、第２部材は、主桁上フランジと、主桁ウェブと、主桁下フランジとに取付けられる垂直補剛材である。
（７）垂直補剛材には、ガセットを介して対傾構が接合される。
（８）鋼構造物の補強・補修方法は、繰返し荷重が作用する第１部材と、第１部材に接合部で接合されて第１部材を支持する第２部材とを有する鋼構造物の補強・補修方法において、（ａ）補強部材を準備する準備ステップであって、補強部材は、第１部材の第２部材に臨む面に配置される当接支持部と、当接支持部に連なり、第２部材に沿って延びる取付け部とを有する、補強部材の準備ステップと、（ｂ）当接支持部を、第１部材の前記面に押付けて当接する押付けステップと、（ｃ）押付けステップの押付けて当接した状態を保ったままで、第２部材に補強部材の取付け部を固定し、これによって、前記接合部に作用する繰返し荷重の少なくとも一部を補強部材で受ける固定ステップとを含むことを特徴とする鋼構造物の補強・補修方法である。
（９）補強部材は、当接支持部と取付け部とが屈曲して連なって構成され、ボルト頭部とそのボルト頭部に連なるボルト軸部とを有するタッピングボルトを準備するタッピングボルトの準備ステップを含み、押付けステップでは、タッピングボルトのボルト軸部が補強部材の当接支持部に穿設された遊通孔を挿通して第１部材のめねじ加工が施されていない下穴に、直接にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成して、第１部材と当接支持部とを締付けて当接してねじ接合する。
（１０）補強部材は、当接支持部と取付け部とが屈曲して連なって構成され、ボルト頭部とそのボルト頭部に連なるボルト軸部とを有するボルトを準備するボルトの準備ステップを含み、押付けステップでは、ボルト軸部が補強部材の当接支持部に穿設された遊通孔を挿通して第１部材のめねじ加工が施されているねじ孔に螺合して、第１部材と当接支持部とを締付けて当接してねじ接合する。
（１１）当接支持部を、第１部材の前記面に押付けて当接し、その反力を第２部材で受ける押付け装置を準備する押付け装置の準備ステップを含み、
押付けステップでは、押付け装置によって、当接支持部を、第１部材の前記面に押付けて当接する。
（１２）補強部材は、当接支持部と第２部材とが屈曲して連なった構成であり、当接支持部には遊通孔が穿設され、第１部材にはねじ孔が形成されるので、遊通孔がねじ孔上に配置されるように、補強部材を第１部材に位置決めした状態で、ボルトのボルト軸部を遊通孔に挿入してボルトを締付けることによって、第１部材に補強部材の当接支持部がねじ接合される。これによって、補強部材の当接支持部を第１部材の第２部材に臨む面に押付けて当接させた状態とすることができ、補強部材の第１部材への取付け作業を簡素化および容易化し、取付け作業の効率を向上することができる。
（１３）固定部材は、第２部材と補強部材の取付け部とをボルト接合またはリベット接合するように構成されるので、当接支持部が第１部材の第２部材に臨む面に押付けられて当接した補強部材の取付け部を、第２部材に容易にかつ迅速に接合することができ、補強部材の第２部材への取付け作業の効率を向上することができる。
（１４）鋼橋の主桁上フランジとウェブギャップ板とに補強部材が接合されるので、主桁上フランジとウェブギャップ板との接合部を、補強および補修することができる。
（１５）鋼橋の主桁上フランジと垂直補剛材とに補強部材が接合されるので、主桁上フランジと垂直補剛材との接合部を、補強および補修することができる。
（１６）垂直補剛材にガセットを介して対傾構が接合されるので、主桁上フランジから垂直補剛材やウェブギャップ板に作用する荷重の少なくとも一部をも、補強部材によって負荷することができ、これによって確実な荷重分配を行ない、過大な応力の発生を防止することができる。
（１７）鋼構造物の補強・補修方法によれば、準備ステップで、第１部材の第２部材に臨む面に配置される当接支持部と、当接支持部に連なり、第２部材に沿って延びる取付け部とを有する補強部材が準備される。準備された補強部材は、押付けステップにおいて、当接支持部が第１部材の第２部材に臨む面に押付けられて当接し、次の固定ステップに移ると、当接支持部が第１部材の前記面に押付けられて当接した状態を保ったままで、取付け部が第２部材に固定され、第１部材と第２部材との接合部に作用する繰返し荷重の少なくとも一部が負荷されるように、第１部材および第２部材に補強部材が取付けられ、接合部の亀裂の進展を防ぎ、亀裂発生箇所を補強および補修することができる。
（１８）補強部材の取付け作業は、補強部材の当接支持部を第１部材の前記面に押付けて当接させた状態とし、取付け部を固定部材によって第２部材に固定すればよいので、第１部材および第２部材に対して補強部材を取付ける側から行うことができ、前記従来技術のように、第１部材を主桁とし、第２部材を垂直補剛材やウェブギャップ板としたとき、コンクリート床版などの床組や舗装を撤去する必要がなく、床組の下方の空間で補強部材の取付け作業を行うことができる。したがって、亀裂発生箇所の補強・補修作業を、車両や歩行者の通行を制限または停止せずに、実施することができる。
（１９）準備ステップにおいて、タッピングボルトが準備され、押付けステップにおいて、遊通孔が下穴上に配置されるように、補強部材を第１部材に位置決めした状態で、タッピングボルトのボルト軸部を遊通孔に挿入して、タッピングボルトを締付けることによって、第１部材に補強部材の当接支持部がねじ接合される。これによって、補強部材の当接支持部を第１部材の第２部材に臨む面に押付けて当接させた状態とすることができ、補強部材の第１部材への取付け作業を簡素化および容易化し、取付け作業の効率を向上することができる。
（２０）準備ステップにおいて、ボルトが準備され、押付けステップにおいて、遊通孔がねじ孔上に配置されるように、補強部材を第１部材に位置決めした状態で、ボルトのボルト軸部を遊通孔に挿入してボルトを締付けることによって、第１部材に補強部材の当接支持部がねじ接合される。これによって、補強部材の当接支持部を第１部材の第２部材に臨む面に押付けて当接させた状態とすることができ、補強部材の第１部材への取付け作業を簡素化および容易化し、取付け作業の効率を向上することができる。
（２１）準備ステップにおいて、押付け装置が準備され、押付けステップにおいて、当接支持部が第１部材の第２部材に臨む面に押付けられて当接した補強部材の取付け部を、第２部材に容易にかつ迅速に接合することができ、補強部材の第２部材への取付け作業の効率を向上することができる。 Further, according to the present embodiment, the reinforcing member 26a is joined to the main girder upper flange 21 of the steel bridge and the web gap plate 9, thereby prestressing the web gap plate 9. The applied pre-stress and the stress due to the overload cancel each other, reducing the stress at the site where the cracks 52 and 53 are generated, preventing the cracks 52 and 53 from progressing, and preventing the generation of new cracks. The part where the cracks 52 and 53 are generated and the vicinity thereof can be reinforced and repaired.
The following embodiments are possible for the present invention.
(1) A steel structure reinforcement / repair structure includes: (a) a first member on which a repeated load acts; and (b) a second member that is joined to the first member at a joint and supports the first member ( c) a reinforcing member, the reinforcing member having a contact support portion disposed on a surface of the first member facing the second member, and an attachment portion connected to the contact support portion and extending along the second member; (D) While the state where the abutting support portion is pressed against the surface of the first member and keeping the abutting state is maintained, the attachment portion of the reinforcing member is fixed to the second member, thereby repeatedly acting on the joining portion. A steel structure reinforcement / repair structure including a fixing member that receives at least a part of a load with a reinforcement member.
(2) The reinforcing member of the present invention includes a tapping bolt having a bolt head portion and a bolt shaft portion connected to the bolt head portion. Bolts are threaded by themselves by screwing directly into the pilot holes of the first member that have not been subjected to female threading, with the bolt shafts inserted through the through holes drilled in the abutment support of the reinforcing member. The female screw is formed by plastic deformation, and the first member and the contact support portion are tightened and brought into contact with each other to be screw-joined.
(3) The reinforcing member is configured such that the abutting support portion and the second member are bent and connected, and includes a bolt head and a bolt shaft portion connected to the bolt head. The bolt shaft portion is inserted into a through hole formed in the abutting support portion of the reinforcing member, and is screwed into the screw hole in which the female thread processing of the first member is performed, thereby abutting and supporting the first member. The parts are tightened and abutted and screwed together.
(4) The fixing member fixes the second member and the attachment portion by bolt joining or rivet joining.
(5) The steel structure is a steel bridge, the first member is a main girder upper flange, and the second member is a web attached to the main girder upper flange, the main girder web, and the cross girder upper flange. It is a gap plate.
(6) The steel structure is a steel bridge, the first member is a main girder upper flange, and the second member is attached to a main girder upper flange, a main girder web, and a main girder lower flange. It is a stiffener.
(7) An anti-tilt structure is joined to the vertical stiffener via a gusset.
(8) A method for reinforcing / repairing a steel structure is a method of reinforcing a steel structure having a first member on which a repeated load acts and a second member that is joined to the first member at a joint portion and supports the first member. In the repair method, (a) a preparation step for preparing a reinforcing member, the reinforcing member being connected to a contact support portion disposed on a surface of the first member facing the second member, and the contact support portion; A reinforcing member preparation step having an attachment portion extending along the second member; (b) a pressing step for pressing the contact support portion against the surface of the first member; and (c) a pressing step. A fixing step of fixing the mounting portion of the reinforcing member to the second member while maintaining the pressed and abutted state, and thereby receiving at least a part of a repetitive load acting on the joint portion by the reinforcing member. Reinforcement and repair of steel structures characterized by It is.
(9) The reinforcing member is a tapping bolt preparation step for preparing a tapping bolt having a bolt head portion and a bolt shaft portion connected to the bolt head portion, wherein the contact support portion and the attachment portion are bent and connected. In the pressing step, the bolt shaft portion of the tapping bolt is inserted through the free hole drilled in the abutting support portion of the reinforcing member and directly into the pilot hole not subjected to female threading of the first member. By screwing into the screw, it advances while threading itself, and a female screw is formed by plastic deformation, and the first member and the contact support portion are tightened and contacted to be screw-joined.
(10) The reinforcing member includes a bolt preparation step in which a contact support portion and a mounting portion are bent and connected to each other, and a bolt having a bolt head portion and a bolt shaft portion connected to the bolt head portion is prepared. In the pressing step, the bolt shaft portion is inserted into the through hole formed in the contact support portion of the reinforcing member and screwed into the screw hole in which the female thread processing of the first member is performed. The member and the abutting support portion are tightened and abutted to be screwed.
(11) including a pressing device preparation step of preparing a pressing device that presses and contacts the contact support portion against the surface of the first member and receives the reaction force by the second member;
In the pressing step, the contact support portion is pressed against the surface of the first member by the pressing device.
(12) The reinforcing member has a configuration in which the abutting support portion and the second member are bent and connected. The abutting support portion is provided with a through hole, and the first member is provided with a screw hole. Accordingly, the bolt shaft portion of the bolt is inserted into the through hole and the bolt is tightened with the reinforcing member positioned on the first member so that the through hole is disposed on the screw hole. The contact support portion of the reinforcing member is screwed to the member. Accordingly, the contact support portion of the reinforcement member can be pressed against the surface of the first member facing the second member, and the attachment work of the reinforcement member to the first member can be simplified and easy. And the efficiency of the installation work can be improved.
(13) Since the fixing member is configured such that the second member and the attachment portion of the reinforcing member are bolt-bonded or rivet-bonded, the contact support portion is pressed against the surface of the first member facing the second member. The attaching portion of the reinforcing member that has come into contact can be easily and quickly joined to the second member, and the efficiency of attaching the reinforcing member to the second member can be improved.
(14) Since the reinforcing member is joined to the main girder upper flange and the web gap plate of the steel bridge, the joint portion between the main girder upper flange and the web gap plate can be reinforced and repaired.
(15) Since the reinforcing member is joined to the main girder upper flange and the vertical stiffener of the steel bridge, the joint between the main girder upper flange and the vertical stiffener can be reinforced and repaired.
(16) Since the anti-tilt structure is joined to the vertical stiffener via the gusset, at least part of the load acting on the vertical stiffener and the web gap plate from the main girder upper flange is also loaded by the reinforcing member. Thus, reliable load distribution can be performed, and excessive stress can be prevented from being generated.
(17) According to the steel structure reinforcement / repair method, in the preparation step, the contact support portion disposed on the surface of the first member facing the second member and the contact support portion are connected to the second member. A reinforcing member having a mounting portion extending along the surface is prepared. In the pressing step, the prepared reinforcing member is pressed against the surface of the first member facing the second member of the first member, and comes into contact with the first supporting member. The attachment portion is fixed to the second member while maintaining the state of being pressed against and contacted with the surface, so that at least a part of the repetitive load acting on the joint portion between the first member and the second member is loaded. In addition, a reinforcing member is attached to the first member and the second member, so that the progress of cracks in the joint portion can be prevented, and the crack occurrence location can be reinforced and repaired.
(18) The reinforcing member is attached by pressing the reinforcing member abutting support portion against the surface of the first member so that the attaching portion is fixed to the second member by the fixing member. It can be performed from the side where the reinforcing member is attached to the first member and the second member. As in the prior art, the first member is a main beam and the second member is a vertical stiffener or a web gap plate. Sometimes, it is not necessary to remove a floor set such as a concrete floor slab or a pavement, and the reinforcing member can be attached in a space below the floor set. Therefore, the reinforcement / repair work of the crack occurrence location can be performed without restricting or stopping the traffic of the vehicle or the pedestrian.
(19) In the preparation step, a tapping bolt is prepared, and in the pressing step, the bolt shaft portion of the tapping bolt is placed in a state where the reinforcing member is positioned on the first member so that the through hole is disposed on the prepared hole. The abutting support portion of the reinforcing member is screwed to the first member by inserting into the through hole and tightening the tapping bolt. Accordingly, the contact support portion of the reinforcement member can be pressed against the surface of the first member facing the second member, and the attachment work of the reinforcement member to the first member can be simplified and easy. And the efficiency of the installation work can be improved.
(20) In the preparation step, the bolt is prepared, and in the pressing step, the bolt shaft portion of the bolt is passed through in a state where the reinforcing member is positioned on the first member so that the through hole is arranged on the screw hole. By inserting the bolt into the hole and tightening the bolt, the contact support portion of the reinforcing member is screwed to the first member. Accordingly, the contact support portion of the reinforcement member can be pressed against the surface of the first member facing the second member, and the attachment work of the reinforcement member to the first member can be simplified and easy. And the efficiency of the installation work can be improved.
(21) In the preparation step, the pressing device is prepared, and in the pressing step, the attachment portion of the reinforcing member that is in contact with the contact support portion pressed against the surface of the first member facing the second member is attached to the second member. It can be easily and quickly joined, and the efficiency of attaching the reinforcing member to the second member can be improved.

１ 橋床構造
２ 主桁
３ 横桁
４ 対傾構
５ コンクリート床版
９ ウェブギャップ板
１０ 垂直補剛材
１７ 第１ボルト
１７ａ，１７ｂ ナット
１８ 第２ボルト
１９ 第３ボルト
２０ ガセット
２１ 主桁上フランジ
２２ 主桁下フランジ
２３ 主桁ウェブ
２５ 対傾構
２６，２６ａ 補強部材
２７ 下面
２８，２８ａ 当接支持部
２９，２９ａ 取付け部
３０ 押付け装置
３１ 横桁上フランジ
３５，５０，５１ 下穴
３６ フィラープレート DESCRIPTION OF SYMBOLS 1 Bridge deck structure 2 Main girder 3 Horizontal girder 4 Anti-tilting structure 5 Concrete floor slab 9 Web gap board 10 Vertical stiffener 17 First bolt
17a, 17b Nut 18 Second bolt 19 Third bolt 20 Gusset 21 Main girder upper flange 22 Main girder lower flange 23 Main girder web 25 Tilt structure 26, 26a Reinforcement member 27 Lower surface 28, 28a Abutting support 29, 29a Attachment 30 Pressing device 31 Upper girder upper flange 35, 50, 51 Pilot hole 36 Filler plate

Claims (4)

（ａ）鋼橋の橋床構造は、
繰返し荷重が作用する第１部材と、
第１部材に接合部で接合されて第１部材を支持する第２部材とを有し、
（ｂ）第２部材の厚さ方向の両側に設けられる一対の補強部材と、
押付け装置と、
固定部材とを準備し、
（ｂ１）各補強部材は、
第１部材の第２部材に臨む面に配置される当接支持部と、
当接支持部に連なり、前記面から第２部材に沿って遠ざかる方向に、第２部材の途中まで延び、前記面から異なる距離に形成される第１挿通孔、および第２挿通孔を有する取付け部とを有し、
第２挿通孔には、固定部材が挿通可能であり、
（ｂ２）押付け装置は、
一対の細長い第１および第２連結部と、
第２部材の厚さ方向の一方側で、第１連結部の一端部と第２連結部の一端部とにわたって延び、軸線まわりに回転駆動されて第１連結部の一端部と第２連結部の一端部とを相互に離間方向に変位駆動する第１ねじ棒と、
第２部材の厚さ方向の他方側で、第１連結部の他端部と第２連結部の他端部とにわたって延び、軸線まわりに回転駆動されて第１連結部の他端部と第２連結部の他端部とを相互に離間方向に変位駆動する第２ねじ棒とを有し、
第１連結部は、第１挿通孔に挿通可能であり、
（ｃ）第２部材に、
第１挿通孔に対応する位置で、第１連結部が挿通可能な第３挿通孔を形成し、
第２挿通孔に対応する位置で、固定部材が挿通可能な第４挿通孔を形成するとともに、
前記面から第２部材に沿って取付け部よりも遠ざかった位置で、第２連結部が挿通可能な第５挿通孔を形成し、
前記面に補強部材の当接支持部が当接している状態では、補強部材の第１挿通孔を規定する内周面の、第１部材の第２部材に臨む前記面に最も近い部分は、第２部材の第３挿通孔を規定する内周面の前記面に最も近い部分よりも、第１部材の第２部材に臨む前記面から遠ざかって突出するように取り付けられ、
（ｄ）押付け装置の第１連結部を、第１挿通孔および第３挿通孔に挿通し、
第２連結部を、第５挿通孔に挿通し、
第１および第２ねじ棒を前記回転駆動して、第１および第２連結部を相互に離間方向に変位駆動することによって、第２連結部を、第２部材の第５挿通孔を規定する内周面の前記面から最も遠い部分に支持して、第１連結部によって、取付け部の第１挿通孔を規定する内周面の前記面に最も近い部分を、前記面に向けて押して、第１部材の前記面に補強部材の当接支持部を押付けて当接させた状態とし、
（ｅ）前記面に当接支持部を押付けて当接させた状態で、第２挿通孔と第４挿通孔とに、固定部材を挿通して、第２部材に取付け部を固定することを特徴とする鋼橋の補強・補修方法。 (A) The bridge deck structure of the steel bridge is
A first member on which a repeated load acts;
A second member that is joined to the first member at the joint and supports the first member;
(B) a pair of reinforcing members provided on both sides in the thickness direction of the second member ;
A pressing device;
Preparing a fixing member,
(B1) Each reinforcing member is
A contact support portion disposed on a surface of the first member facing the second member;
An attachment having a first insertion hole and a second insertion hole that are connected to the abutment support portion and extend in the direction away from the surface along the second member to the middle of the second member and formed at different distances from the surface. And
A fixing member can be inserted into the second insertion hole,
(B2) The pressing device is
A pair of elongated first and second coupling portions;
On one side of the second member in the thickness direction, it extends over one end portion of the first connecting portion and one end portion of the second connecting portion, and is driven to rotate about the axis so that the one end portion of the first connecting portion and the second connecting portion A first threaded rod that drives displacement of the one end of each in a direction away from each other ;
On the other side in the thickness direction of the second member, it extends across the other end of the first connecting portion and the other end of the second connecting portion, and is driven to rotate around the axis to be connected to the other end of the first connecting portion and the second end. A second screw rod that drives the other end of the two connecting portions to move away from each other ;
The first connecting portion can be inserted into the first insertion hole,
(C) In the second member,
Forming a third insertion hole through which the first connecting portion can be inserted at a position corresponding to the first insertion hole;
While forming a fourth insertion hole through which the fixing member can be inserted at a position corresponding to the second insertion hole,
Forming a fifth insertion hole through which the second connecting portion can be inserted at a position away from the attachment portion along the second member from the surface;
In a state where the contact support portion of the reinforcing member is in contact with the surface, the portion of the inner peripheral surface that defines the first insertion hole of the reinforcing member that is closest to the surface facing the second member of the first member is: It is attached so as to protrude away from the surface facing the second member of the first member, rather than the portion closest to the surface of the inner peripheral surface defining the third insertion hole of the second member,
(D) The first connecting portion of the pressing device is inserted through the first insertion hole and the third insertion hole,
Insert the second connecting part through the fifth insertion hole,
The first and second screw rods are rotationally driven, and the first and second connecting portions are driven to move away from each other, thereby defining the second connecting portion as the fifth insertion hole of the second member. Supporting the portion of the inner peripheral surface farthest from the surface, the first connecting portion pushes the portion closest to the surface of the inner peripheral surface defining the first insertion hole of the mounting portion toward the surface, A state in which the abutting support portion of the reinforcing member is pressed against the surface of the first member and brought into contact with the surface,
(E) Inserting a fixing member into the second insertion hole and the fourth insertion hole in a state in which the contact support portion is pressed against the surface and contacting the surface, and fixing the attachment portion to the second member. Characteristic steel bridge reinforcement / repair method. 第１部材は、主桁上フランジであり、
第２部材は、主桁上フランジと、主桁ウェブと、主桁下フランジとに取付けられる垂直補剛材であることを特徴とする請求項１に記載の鋼構造物の補強・補修方法。 The first member is a main girder upper flange,
The method for reinforcing and repairing a steel structure according to claim 1, wherein the second member is a vertical stiffener attached to the main girder upper flange, the main girder web, and the main girder lower flange. （ａ）鋼橋の橋床構造は、
主桁上フランジ、主桁ウェブ、および横桁上フランジにウェブギャップ板が溶接によって接合されて構成され、
（ｂ）ウェブギャップ板の厚さ方向の両側に設けられる一対の補強部材、タッピングボルト、および固定部材を準備し、
（ｂ１）各補強部材は、
主桁上フランジのウェブギャップ板に臨む下面に沿って配置され、タッピングボルトが挿通する遊通孔が形成される当接支持部、および
当接支持部に連なり、ウェブギャップ板に沿って配置され、固定部材が挿通可能な第１挿通孔が形成される取付け部を備え、
当接支持部および取付け部が屈曲してＬ字状に形成され、
（ｂ２）タッピングボルトは、ボルト頭部、およびそのボルト頭部に連なるボルト軸部を有し、
（ｃ）ウェブギャップ板に、第１挿通孔に対応する位置で、固定部材が挿通可能な第２挿通孔を形成し、
（ｄ）主桁上フランジに、当接支持部の遊通孔に対応する位置で、タッピングボルトをねじ込むためのめねじ加工が施されていない下穴を形成し、
（ｅ）タッピングボルトのボルト軸部を、遊通孔を挿通して、下穴にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、
タッピングボルトを締付けることによって、主桁上フランジに補強部材の当接支持部がねじ接合され、これによって、補強部材の当接支持部を主桁上フランジのウェブギャップ板に臨む面に押付けて当接させた状態とし、ボルト軸部の端部は、主桁上フランジの上面と面一であり、
（ｆ）第１挿通孔、および第２挿通孔に、固定部材を挿通して、ウェブギャップ板に取付け部を固定することを特徴とする鋼橋の補強・補修方法。 (A) The bridge deck structure of the steel bridge is
A web gap plate is joined to the main girder upper flange, main girder web, and cross girder upper flange by welding,
(B) preparing a pair of reinforcing members, tapping bolts, and fixing members provided on both sides of the web gap plate in the thickness direction ;
(B1) Each reinforcing member is
Arranged along the lower surface of the main girder upper flange facing the web gap plate, a contact support portion in which a through hole through which the tapping bolt is inserted is formed , and connected to the contact support portion and disposed along the web gap plate. The mounting portion is formed with a first insertion hole through which the fixing member can be inserted ,
The contact support portion and the attachment portion are bent and formed in an L shape,
(B2) The tapping bolt has a bolt head portion and a bolt shaft portion connected to the bolt head portion,
(C) forming a second insertion hole through which the fixing member can be inserted at a position corresponding to the first insertion hole in the web gap plate;
(D) forming a pilot hole not subjected to female threading for screwing the tapping bolt at a position corresponding to the free hole of the abutment support portion on the upper flange of the main beam;
(E) The bolt shaft portion of the tapping bolt is inserted into the through hole and screwed into the prepared hole, thereby proceeding while threading, and the female screw is formed by plastic deformation,
By tightening the tapping bolt, the abutment support portion of the reinforcing member is screwed to the main girder upper flange, thereby pressing the abutment support portion of the reinforcement member against the surface of the main girder upper flange facing the web gap plate. The bolt shaft end is flush with the top surface of the main girder upper flange,
(F) A method for reinforcing and repairing a steel bridge, wherein a fixing member is inserted into the first insertion hole and the second insertion hole, and the attachment portion is fixed to the web gap plate. （ａ）鋼橋の橋床構造は、
主桁上フランジ、主桁ウェブ、および横桁上フランジにウェブギャップ板９が溶接によって接合されて構成され、
（ｂ）ウェブギャップ板の厚さ方向の両側に設けられる一対の補強部材を有し、
（ｂ１）各補強部材は、
主桁上フランジのウェブギャップ板に臨む下面に沿って配置され、タッピングボルトが挿通する遊通孔が形成される当接支持部、および
当接支持部に連なり、ウェブギャップ板に沿って配置され、固定部材が挿通可能な第１挿通孔が形成される取付け部を備え、
当接支持部および取付け部が屈曲してＬ字状に形成され、
（ｂ２）タッピングボルトは、ボルト頭部、およびそのボルト頭部に連なるボルト軸部を有し、
（ｃ）ウェブギャップ板に、第１挿通孔に対応する位置で、固定部材が挿通可能な第２挿通孔が形成され、
（ｄ）主桁上フランジに、当接支持部の遊通孔に対応する位置で、タッピングボルトをねじ込むためのめねじ加工が施されていない下穴が形成され、
タッピングボルトのボルト軸部を、遊通孔を挿通して、下穴にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成し、
タッピングボルトを締付けることによって、主桁上フランジに補強部材の当接支持部がねじ接合され、これによって、補強部材の当接支持部を主桁上フランジのウェブギャップ板に臨む面に押付けて当接させた状態とし、ボルト軸部の端部は、主桁上フランジの上面と面一であり、
（ｅ）第１挿通孔、および第２挿通孔に、固定部材を挿通して、ウェブギャップ板に取付け部を固定することを特徴とする鋼橋の補強・補修構造。 (A) The bridge deck structure of the steel bridge is
The web gap plate 9 is joined to the main girder upper flange, main girder web, and cross girder upper flange by welding,
(B) having a pair of reinforcing members provided on both sides in the thickness direction of the web gap plate ;
(B1) Each reinforcing member is
Arranged along the lower surface of the main girder upper flange facing the web gap plate, a contact support portion in which a through hole through which the tapping bolt is inserted is formed , and connected to the contact support portion and disposed along the web gap plate. The mounting portion is formed with a first insertion hole through which the fixing member can be inserted ,
The contact support portion and the attachment portion are bent and formed in an L shape,
(B2) The tapping bolt has a bolt head portion and a bolt shaft portion connected to the bolt head portion,
(C) The web gap plate is formed with a second insertion hole through which the fixing member can be inserted at a position corresponding to the first insertion hole.
(D) A pilot hole that is not subjected to female threading for screwing the tapping bolt is formed in the main girder upper flange at a position corresponding to the free hole of the contact support portion,
The bolt shaft part of the tapping bolt is inserted through the free hole and screwed into the pilot hole, so that the screw thread advances by itself, the female thread is formed by plastic deformation,
By tightening the tapping bolt, the abutment support portion of the reinforcing member is screwed to the main girder upper flange, thereby pressing the abutment support portion of the reinforcement member against the surface of the main girder upper flange facing the web gap plate. The bolt shaft end is flush with the top surface of the main girder upper flange,
(E) A steel bridge reinforcement / repair structure, wherein a fixing member is inserted into the first insertion hole and the second insertion hole, and the attachment portion is fixed to the web gap plate.
JP2016036502A 2016-02-28 2016-02-28 Steel structure reinforcement and repair structure and method Active JP6444912B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2016036502A JP6444912B2 (en) 2016-02-28 2016-02-28 Steel structure reinforcement and repair structure and method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2016036502A JP6444912B2 (en) 2016-02-28 2016-02-28 Steel structure reinforcement and repair structure and method

Publications (2)

Publication Number Publication Date
JP2017150289A JP2017150289A (en) 2017-08-31
JP6444912B2 true JP6444912B2 (en) 2018-12-26

Family

ID=59740496

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2016036502A Active JP6444912B2 (en) 2016-02-28 2016-02-28 Steel structure reinforcement and repair structure and method

Country Status (1)

Country Link
JP (1) JP6444912B2 (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107869113A (en) * 2017-10-31 2018-04-03 南京林业大学 A kind of box beam that strengthens is encorbelmented the method for flange structural rigidity
JP6908542B2 (en) * 2018-02-21 2021-07-28 公益財団法人鉄道総合技術研究所 Reinforcement method around the bearing of the steel girder
JP2019196583A (en) * 2018-05-07 2019-11-14 日本製鉄株式会社 Repair structure of bridge

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08338007A (en) * 1995-06-14 1996-12-24 Mitsubishi Heavy Ind Ltd Stacked h-steel bridge
JP3909445B2 (en) * 1996-08-28 2007-04-25 株式会社ビーエムシー Method for reinforcing plate
JP2000226814A (en) * 1999-02-08 2000-08-15 Nkk Corp Stiffening plate for steel beam of bridge
JP2006231338A (en) * 2005-02-22 2006-09-07 Ishikawajima Harima Heavy Ind Co Ltd Repairing method and repairing structure of rivet joint
JP2008050774A (en) * 2006-08-22 2008-03-06 Univ Kansai Method of repairing steel floor plate
KR100722809B1 (en) * 2007-03-14 2007-05-30 주식회사 스틸코리아 Reinforced beam for stiffness, the construction structure and bridge construction method using the same
JP4555883B2 (en) * 2009-01-06 2010-10-06 新日本製鐵株式会社 Friction bonding member and friction bonding structure
JP4607245B1 (en) * 2010-07-23 2011-01-05 株式会社Ｉｈｉ Reinforcement structure and reinforcement method for welded part of vertical stiffener for steel deck
JP6026458B2 (en) * 2014-03-31 2016-11-16 阪神高速道路株式会社 Steel slab and reinforcement method of steel slab
CN104452604B (en) * 2014-12-03 2016-04-20 中铁大桥局武汉桥梁特种技术有限公司 A kind of method of reinforcing rib-lifting section in steel work arch bridge

Also Published As

Publication number Publication date
JP2017150289A (en) 2017-08-31

Similar Documents

Publication Publication Date Title
JP4625763B2 (en) Composite structure of main girder and precast slab
JP6444912B2 (en) Steel structure reinforcement and repair structure and method
JP2006348487A (en) Steel floor slab structure of bridge and steel floor slab reinforcing construction method
JP2002513877A (en) Fixing method and device of tip support type for external prestress reinforcement method
JP2008050774A (en) Method of repairing steel floor plate
JP2002188120A (en) Joining structure of corrugated steel plate web beam
JP2001220712A (en) Pre-fabricated steel base plate girder and connecting structure of the same
JP4413765B2 (en) Pre-tension hollow girder horizontal fastening PC steel temporary fixing device and fixing method
JP4347158B2 (en) Steel bridge, steel bridge reinforcement method and repair method
JP4365640B2 (en) Plate material joining bolt and method for joining plate material using the same
JP6655746B2 (en) Bridge structure and floor slab replacement method
JP3909445B2 (en) Method for reinforcing plate
JP6432786B2 (en) Beam material load bearing structure and beam material repair method
JP2002266503A (en) Method for repairing and reinforcing steel structural material for existing building structure and structure
WO2015108103A1 (en) Metal slab for overpass
JP6969909B2 (en) How to reinforce steel synthetic girders
JP6176385B1 (en) Reinforcement fittings for concrete piers, reinforcement equipment for concrete piers, and reinforcement methods for concrete piers
JP7186670B2 (en) Concrete floor slab repair method
JP6944789B2 (en) Lateral stiffening structure of steel beam and beam slab connection method of building
JP4081451B2 (en) Steel plate panel joint and its joining method
JP6053087B1 (en) Steel composite girder floor slab replacement method
JP7499735B2 (en) Deck installation structure and deck installation method
JP7272918B2 (en) Existing floor slab replacement method
JP2006299584A (en) Aseismatic reinforcing joining structure
CN105986545A (en) Prefabricated composite beam segment connecting structure and application thereof

Legal Events

Date Code Title Description
A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20180228

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20180403

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20180604

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

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20181030

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20181128

R150 Certificate of patent or registration of utility model

Ref document number: 6444912

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250