JPH0413490B2 - - Google Patents
Info
- Publication number
- JPH0413490B2 JPH0413490B2 JP28520988A JP28520988A JPH0413490B2 JP H0413490 B2 JPH0413490 B2 JP H0413490B2 JP 28520988 A JP28520988 A JP 28520988A JP 28520988 A JP28520988 A JP 28520988A JP H0413490 B2 JPH0413490 B2 JP H0413490B2
- Authority
- JP
- Japan
- Prior art keywords
- girder
- existing main
- girders
- temporary
- deck
- 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.)
- Expired
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Description
【発明の詳細な説明】
〔発明の目的〕
（産業上の利用分野）
本発明は、河川、渓谷、高架道路等における鋼
道路橋、特に３主桁以上と合成桁鋼道路橋の床版
打ち替え方法に関する。[Detailed Description of the Invention] [Objective of the Invention] (Industrial Application Field) The present invention relates to deck slabs for steel road bridges on rivers, valleys, elevated roads, etc., particularly for steel road bridges with three or more main girders and composite girders. Regarding the replacement method.
（従来の技術）
一般に、道路橋の床版打ち替えは、交通を安全
に止めることのないように片側交通開放の状態で
半車線ずつ施工される。(Prior Art) Generally, deck slab replacement for road bridges is carried out in half lanes at a time with one side open to traffic so as not to safely stop traffic.
ところが、３主桁以上の合成桁の鋼道路橋にあ
つては、床版と打ち替えを半車線ずつ行なうと、
床版撤去側の既設主桁は、コンクリート床版と鋼
桁の合成構造からの鋼桁のみの非合成構造とな
り、交通開放側の床版の荷重が既設主桁に伝達さ
れ、応力超過が発生する。 However, in the case of steel road bridges with composite girders with three or more main girders, if deck slabs are replaced for half a lane at a time,
The existing main girder on the side where the deck slab was removed will have a non-synthetic structure with only steel girders instead of the composite structure of concrete deck slab and steel girder, and the load of the deck on the side open to traffic will be transferred to the existing main girder, causing excess stress. do.
すなわち、片側の打ち替え施工中の床版は、施
工上中央の既設主桁上も同時に撤去されるので、
床版を撤去された既設主桁は非合成構造となり、
交通開放をしている床版に生じた荷重は、増設縦
桁及び横桁を経由して既設主桁に伝達される。 In other words, when the slab is being replaced on one side, the existing main girder in the center will also be removed at the same time.
The existing main girder whose deck slab was removed will have a non-synthetic structure.
The load generated on the deck that is open to traffic will be transferred to the existing main girder via the additional vertical and horizontal girders.
合成桁における活荷重に対する抵抗断面として
は、第６図に示すように床版を考慮した断面を考
えているが、床版を撤去した場合は第７図に示す
ように鋼桁だけの抵抗断面となるため当然のこと
として許容応力度のオーバーが生じる。 As for the resistance cross-section of the composite girder against live loads, we are considering a cross-section that takes into account the deck slab as shown in Figure 6, but if the deck is removed, the resistance cross-section of only the steel girder is considered as shown in Figure 7. Therefore, as a matter of course, the allowable stress level will be exceeded.
したがつて、既設主桁は、応力超過が発生し、
既設主桁の橋軸方向にたわみが生じ、又、たわみ
の戻り量も理論値とおりには戻らず逆キヤンバー
となる。 Therefore, the existing main girder suffered from excessive stress,
Deflection occurs in the bridge axis direction of the existing main girder, and the amount of return of the deflection does not return to the theoretical value, resulting in a reverse camber.
現状では、橋梁下面に良好な地盤があり、既設
主桁と現地盤の高さがさほどない場合には、第５
図に示すように現地盤に基礎コンクリートを打設
し、その上に支保工を設置して、下方より既設主
桁を油圧ジヤツキーにより押し上げ、既設主桁に
発生する応力超過の調整及びたわみ調整を行なつ
ている。 Currently, if there is good ground under the bridge and the height between the existing main girder and the local ground is not very high,
As shown in the figure, foundation concrete is poured on the field foundation, shoring is installed on top of it, and the existing main girder is pushed up from below using a hydraulic jack key to adjust excess stress and deflection that may occur in the existing main girder. I am doing it.
（発明が解決しようとする課題）
このように良好な地盤があり、既設主桁と現地
盤の高さが余りない場合には問題は発生しない
が、橋梁下面が河川上及び非常に渓谷が深い場合
には、橋梁下面からの支保工は無理となり、既設
主桁の応力超過及び逆キヤンバーになるのを承知
で床版打ち替えが行なわれているのが現状であ
り、構造上非常に危険な施工となる。(Problem to be solved by the invention) If the ground is in good condition and the height of the existing main girder and the ground is not too high, no problem will occur, but if the bottom of the bridge is above a river or in a very deep valley In such cases, it is impossible to provide support from the bottom of the bridge, and deck slabs are currently being replaced with the knowledge that the existing main girders will be overstressed and reverse camber, which is extremely structurally dangerous. Construction will take place.
本発明は、このような点に鑑み、橋梁下面の状
況に関係なく、既設主桁への応力超過の調整及び
たわみ調整ができる鋼道路橋３主桁以上の合成桁
の床版打ち替え方法を提供しようとするものであ
る。 In view of these points, the present invention provides a method for replacing deck slabs of composite girders of three or more main girders of steel road bridges, which allows adjustment of excess stress and deflection of existing main girders, regardless of the condition of the underside of the bridge. This is what we are trying to provide.
（問題点を解決するための手段）
本発明は、合成桁鋼道路橋の半車線ずつの床版
打ち替え方法において、床版撤去部の既設主桁の
上方にほぼ平行に空間を設けて仮設桁を設置する
とともに既設主桁と仮設桁とに吊り材により既設
主桁と仮設桁が互いに引張り合う刷り構造を形成
し、既設主桁に発生する応力超過の調整を行ない
上記問題点を解決せんとするものである。
(Means for Solving the Problems) The present invention is a method for replacing deck slabs for each half lane of a composite girder steel road bridge by providing a space approximately parallel to the top of the existing main girder in the deck removal section to temporarily construct a bridge. In addition to installing the girders, the existing main girders and temporary girders are suspended from each other by means of hanging materials to form a structure in which the existing main girders and temporary girders are pulled against each other, and to adjust for excess stress occurring in the existing main girders and solve the above problems. That is.
（作用）
この構成において、床版撤去部の既設主桁の上
方に空間を設けて仮設桁を設置し、相互に引張り
合う吊り構造を形成し、交通開放をしている床版
から伝達された荷重を受けた既設主桁は、既設主
桁のたわみによる引張りと仮設桁の吊りによる引
張りとが相互に働き、仮設桁と相互に引張り合つ
て既設主桁への応力超過の調整が行なわれる。(Function) In this configuration, a temporary girder is installed in a space above the existing main girder in the section where the deck slab has been removed, forming a suspended structure that pulls against each other, and the transmission from the deck that is open to traffic is created. When the existing main girder receives a load, the tension caused by the deflection of the existing main girder and the tension caused by the hanging of the temporary girder work together, and the tension between the temporary girder and the temporary girder is adjusted to compensate for the excess stress on the existing main girder.
（実施例）
つぎに、本発明の実施例を図面に基いて説明す
る。(Example) Next, an example of the present invention will be described based on the drawings.
第１図、第２図及び第３図は、３主桁の合成桁
の鋼道路橋を床版打ち替えを半車線ずつ行なう場
合の実施例を示す概略図で、第１図は幅員方向に
切断した断面概略図、第２図は第１図のＡ−Ａ断
面概略図、第３図は第１図のＢ−Ｂ断面概略図で
ある。 Figures 1, 2, and 3 are schematic diagrams showing an example of replacing the deck slab of a composite girder steel road bridge with three main girders in half lanes at a time. FIG. 2 is a schematic cross-sectional view taken along line A-A in FIG. 1, and FIG. 3 is a schematic cross-sectional view taken along line B-B in FIG. 1.
この鋼道路橋は、３本の既設主桁１上に床版２
が載置されている。 This steel road bridge has two deck slabs on three existing main girders.
is placed.
床版の打ち替えを半車線ずつ施工するにあた
り、まず、一方の半車線の床版を撤去し、撤去し
ない他方の床版２を残して交通開放をする。床版
の撤去は、施工上中央の既設主桁１上も行なわれ
る。残された床版２は央部では、既設主桁１には
支持されないが、増設された縦桁６に支持され、
床版２に生じた荷重は、増設された縦桁６、横桁
７を経由して床版撤去部３の２つの既設主桁１に
伝達される。この既設主桁１は床版撤去され非合
成構造となつているため応力超過が生じる。 When replacing the floor slabs for half lanes at a time, first, the floor slabs for one half lane are removed, and the other half lane's floor slab 2 is left open to traffic. The floor slab will also be removed on top of the existing main girder 1 in the center during construction. In the central part, the remaining slab 2 is not supported by the existing main girder 1, but is supported by the added longitudinal girder 6.
The load generated on the floor slab 2 is transmitted to the two existing main girders 1 of the floor slab removal section 3 via the added vertical beams 6 and cross beams 7. This existing main girder 1 has had its deck slab removed and has a non-synthetic structure, so excess stress will occur.
この既設主桁に対する応力超過を調整するため
に、既設主桁１の上方にほぼ平行に空間を設けて
仮設桁４を設置し、既設主桁１と仮設桁４のほぼ
中央に互いに引張り合う構造を形成する。 In order to adjust this excessive stress on the existing main girder, a space is provided above the existing main girder 1 and the temporary girder 4 is installed in a space approximately parallel to the existing main girder 1, and a structure in which the existing main girder 1 and the temporary girder 4 are pulled together approximately in the center is constructed. form.
仮設桁４はＩ型鋼とＬ型鋼を組合せてボツクス
型に形成され、その両端部を橋軸方向の端部に固
定された支承８に取り付けることにより設置され
る。既設主桁と仮設桁４との空間は床版の敷設に
必要である。 The temporary girder 4 is formed into a box shape by combining I-shaped steel and L-shaped steel, and is installed by attaching both ends to supports 8 fixed to the ends in the bridge axis direction. The space between the existing main girder and the temporary girder 4 is necessary for laying the floor slab.
吊り構造はその一例を第４図に示すように既設
主桁１と仮設桁４とをPC鋼棒等の吊り材５で接
続し、センターホールジヤツキーによつて緊張す
ることにより形成される。吊り材５の既設主桁１
と仮設桁４への接続は、既設主桁１にあつては、
そのフランジ１ａに取り付けた固定金具９に貫通
させ内側からねじ止めし、仮設桁４にあつては央
部を貫通させ、上方に取り付けた固定金具１０に
ねじ止めすることよりなされる。 An example of the suspension structure is shown in FIG. 4, which is formed by connecting the existing main girder 1 and the temporary girder 4 with a suspension material 5 such as a PC steel bar, and tensioning the suspension with a center hole jack. Existing main girder 1 of hanging material 5
For the connection to the temporary girder 4, for the existing main girder 1,
This is done by penetrating the fixing metal fitting 9 attached to the flange 1a and screwing it from the inside, and in the case of the temporary girder 4, penetrating the center part and screwing it to the fixing metal fitting 10 attached above.
このようにして吊り材５によつて、既設主桁１
と仮設桁４とに吊り構造が形成される。 In this way, the existing main girder 1 is
A hanging structure is formed between the temporary girder 4 and the temporary girder 4.
吊り構造が形成されると交通開放側の床版に生
じた荷重が増設された縦桁６、横桁７を経由して
床版撤去部の既設主桁１に伝達されても既設主桁
１と仮設桁４とは、吊り材５によつて形成された
吊り構造になつていることにより、既設主桁１の
たわみは仮設桁４の剛に抗して引張られ、既設主
桁１への応力超過は調整される。 When the suspension structure is formed, even if the load generated on the deck on the side open to traffic is transmitted to the existing main girder 1 in the section where the deck is removed via the added longitudinal girders 6 and cross girders 7, the existing main girder 1 Since the temporary girder 4 and the temporary girder 4 have a hanging structure formed by the hanging members 5, the deflection of the existing main girder 1 is pulled against the stiffness of the temporary girder 4, and the bending of the existing main girder 1 is Overstresses are adjusted.
吊り構造形成後は、通常と方法により床版撤去
部に床版を打ち替え、仮設桁を撤去し、交通開放
を行ない、はじめの交通開放側半車線の床版を撤
去して床版を打ち替える。 After forming the suspension structure, replace the floor slab in the slab removal section using the usual method, remove the temporary girder, open the road to traffic, remove the floor slab of the first half lane on the side open to traffic, and install the floor slab. Change.
本発明は、上述のように構成してなるのでつぎ
の効果を有する。
Since the present invention is constructed as described above, it has the following effects.
床版撤去部の既設主桁の上方にほぼ平行に空
間を設けて仮設桁を設置するとともに既設主桁
と仮設桁とに、吊り材により既設主桁と仮設桁
とが吊り合う吊り構造を形成し、床版撤去部の
既設主桁に発生する応力超過は、既設主桁が吊
り材を介して仮設桁に引張られるのでたわみと
とも調整される。 Temporary girders will be installed in a space almost parallel to the existing main girders in the section where the deck slab has been removed, and a suspension structure will be formed between the existing main girders and the temporary girders using hanging materials. However, the excess stress that occurs in the existing main girder at the part where the deck slab is removed will be adjusted by deflection as the existing main girder will be pulled by the temporary girder via the hanging material.
しかも、この吊り構造は床版撤去部において
形成されるので、従来のように応力超過の対処
のための支保工を設置しなくてもよく、又、支
保工設置の不能な場所に適用できる大きな利点
を有する。 Moreover, since this suspension structure is formed at the part where the deck slab is removed, there is no need to install shoring to deal with excess stress as in the past. has advantages.
本発明は、このように鋼道路橋の合成桁の床版
打ち替えを半車線ずつ施工を行なう場合の床板撤
去部の既設主桁に発生する応力超過の調整及びた
わみ調整を行なうことのできる、しかも、支保工
の設置することのできない場所にも適用すること
のできる床版打ち替え方法を提供するものであ
る。 The present invention is capable of adjusting excess stress and deflection that occur in the existing main girders at the part where the deck plates are removed when replacing the composite girder deck slabs of steel road bridges in half lanes at a time. Furthermore, the present invention provides a method for replacing floor slabs that can be applied to locations where shoring cannot be installed.
第１図は３主桁の合成桁の鋼道路橋の床版打ち
替えを半車線ずつ行なう場合実施例を示す道路幅
員方向に切断した断面概略図、第２図は第１図の
Ａ−Ａ断面図、第３図は第１図のＢ−Ｂ断面図、
第４図は吊り構造の実施例を示す断面概略図、第
５図は従来例を示す説明図、第６図は合成桁の抵
抗断面を示す説明図、第７図は鋼桁のみの抵抗断
面を示す説明図である。
図面において、１は既設主桁、２は床版、３は
床版撤去部、４は仮設桁、５は吊り材である。
Figure 1 is a schematic cross-sectional view taken along the road width direction, showing an example of replacing the deck slab of a steel road bridge with three main girders and a composite girder for half lanes at a time. A sectional view, FIG. 3 is a BB sectional view of FIG. 1,
Figure 4 is a cross-sectional schematic diagram showing an example of a suspension structure, Figure 5 is an explanatory diagram showing a conventional example, Figure 6 is an explanatory diagram showing a resistance cross section of a composite girder, and Figure 7 is a resistance cross section of only a steel girder. FIG. In the drawing, 1 is the existing main girder, 2 is the floor slab, 3 is the floor slab removal part, 4 is the temporary girder, and 5 is the hanging material.
Claims (1)
方法において、床版撤去部の既設主桁の上方にほ
ぼ平行に空間を設けて仮設桁を設置するとともに
既設主桁の仮設桁とに吊り材により既設主桁と仮
設桁が互いに引張り合う吊り構造を形成し、既設
主桁に発生する応力超過の調整を行なうことを特
徴とする床版の打ち替え方法。1. In the method of replacing deck slabs for half lanes at a time on composite girder steel road bridges, temporary girders are installed by creating a space almost parallel to the existing main girders in the section where the deck slabs have been removed, and A method for replacing a floor slab characterized by forming a hanging structure in which the existing main girder and the temporary girder are pulled together by hanging materials, and adjusting for excess stress occurring in the existing main girder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP28520988A JPH02132206A (en) | 1988-11-11 | 1988-11-11 | Replacing method of floor board |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP28520988A JPH02132206A (en) | 1988-11-11 | 1988-11-11 | Replacing method of floor board |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH02132206A JPH02132206A (en) | 1990-05-21 |
| JPH0413490B2 true JPH0413490B2 (en) | 1992-03-09 |
Family
ID=17688516
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP28520988A Granted JPH02132206A (en) | 1988-11-11 | 1988-11-11 | Replacing method of floor board |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH02132206A (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003013411A (en) * | 2001-06-28 | 2003-01-15 | Sumitomo Constr Co Ltd | Repair method of concrete bridge girder |
| JP4512896B2 (en) * | 2005-01-17 | 2010-07-28 | 株式会社ピーエス三菱 | Reinforcement method of existing bridge girder |
| JP6004353B2 (en) * | 2014-11-18 | 2016-10-05 | 株式会社ピーエス三菱 | Replacement method of concrete floor slab for elevated road |
| JP6489078B2 (en) * | 2016-07-07 | 2019-03-27 | Ｊｆｅエンジニアリング株式会社 | Floor slab support structure |
| JP6493322B2 (en) * | 2016-07-15 | 2019-04-03 | Ｊｆｅエンジニアリング株式会社 | Floor slab replacement device and floor slab replacement method |
| JP6755172B2 (en) * | 2016-12-26 | 2020-09-16 | 首都高速道路株式会社 | Floor slab renewal method |
| CN107747282B (en) * | 2017-11-24 | 2019-03-01 | 中铁十一局集团第一工程有限公司 | On across both wired old bridge overall pulling down methods |
-
1988
- 1988-11-11 JP JP28520988A patent/JPH02132206A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPH02132206A (en) | 1990-05-21 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |