JP6793542B2 - Floor slab erection method and floor slab erection equipment - Google Patents

Floor slab erection method and floor slab erection equipment Download PDF

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JP6793542B2
JP6793542B2 JP2016251710A JP2016251710A JP6793542B2 JP 6793542 B2 JP6793542 B2 JP 6793542B2 JP 2016251710 A JP2016251710 A JP 2016251710A JP 2016251710 A JP2016251710 A JP 2016251710A JP 6793542 B2 JP6793542 B2 JP 6793542B2
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floor slab
precast
bridge axis
hanging
slab
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JP2018104972A (en
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石川　孝
孝 石川
憲浩 番塲
憲浩 番塲
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IHI Infrastructure Systems Co Ltd
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Description

本発明は、既設の床版が撤去された桁上に新たな床版を設置するための床版架設方法及び床版架設装置に関するものである。 The present invention relates to a floor slab erection method and a floor slab erection device for installing a new floor slab on a girder from which an existing floor slab has been removed.

従来、一般道や高速道路等の高架橋において、既設の床版が老朽化した場合は、当該床版を桁上から撤去して新たな床版を再構築する床版取替施工が行われる。この場合、新たな床版は、工場で製作されたコンクリート製のプレキャスト床版を橋軸方向に複数枚配列して設置することにより構築される（例えば、特許文献１参照。）。 Conventionally, when an existing plate slab has deteriorated in a viaduct such as a general road or an expressway, the plate slab is removed from the girder and a new plate slab is reconstructed. In this case, a new slab is constructed by arranging and installing a plurality of precast slabs made of concrete manufactured in a factory in the direction of the bridge axis (see, for example, Patent Document 1).

以下、従来の床版取替方法について、図１９乃至図２８を参照して説明する。ここでは、図１９に示すように一般車両Ａが二車線通行する高架橋の既設床版１を全幅員ごと取り替える場合を示す。この高架橋では、道路の幅員方向に互いに間隔をおいて配置された複数の主桁２上に既設床版１が設置されており、各主桁２間には横桁及び対傾構３が設けられている。 Hereinafter, the conventional floor slab replacement method will be described with reference to FIGS. 19 to 28. Here, as shown in FIG. 19, a case where the general vehicle A replaces the existing floor slab 1 of the viaduct in which two lanes pass is replaced with the entire width. In this viaduct, existing floor slabs 1 are installed on a plurality of main girders 2 arranged at intervals in the width direction of the road, and horizontal girders and anti-tilt structures 3 are provided between the main girders 2. ing.

まず、図２０に示すように既設床版１の下方に足場Ｂを仮設し、その後通行車両の全止め規制を行う。次に、撤去する床版１を橋軸直角方向に切断するとともに、床版１を複数の切断位置で橋軸方向に切断する。この場合、合成桁橋では、床版コンクリートが主断面に含まれ、床版１と主桁２がスタッド（図示せず）によって強固に結合されているため、図２１に示すように各主桁２の上フランジ両端部から１００ｍｍ程度離れた位置Ｃで橋軸方向に切断する。また、非合成桁橋の場合は、床版１と主桁２との結合が合成桁ほど強固ではないため、図２２に示すように床版１の幅方向両端側の所定位置Ｃを橋軸方向に切断する（主桁２間隔が大きい場合は幅方向中間部での切断も行う）。 First, as shown in FIG. 20, a scaffolding B is temporarily installed below the existing floor slab 1, and then all passing vehicles are restricted. Next, the floor slab 1 to be removed is cut in the direction perpendicular to the bridge axis, and the floor slab 1 is cut in the bridge axis direction at a plurality of cutting positions. In this case, in the composite girder bridge, the floor slab concrete is included in the main cross section, and the floor slab 1 and the main girder 2 are firmly connected by studs (not shown), so that each main girder is as shown in FIG. Cut in the bridge axis direction at position C about 100 mm away from both ends of the upper flange of 2. Further, in the case of a non-synthetic girder bridge, the connection between the floor slab 1 and the main girder 2 is not as strong as that of the composite girder. Therefore, as shown in FIG. Cut in the direction (if the interval between the two main girders is large, cut in the middle part in the width direction).

次に、切断された床版コンクリート１ａを移動式クレーンによって吊り上げて撤去する。この場合、ジャッキを用いた周知の床版剥離装置（図示せず）によって床版コンクリート１ａの切断部分を完全に分離する。その際、合成桁の場合は、図２３に示すように切断された床版コンクリート１ａが主桁２上の床版コンクリート１ｂから分離して取り外され、非合成桁の場合は床版１と主桁２との結合が合成桁ほど強固ではないため、図２４に示すように床版コンクリート１ａが一体で取り外される。 Next, the cut slab concrete 1a is lifted by a mobile crane and removed. In this case, the cut portion of the floor slab concrete 1a is completely separated by a well-known floor slab peeling device (not shown) using a jack. At that time, in the case of the synthetic girder, the cut floor slab concrete 1a is separated from the floor slab concrete 1b on the main girder 2 and removed as shown in FIG. 23, and in the case of the non-synthetic girder, the floor slab 1 and the main Since the bond with the girder 2 is not as strong as that of the synthetic girder, the floor slab concrete 1a is integrally removed as shown in FIG. 24.

合成桁の場合は、図２５に示すように、主桁２上に残存する床版コンクリート１ｂを大型ブレーカまたはハンドブレーカ等の破砕機Ｄを用いて破砕した後、図２６に示すように、主桁２、横桁及び対傾構３を補強する補強工Ｅを足場Ｂ内で行うとともに、主桁２の上フランジ上に新設床版と結合するための新たなスタッド（図示せず）を取り付ける。 In the case of a synthetic girder, as shown in FIG. 25, the floor slab concrete 1b remaining on the main girder 2 is crushed using a crusher D such as a large breaker or a hand breaker, and then the main girder is shown in FIG. Reinforcing work E to reinforce the girder 2, cross girder and anti-tilt structure 3 is performed in the scaffold B, and a new stud (not shown) for connecting to the new floor slab is attached on the upper flange of the main girder 2.

このようにして、既設の床版１を撤去した後は、新設するプレキャスト床版４を橋軸方向に複数枚配列して設置する。この場合、図２７及び図２８に示すように既に設置されたプレキャスト床版４上にクレーン車Ｆを設置し、プレキャスト床版４を主桁２上に順次配列することにより新設床版を構築する。尚、撤去前の既設床版１上にクレーン車Ｆを設置し、床版取替を施工する場合もある。 After removing the existing floor slab 1 in this way, a plurality of newly installed precast floor slabs 4 are arranged and installed in the bridge axis direction. In this case, as shown in FIGS. 27 and 28, the crane wheel F is installed on the precast floor slab 4 already installed, and the precast floor slab 4 is sequentially arranged on the main girder 2 to construct a new floor slab. .. In some cases, the crane wheel F may be installed on the existing floor slab 1 before removal to replace the floor slab.

特開２００９−２６４０４０号公報JP-A-2009-264040

しかしながら、プレキャスト床版４は１枚でおよそ２０〜２５トンもの重量があるため、クレーン車Ｆには１２０〜２００トン吊りの性能が必要となる。このような大型のクレーン車Ｆは、例えばアウトリガーを広げた設置幅Ｗが約９メートルに及ぶため、二車線の道路では全止め規制となる。しかしながら、二車線の道路を常時全止め規制すると、施工中の車線の交通遮断による渋滞や、遮断した交通のための迂回路の確保等、一般通行車両へ与える影響が大きいことから、夜間等の交通量の少ない時間帯を利用して一部区間ずつ床版取替施工を行わなければならず、施工期間が長くなるという問題があった。また、クレーン車Ｆを用いる場合は、クレーンの旋回範囲を作業スペースとして確保しなければならないため、道路幅方向に広い作業スペースを必要とし、周囲に供用道路や建物等の障害物がある現場では作業が困難になるという問題もあった。 However, since one precast floor slab 4 weighs about 20 to 25 tons, the crane vehicle F needs to have a suspension performance of 120 to 200 tons. For such a large crane vehicle F, for example, the installation width W with the outriggers widened reaches about 9 meters, so that all stops are restricted on a two-lane road. However, if two-lane roads are restricted at all times, it will have a large impact on general traffic vehicles, such as traffic congestion due to traffic blockage in the lane under construction and securing detours for blocked traffic. There is a problem that the floor slab replacement work must be carried out for each section during a time when the traffic volume is light, and the construction period becomes long. In addition, when using the crane vehicle F, the turning range of the crane must be secured as a work space, so a wide work space is required in the road width direction, and at sites where there are obstacles such as service roads and buildings around. There was also the problem that the work became difficult.

本発明は前記問題点に鑑みてなされたものであり、その目的とするところは、道路幅方向の作業スペースを小さくすることのできる床版架設方法及び床版架設装置を提供することにある。 The present invention has been made in view of the above problems, and an object of the present invention is to provide a floor slab erection method and a floor slab erection device capable of reducing a work space in the road width direction.

本発明は前記目的を達成するために、主桁上の橋軸方向にプレキャスト床版を順次配列して設置する床版架設方法において、プレキャスト床版の長手方向が橋軸方向となる向きで搬送されたプレキャスト床版に、橋軸方向所定位置に配置された吊り下げ機構の吊り下げ部材と、吊り下げ機構と橋軸方向に所定間隔をおいて配置された他の吊り下げ機構の他の吊り下げ部材とを連結し、吊り下げ機構の吊り下げ部材を巻き取ることによりプレキャスト床版を所定高さ位置まで上昇させた後、他の吊り下げ機構の他の吊り下げ部材を巻き取るとともに、前記吊り下げ機構の吊り下げ部材を繰り出しながら他の吊り下げ機構の他の吊り下げ部材をプレキャスト床版の自重により橋軸方向に振り子状に移動させることによりプレキャスト床版を橋軸方向他の所定位置まで移動し、前記他の吊り下げ機構によって橋軸方向他の所定位置まで移動したプレキャスト床版を、プレキャスト床版の長手方向が橋軸直角方向となるように回転させて下降することによりプレキャスト床版を主桁上に設置している。 The present invention is a floor slab erection method in which precast floor slabs are sequentially arranged and installed in the direction of the bridge axis on the main girder in order to achieve the above object. The hanging member of the hanging mechanism arranged at a predetermined position in the bridge axial direction and other hanging members of the hanging mechanism and other hanging mechanisms arranged at a predetermined interval in the bridge axial direction on the precast slab. After raising the precast floor slab to a predetermined height position by connecting the lowering member and winding up the hanging member of the hanging mechanism, the other hanging member of the other hanging mechanism is wound up, and the above By moving the other hanging members of the other hanging mechanism in a pendulum shape in the bridge axis direction by the weight of the precast slab while feeding out the hanging members of the hanging mechanism, the precast slab is moved to another predetermined position in the bridge axis direction. The precast floor slab, which has been moved to, and moved to another predetermined position in the bridge axis direction by the other suspension mechanism , is rotated and lowered so that the longitudinal direction of the precast floor slab is perpendicular to the bridge axis. The plate is installed on the main girder.

また、本発明は前記目的を達成するために、主桁上の橋軸方向にプレキャスト床版を順次配列して設置するための床版架設装置において、橋軸方向所定位置に配置され、前記プレキャスト床版の長手方向が橋軸方向となる向きで搬送されたプレキャスト床版に吊り下げ部材を連結する吊り下げ機構と、前記吊り下げ機構と橋軸方向に所定間隔をおいて配置された他の吊り下げ部材を前記プレキャスト床版に連結する他の吊り下げ機構とを備え、前記プレキャスト床版に前記吊り下げ部材及び他の吊り下げ部材を連結し、吊り下げ機構の吊り下げ部材を巻き取ることによりプレキャスト床版を所定高さ位置まで上昇させた後、他の吊り下げ機構の他の吊り下げ部材を巻き取るとともに、前記吊り下げ機構の吊り下げ部材を繰り出しながら他の吊り下げ機構の他の吊り下げ部材をプレキャスト床版の自重により橋軸方向に振り子状に移動させることによりプレキャスト床版を橋軸方向他の所定位置まで移動し、プレキャスト床版をプレキャスト床版の長手方向が橋軸直角方向となるように回転させて下降することによりプレキャスト床版を主桁上に設置するように構成している。 Further, in order to achieve the above object, the present invention is a floor slab erection device for sequentially arranging and installing precast floor slabs in the bridge axis direction on the main girder, and is arranged at a predetermined position in the bridge axis direction. a suspension mechanism longitudinal deck is connected to the suspension member to the precast slab which is conveyed in the direction as the bridge axis direction, the suspension mechanism and Hashijiku direction arranged at predetermined intervals was more It is provided with another hanging mechanism for connecting the hanging member to the precast floor slab, the hanging member and other hanging members are connected to the precast floor slab, and the hanging member of the hanging mechanism is wound up. After raising the precast floor slab to a predetermined height position, the other hanging member of the other hanging mechanism is wound up, and the hanging member of the hanging mechanism is unwound while the other hanging member of the other hanging mechanism is unwound. the hanging member moving the precast slab by moving like a pendulum in the bridge axis direction by the weight of the precast slab to Hashijiku direction other predetermined position, the longitudinal bridges axis of the precast slab-flop Rekyasuto slab The precast slab is configured to be installed on the main girder by rotating it in the perpendicular direction and lowering it.

これにより、プレキャスト床版が長手方向を橋軸方向とする向きで吊り下げられて橋軸方向に移動することから、クレーン車の旋回範囲のように大きな作業範囲を確保する必要がない。また、吊り下げ部材によって上昇したプレキャスト床版が他の吊り下げ部材によって振り子状に自重で橋軸方向に移動することから、プレキャスト床版の移動に機械駆動式の搬送機構を用いる必要がない。 As a result, the precast slab is suspended in the direction in which the longitudinal direction is the bridge axis direction and moves in the bridge axis direction, so that it is not necessary to secure a large working range as in the turning range of a crane vehicle. Further, since the precast slab raised by the hanging member is moved in the direction of the bridge axis by its own weight in a pendulum shape by another hanging member, it is not necessary to use a mechanically driven transport mechanism to move the precast slab.

本発明によれば、クレーン車の旋回範囲のように大きな作業スペースを確保する必要がないため、道路の幅員方向の作業スペースが小さくて済み、作業スペースを道路幅員の半幅よりも小さくすることで、二車線の高架橋においても床版取替施工を一車線ずつ行うことができる。これにより、最低一車線の交通解放が確保され昼夜連続施工が可能となり、交通規制による渋滞の緩和と工期の短縮を図ることができる。また、プレキャスト床版の移動に機械駆動式の搬送機構を用いる必要がないため、構造の簡素化及び軽量化を図ることができる。 According to the present invention, since it is not necessary to secure a large work space as in the turning range of a crane vehicle, the work space in the width direction of the road can be made small, and the work space can be made smaller than half the width of the road. Even in a two-lane viaduct, floor slab replacement work can be performed one lane at a time. As a result, traffic release of at least one lane is secured, continuous construction day and night is possible, and it is possible to alleviate traffic congestion and shorten the construction period due to traffic restrictions. Further, since it is not necessary to use a mechanically driven transport mechanism for moving the precast floor slab, the structure can be simplified and the weight can be reduced.

本発明の一実施形態を示す床版架設装置の正面図Front view of a floor slab erection device showing an embodiment of the present invention 床版架設装置の平面図Floor plan of the floor slab erection device 床版架設装置の側面図Side view of the floor slab erection device 軌条の拡大正面図Enlarged front view of the rail プレキャスト床版及び吊り部材の正面図Front view of precast floor slab and hanging member プレキャスト床版及び吊り部材の平面図Plan view of precast floor slab and hanging member プレキャスト床版及び吊り部材の側面図Side view of precast floor slab and hanging member Ｘ−Ｘ線矢視方向断面図X-ray line cross-sectional view in the direction of arrow 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 本発明の他の実施形態を示す床版架設装置の側面図Side view of a floor slab erection device showing another embodiment of the present invention 従来の床版架設工程を示す正面図Front view showing the conventional floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process 床版架設工程を示す側面図Side view showing the floor slab erection process 床版架設工程を示す正面図Front view showing the floor slab erection process

図１乃至図２１は本発明の一実施形態を示すもので、既設床版を撤去した主桁上に新設床版を架設する床版架設方法及び床版架設装置を示すものである。尚、従来例と同等の構成部分には同一の符号を付して示す。 1 to 21 show an embodiment of the present invention, and show a floor slab erection method and a floor slab erection device for erection of a new floor slab on a main girder from which an existing floor slab has been removed. The same components as those in the conventional example are designated by the same reference numerals.

本実施形態の床版架設装置は、主桁２上に設置されているプレキャスト床版４上を橋軸方向に移動可能な装置本体１０と、プレキャスト床版４を装置本体１０まで搬送する搬送台車２０とを備え、搬送台車２０のプレキャスト床版４を専用の吊り部材３０を介して装置本体１０から吊り下げて所定の設置位置まで縦移動させる構造となっている。尚、「縦移動」とは橋軸方向への移動をいう。 The floor slab erection device of the present embodiment includes an apparatus main body 10 that can move in the bridge axis direction on the precast floor slab 4 installed on the main girder 2, and a transport trolley that conveys the precast floor slab 4 to the device main body 10. The structure is such that the precast floor slab 4 of the transport trolley 20 is suspended from the apparatus main body 10 via a dedicated suspension member 30 and vertically moved to a predetermined installation position. The "vertical movement" means movement in the direction of the bridge axis.

装置本体１０は、橋軸方向に延びる左右一対のベース部材１１と、各ベース部材１１から上方に垂直に延びる第１のフレーム１２と、各ベース部材１１の後端側から前方に向かって斜め上方に延びる第２のフレーム１３と、第１のフレーム１２に取り付けられた吊り下げ手段としての第１の吊り下げ機構１４と、第２のフレーム１３に取り付けられた他の吊り下げ手段としての第２の吊り下げ機構１５からなり、第１の吊り下げ機構１４は装置本体１０の橋軸方向中央側に配置され、第２の吊り下げ機構１５は装置本体１０の橋軸方向一端側に配置されている。また、装置本体１０は、プレキャスト床版４上に設置される軌条１６に沿って移動するようになっている。 The apparatus main body 10 includes a pair of left and right base members 11 extending in the bridge axis direction, a first frame 12 extending vertically upward from each base member 11, and diagonally upward from the rear end side of each base member 11 toward the front. A second frame 13 extending to, a first hanging mechanism 14 as a hanging means attached to the first frame 12, and a second as another hanging means attached to the second frame 13. The first suspension mechanism 14 is arranged on the central side of the apparatus main body 10 in the bridge axial direction, and the second suspension mechanism 15 is arranged on one end side of the apparatus main body 10 in the bridge axial direction. There is. Further, the apparatus main body 10 is adapted to move along the rail 16 installed on the precast floor slab 4.

各ベース部材１１は、搬送台車２０の幅よりも広い間隔をおいて互いに橋軸方向に配置される。各ベース部材１１の前端側（橋軸方向一端側）及び後端側（橋軸方向他端側）には軌条１６を走行する車輪１１ａが設けられ、車輪１１ａは図示しないモータによって駆動されるようになっている。また、各ベース部材１１の後端側には、軌条１６に係合することによりベース部材１１の上方への移動を規制する移動規制手段としての移動規制部材１１ｂが設けられている。 The base members 11 are arranged in the bridge axis direction at intervals wider than the width of the transport carriage 20. Wheels 11a running on the rail 16 are provided on the front end side (one end side in the bridge axis direction) and the rear end side (the other end side in the bridge axis direction) of each base member 11, and the wheels 11a are driven by a motor (not shown). It has become. Further, on the rear end side of each base member 11, a movement restricting member 11b as a movement restricting means for restricting the upward movement of the base member 11 by engaging with the rail 16 is provided.

第１のフレーム１２は、各ベース部材１１から上方に垂直に延びる左右一対の支柱部１２ａと、各支柱部１２ａの上端間に亘って橋軸直角方向に延びる梁部１２ｂからなる。 The first frame 12 includes a pair of left and right strut portions 12a extending vertically upward from each base member 11, and a beam portion 12b extending in a direction perpendicular to the bridge axis between the upper ends of the strut portions 12a.

第２のフレーム１３は、各ベース部材１１の後端側から前方に向かって斜め上方に延びる左右一対の第１の傾斜部材１３ａと、各ベース部材１１の前端側から後方に向かって第１の傾斜部材１３ａまで斜め上方に延びる左右一対の第２の傾斜部材１３ｂと、第１の傾斜部材１３ａの上端間に亘って橋軸直角方向に延びる梁部１３ｃからなる。この場合、第２のフレーム１３の梁部１３ｃと第１のフレーム１２の梁部１２ｂとは、互いに橋軸方向に所定間隔をおいて同等の高さ位置に配置され、第２のフレーム１３の梁部１３ｃはベース部材１１の前端よりも前方に位置している。 The second frame 13 includes a pair of left and right first inclined members 13a extending diagonally upward from the rear end side of each base member 11 and a first one from the front end side of each base member 11 to the rear. It is composed of a pair of left and right second inclined members 13b extending diagonally upward to the inclined member 13a, and a beam portion 13c extending in a direction perpendicular to the bridge axis between the upper ends of the first inclined member 13a. In this case, the beam portion 13c of the second frame 13 and the beam portion 12b of the first frame 12 are arranged at equivalent height positions at predetermined intervals in the bridge axis direction, respectively, and the second frame 13 The beam portion 13c is located in front of the front end of the base member 11.

第１の吊り下げ機構１４は、例えば周知の電気チェーンブロックや、ワイヤーの繰り込み設備からなり、第１のフレーム１２の梁部１２ｂに配置されている。第１の吊り下げ機構１４は、上定着具１４ａを梁部１２ｂに連結され、下定着具１４ｂとの間のチェーンまたはワイヤーからなる吊り下げ部材１４ｃを繰り出しまたは巻き取ることにより、吊り下げ部材１４ｃの長さを変えるようになっている。 The first suspension mechanism 14 is composed of, for example, a well-known electric chain block or wire renormalization equipment, and is arranged on a beam portion 12b of the first frame 12. In the first suspension mechanism 14, the upper fixing tool 14a is connected to the beam portion 12b, and the hanging member 14c made of a chain or a wire between the upper fixing tool 14a and the lower fixing tool 14b is unwound or wound up to extend or wind the hanging member 14c. It is designed to change the length of.

第２の吊り下げ機構１５は、第１の吊り下げ機構１４と同様、例えば周知の電気チェーンブロックや、ワイヤーの繰り込み設備およびハンガーワイヤーからなり、第２のフレーム１３の梁部１３ｃに配置されている。第２の吊り下げ機構１５は、上定着具１５ａを梁部１３ｃに連結され、下定着具１５ｂとの間の吊り下げ部材１５ｃを繰り出しまたは巻き取ることにより、吊り下げ部材１５ｃの長さを変えるようになっている。 Like the first suspension mechanism 14, the second suspension mechanism 15 is composed of, for example, a well-known electric chain block, a wire renormalization facility, and a hanger wire, and is arranged on the beam portion 13c of the second frame 13. There is. The second hanging mechanism 15 changes the length of the hanging member 15c by connecting the upper fixing tool 15a to the beam portion 13c and feeding out or winding the hanging member 15c between the upper fixing tool 15a and the lower fixing tool 15b. It has become like.

軌条１６は、互いにプレキャスト床版４上の幅方向に間隔をおいて配置された一対のレール１６ａと、上面にレール１６ａが固定された一対の固定部材１６ｂからなり、設置前のプレキャスト床版４上に予め搭載されている。レール１６ａはほぼプレキャスト床版４ごとの長さに形成され、プレキャスト床版４を主桁２上に設置するとレール１６ａ同士及び固定部材１６ｂ同士が連続し、橋軸方向に延びる軌条１６が形成されるようになっている。各固定部材１６ｂは上フランジ１６ｂ−１及び下フランジ１６ｂ−２を有するＨ鋼からなり、板状の支持部材１６ｃを介してプレキャスト床版４の上面に搭載されている。この場合、固定部材１６ｂにはベース部材１１の移動規制部材１１ｂが係合しており、移動規制部材１１ｂはＬ字状に屈曲した下端側を上フランジ１６ｂ−１に下方から係止することにより、上方への移動を規制されるようになっている。 The rail 16 is composed of a pair of rails 16a arranged at intervals on the precast floor slab 4 in the width direction and a pair of fixing members 16b in which the rails 16a are fixed on the upper surface, and the precast floor slab 4 before installation. It is pre-mounted on the top. The rail 16a is formed to be approximately the length of each precast floor slab 4, and when the precast floor slab 4 is installed on the main girder 2, the rails 16a and the fixing members 16b are continuous, and a rail 16 extending in the bridge axis direction is formed. It has become so. Each fixing member 16b is made of H-steel having an upper flange 16b-1 and a lower flange 16b-2, and is mounted on the upper surface of the precast floor slab 4 via a plate-shaped support member 16c. In this case, the movement restricting member 11b of the base member 11 is engaged with the fixing member 16b, and the movement restricting member 11b locks the lower end side bent in an L shape to the upper flange 16b-1 from below. , The upward movement is restricted.

搬送台車２０は、上面にプレキャスト床版４を載置可能な台車本体２１を備え、プレキャスト床版４上に設置される軌条２２に沿って移動するようになっている。 The transport carriage 20 is provided with a carriage main body 21 on which the precast floor slab 4 can be placed, and moves along a rail 22 installed on the precast floor slab 4.

台車本体２１は、装置本体１０の各ベース部材１１の間隔よりも小さい幅に形成され、各ベース部材１１間を走行可能になっている。搬送台車２０の前端側及び後端側には軌条２２を走行する車輪２１ａが設けられ、車輪２１ａは図示しないモータによって駆動されるようになっている。 The carriage main body 21 is formed to have a width smaller than the distance between the base members 11 of the device main body 10, and can travel between the base members 11. Wheels 21a running on the rail 22 are provided on the front end side and the rear end side of the transport carriage 20, and the wheels 21a are driven by a motor (not shown).

軌条２２は、装置本体１０用の軌条１６と同様、互いにプレキャスト床版４上の幅方向に間隔をおいて配置された一対のレール２２ａと、上面にレール２２ａが固定された一対の固定部材２２ｂからなり、設置前のプレキャスト床版４上に予め搭載されている。レール２２ａはほぼプレキャスト床版４ごとの長さに形成され、プレキャスト床版４を主桁２上に設置するとレール２２ａ同士及び固定部材２２ｂ同士が連続し、橋軸方向に延びる軌条２２が形成されるようになっている。各固定部材２２ｂは上フランジ２２ｂ−１及び下フランジ２２ｂ−２を有するＨ鋼からなり、板状の支持部材２２ｃを介してプレキャスト床版４の上面に搭載されている。 Similar to the rail 16 for the apparatus main body 10, the rails 22 are a pair of rails 22a arranged at intervals on the precast floor slab 4 in the width direction, and a pair of fixing members 22b in which the rails 22a are fixed on the upper surface. It is pre-mounted on the precast floor slab 4 before installation. The rail 22a is formed to have approximately the length of each precast floor slab 4, and when the precast floor slab 4 is installed on the main girder 2, the rails 22a and the fixing members 22b are continuous, and a rail 22 extending in the bridge axis direction is formed. It has become so. Each fixing member 22b is made of H-steel having an upper flange 22b-1 and a lower flange 22b-2, and is mounted on the upper surface of the precast floor slab 4 via a plate-shaped support member 22c.

吊り部材３０は、プレキャスト床版４の長手方向及び橋軸方向の２方向に延びる部材からなり、その上端には、長手方向中央には第１の吊り下げ機構１４または第２の吊り下げ機構１５が連結される第１の連結部３１が設けられている。吊り部材３０の下端にはプレキャスト床版４に連結される第２の連結部３２がそれぞれ設けられ、各第２の連結部３２はプレキャスト床版４に予め設けられた周知の仮設用吊り金具（図示せず）に連結されるようになっている。 The suspension member 30 is composed of a member extending in two directions, the longitudinal direction and the bridge axis direction of the precast floor slab 4, and at the upper end thereof, the first suspension mechanism 14 or the second suspension mechanism 15 is located in the center of the longitudinal direction. A first connecting portion 31 is provided. A second connecting portion 32 connected to the precast floor slab 4 is provided at the lower end of the hanging member 30, and each of the second connecting portions 32 is a well-known temporary hanging metal fitting (preliminarily provided in the precast floor slab 4). It is designed to be connected to (not shown).

次に、本実施形態の床版架設装置を用いた床版取替施工について、図９乃至図２１を参照して説明する。ここでは、一般車両Ａが二車線通行する高架橋の既設床版１を道路幅員の半幅ずつ取り替える場合を示す。即ち、本実施形態では、図中右側の一車線のみを交通規制して右半分の第１施工部Ｓ１の床版取替施工を行った後、右側の一車線を交通開放し、左側の一車線を交通規制して左半分の第２施工部Ｓ２の床版取替施工を行う。以下、右半分の第１施工部Ｓ１の床版取替施工を行う場合を示す。 Next, the floor slab replacement construction using the floor slab erection device of the present embodiment will be described with reference to FIGS. 9 to 21. Here, a case is shown in which the existing floor slab 1 of the viaduct in which the general vehicle A travels in two lanes is replaced by half the width of the road. That is, in the present embodiment, after traffic is restricted to only one lane on the right side in the figure and the floor slab replacement work is performed on the first construction section S1 on the right half, the traffic on the right one lane is opened and one on the left side Traffic is restricted in the lane, and the floor slab replacement work for the second construction section S2 on the left half is performed. Hereinafter, a case where the floor slab replacement work of the first construction part S1 on the right half is performed will be shown.

まず、図９に示すように、まず、既設床版１の下方に足場Ｂを仮設し、各車線の間に防護工Ｇを施した後、右側一車線のみを規制する。次に、撤去する既設床版１を橋軸直角方向に切断するとともに、既設床版１を複数の切断位置で橋軸方向に切断する。この場合、合成桁橋では、床版コンクリートが主断面に含まれ、既設床版１と主桁２がスタッド（図示せず）によって強固に結合されているため、図９に示すように主桁２のフランジ両端部から切断の際、主桁２の上フランジを傷つけない程度に離隔した位置Ｃで橋軸方向に切断する。また、非合成桁橋の場合は、既設床版１と主桁２との結合が合成桁ほど強固ではないため、図１０に示すように既設床版１の幅方向中央側の所定位置Ｃを橋軸方向に切断する（主桁２の間隔が大きい場合は幅方向中間部での切断も行う）。 First, as shown in FIG. 9, first, a scaffolding B is temporarily installed below the existing floor slab 1, a protective work G is applied between each lane, and then only one lane on the right side is regulated. Next, the existing floor slab 1 to be removed is cut in the direction perpendicular to the bridge axis, and the existing floor slab 1 is cut in the bridge axis direction at a plurality of cutting positions. In this case, in the composite girder bridge, the floor slab concrete is included in the main cross section, and the existing floor slab 1 and the main girder 2 are firmly connected by studs (not shown), so that the main girder is as shown in FIG. When cutting from both ends of the flange of 2, cut in the bridge axis direction at a position C separated so as not to damage the upper flange of the main girder 2. Further, in the case of a non-synthetic girder bridge, since the connection between the existing floor slab 1 and the main girder 2 is not as strong as that of the synthetic girder, the predetermined position C on the width direction center side of the existing floor slab 1 is set as shown in FIG. Cut in the direction of the bridge axis (if the distance between the main girders 2 is large, cut in the middle part in the width direction).

次に、切断された床版コンクリート１ａを移動式クレーンによって吊り上げて撤去する。この場合、ジャッキを用いた周知の床版剥離装置（図示せず）によって床版コンクリート１ａの切断部分を完全に分離する。その際、合成桁の場合は、図１１に示すように切断された床版コンクリート１ａが主桁２上の床版コンクリート１ｂから分離して取り外され、非合成桁の場合は床版１と主桁２との結合が合成桁ほど強固ではないため、図１２に示すように主桁２上の床版コンクリート１ａが一体で取り外される。 Next, the cut slab concrete 1a is lifted by a mobile crane and removed. In this case, the cut portion of the floor slab concrete 1a is completely separated by a well-known floor slab peeling device (not shown) using a jack. At that time, in the case of the synthetic girder, the cut floor slab concrete 1a is separated from the floor slab concrete 1b on the main girder 2 and removed as shown in FIG. 11, and in the case of the non-synthetic girder, the floor slab 1 and the main Since the bond with the girder 2 is not as strong as that of the synthetic girder, the floor slab concrete 1a on the main girder 2 is integrally removed as shown in FIG.

続いて、図１３に示すように、主桁２上に残存する床版コンクリート１ｂをハンドブレーカ等の破砕機Ｄを用いて破砕した後、図１４に示すように、主桁２、横桁及び対傾構３を補強する補強工Ｅを足場Ｂ内で行うとともに、主桁２の上フランジ上に新設床版と結合するための新たなスタッド（図示せず）を取り付ける。 Subsequently, as shown in FIG. 13, the floor slab concrete 1b remaining on the main girder 2 is crushed by using a crusher D such as a hand breaker, and then, as shown in FIG. 14, the main girder 2, the cross girder and Reinforcing work E to reinforce the anti-tilt structure 3 is performed in the scaffold B, and a new stud (not shown) for connecting to the new floor slab is attached on the upper flange of the main girder 2.

既設床版１を撤去した後は、本実施形態の床版架設装置を用い、新設するプレキャスト床版４を橋軸方向に複数枚配列する。この場合、設置済みのプレキャスト床版４上には予めプレキャスト床版４上に取り付けられた軌条１６，２２が設けられている。 After removing the existing floor slab 1, a plurality of newly installed precast floor slabs 4 are arranged in the bridge axis direction using the floor slab erection device of the present embodiment. In this case, rails 16 and 22 previously mounted on the precast floor slab 4 are provided on the precast floor slab 4 that has already been installed.

プレキャスト床版４は、図１５及び図１６に示すように、軌条１６上の装置本体１０に搬送台車２０によって搬送される。その際、プレキャスト床版４がその長手方向（プレキャスト床版４の幅員方向）を橋軸方向となる向きで搬送台車２０に載置され、第１のフレーム１２の梁部１２ｂの鉛直下方に搬送される。次に、図１７に示すように第１の吊り下げ機構１４の下定着具１４ｂと第２の吊り下げ機構１５の下定着具１５ｂとを吊り部材３０の第１の連結部３１に連結し、図１８に示すように第１の吊り下げ機構１４の吊り下げ部材１４ｃを巻き取ることにより吊り部材３０と共にプレキャスト床版４を所定の高さ位置まで上昇させる。続いて、第２の吊り下げ機構１５の吊り下げ部材１５ｃを巻き取ることにより弛みをなくし、第１の吊り下げ機構１４の吊り下げ部材１４ｃを繰り出す。 As shown in FIGS. 15 and 16, the precast floor slab 4 is conveyed to the apparatus main body 10 on the rail 16 by the transport carriage 20. At that time, the precast floor slab 4 is placed on the transport carriage 20 in the longitudinal direction (width direction of the precast floor slab 4) in the direction of the bridge axis, and is transported vertically below the beam portion 12b of the first frame 12. Will be done. Next, as shown in FIG. 17, the lower fixing tool 14b of the first hanging mechanism 14 and the lower fixing tool 15b of the second hanging mechanism 15 are connected to the first connecting portion 31 of the hanging member 30. As shown in FIG. 18, the precast floor slab 4 is raised to a predetermined height position together with the suspension member 30 by winding the suspension member 14c of the first suspension mechanism 14. Subsequently, the hanging member 15c of the second hanging mechanism 15 is wound up to eliminate the slack, and the hanging member 14c of the first hanging mechanism 14 is paid out.

これにより、図１９に示すように第２の吊り下げ機構１５によって吊り下げられたプレキャスト床版４が第２の吊り下げ機構１５の上端を支点とした振り子状に橋軸方向を自重で移動できるため、第１の吊り下げ機構１４の吊り下げ部材１４ｃを繰り出してプレキャスト床版４を第２のフレーム１３の梁部１３ｃの鉛直下方まで移動させる。 As a result, as shown in FIG. 19, the precast floor slab 4 suspended by the second suspension mechanism 15 can move by its own weight in the bridge axis direction in a pendulum shape with the upper end of the second suspension mechanism 15 as a fulcrum. Therefore, the hanging member 14c of the first hanging mechanism 14 is extended to move the precast floor slab 4 vertically below the beam portion 13c of the second frame 13.

この後、図２０に示すように第２の吊り下げ機構１５によって吊り下げられたプレキャスト床版４をその長手方向（プレキャスト床版４の幅員方向）が橋軸直角方向となるように９０゜回転させ、図２１に示すように第２の吊り下げ機構１５の吊り下げ部材１５ｃを繰り出して主桁２上に設置する。このようにして一枚のプレキャスト床版４の設置が完了した後は、装置本体１０をプレキャスト床版４の一枚分だけ橋軸方向に前進させ、前記動作を繰り返すことにより、プレキャスト床版４を一枚ずつ順次橋軸方向に設置する。 After that, as shown in FIG. 20, the precast floor slab 4 suspended by the second suspension mechanism 15 is rotated by 90 ° so that its longitudinal direction (width direction of the precast floor slab 4) is perpendicular to the bridge axis. Then, as shown in FIG. 21, the hanging member 15c of the second hanging mechanism 15 is extended and installed on the main girder 2. After the installation of one precast floor slab 4 is completed in this way, the apparatus main body 10 is advanced in the bridge axis direction by one sheet of the precast floor slab 4, and the above operation is repeated to obtain the precast floor slab 4. Are installed one by one in the direction of the bridge axis.

以上のようにして第１施工部Ｓ１の床版取替施工を行った後は、右側の一車線を交通開放するとともに、左側の一車線を交通規制して左半分の第２施工部Ｓ２の床版取替施工を行うことにより、二車線全止め規制せずに二車線の施工が行われる。 After the floor slab replacement work of the first construction part S1 is performed as described above, the traffic on the right one lane is opened and the traffic on the left one lane is restricted to the left half of the second construction part S2. By replacing the floor slab, two lanes can be constructed without restricting all two lanes.

このように、本実施形態によれば、プレキャスト床版４の長手方向（プレキャスト床版４の幅員方向）が橋軸方向となる向きで搬送されたプレキャスト床版４を橋軸方向所定位置に配置された第１の吊り下げ機構１４によって所定高さ位置まで上昇させた後、第１の吊り下げ機構１４と橋軸方向に所定間隔をおいて配置された第２の吊り下げ機構１５によってプレキャスト床版４を自重で振り子状に橋軸方向他の所定位置まで移動し、第２の吊り下げ機構１５によって橋軸方向他の所定位置まで移動したプレキャスト床版４をその長手方向が橋軸直角方向となるように回転させて下降することにより、プレキャスト床版４を主桁２上に設置するようにしたため、クレーン車の旋回範囲のように大きな作業スペースを確保する必要がなく、道路の幅員方向の作業スペースを小さくすることができる。 As described above, according to the present embodiment, the precast floor slab 4 conveyed in the direction in which the longitudinal direction of the precast floor slab 4 (the width direction of the precast floor slab 4) is the bridge axis direction is arranged at a predetermined position in the bridge axis direction. After being raised to a predetermined height position by the first hanging mechanism 14 provided, the precast floor is provided by the first hanging mechanism 14 and the second hanging mechanism 15 arranged at a predetermined distance in the bridge axis direction. The precast floor slab 4 is moved by its own weight in a pendulum shape to another predetermined position in the bridge axis direction, and is moved to another predetermined position in the bridge axis direction by the second suspension mechanism 15, and its longitudinal direction is perpendicular to the bridge axis. Since the precast floor slab 4 is installed on the main girder 2 by rotating and descending so as to be, it is not necessary to secure a large work space like the turning range of a crane car, and the width direction of the road. Work space can be reduced.

この場合、プレキャスト床版４をその長手方向が橋軸方向となる向きで装置本体１０から吊り下げて橋軸方向に移動させるようにしているので、装置本体１０の幅を道路幅員の半幅よりも小さくすることで、二車線の高架橋においても床版取替施工を一車線ずつ行うことができる。これにより、最低一車線の交通解放が確保され昼夜連続施工が可能となり、交通規制による渋滞の緩和、遮断した交通のための迂回路を確保する手間、工期の短縮を図ることができる。 In this case, since the precast floor slab 4 is suspended from the device main body 10 in a direction in which the longitudinal direction thereof is the bridge axis direction and moved in the bridge axis direction, the width of the device main body 10 is larger than half the width of the road width. By making it smaller, it is possible to replace the floor slab one lane at a time even in a two-lane viaduct. As a result, traffic release of at least one lane can be secured and continuous construction can be carried out day and night, alleviating traffic congestion due to traffic restrictions, labor for securing a detour for blocked traffic, and shortening of the construction period.

更に、第１の吊り下げ機構１４によって上昇させたプレキャスト床版４を第２の吊り下げ機構１５によって振り子状に橋軸方向を移動させることにより、プレキャスト床版４を自重で設置位置に縦移動させるようにしたため、プレキャスト床版４の所定架設位置（前方に延出する位置）までの縦方向（橋軸方向）への吊り上げ移動が可能となり、機械駆動式の移動機構を用いる必要がなく、構造の簡素化及び軽量化を図ることができる。 Further, by moving the precast plate 4 raised by the first suspension mechanism 14 in the bridge axis direction in a pendulum shape by the second suspension mechanism 15, the precast plate 4 is vertically moved to the installation position by its own weight. Therefore, the precast floor slab 4 can be lifted and moved in the vertical direction (bridge axis direction) to a predetermined erection position (position extending forward), and there is no need to use a mechanically driven movement mechanism. The structure can be simplified and the weight can be reduced.

また、各吊り下げ機構１４，１５が設けられた装置本体１０を、主桁２上にプレキャスト床版４を一枚設置するごとに橋軸方向に移動させるようにしたので、プレキャスト床版４の設置と装置本体１０の移動を繰り返すことにより、プレキャスト床版４を効率よく設置することができる。 Further, since the device main body 10 provided with the suspension mechanisms 14 and 15 is moved in the bridge axis direction every time one precast floor slab 4 is installed on the main girder 2, the precast floor slab 4 is moved. The precast floor slab 4 can be efficiently installed by repeating the installation and the movement of the apparatus main body 10.

この場合、主桁２上のプレキャスト床版４上に設置した軌条１６に沿って装置本体１０を移動させるようにしたため、装置本体１０の移動を容易に行うことができる。 In this case, since the apparatus main body 10 is moved along the rail 16 installed on the precast floor slab 4 on the main girder 2, the apparatus main body 10 can be easily moved.

更に、装置本体１０の内側を走行可能な搬送台車２０によってプレキャスト床版４を橋軸方向所定の設置位置に近接する吊り上げ位置まで搬送するようにしたので、プレキャスト床版４の搬送及び吊り上げ作業を効率よく行うことができる。 Further, since the precast floor slab 4 is transported to a lifting position close to a predetermined installation position in the bridge axis direction by a transport carriage 20 capable of traveling inside the apparatus main body 10, the precast floor slab 4 can be transported and lifted. It can be done efficiently.

この場合も装置本体１０と同様、主桁２上のプレキャスト床版４上に設置した軌条２２に沿って搬送台車２０を移動させるようにしたので、搬送台車２０の移動を容易に行うことができる。 In this case as well, as in the case of the apparatus main body 10, the transport carriage 20 is moved along the rail 22 installed on the precast floor slab 4 on the main girder 2, so that the transport carriage 20 can be easily moved. ..

また、各軌条１６，２２をプレキャスト床版４ごとの寸法で分割するとともに、予めプレキャスト床版４に取り付けておき、プレキャスト床版４を主桁２上に設置すると、各軌条１６，２２が橋軸方向に連続するようにしたので、各軌条１６，２２を別途設置するための作業を必要とすることがなく、作業の効率化を図ることができる。また、各軌条１６，２２の分割により単部材としての設備の計量化ができ、各軌条１６，２２の撤去の際に大型重機を必要としないなどの作業の効率化が可能となる。 Further, when each rail 16 and 22 is divided by the dimensions of each precast floor slab 4 and attached to the precast floor slab 4 in advance and the precast floor slab 4 is installed on the main girder 2, each rail 16 and 22 becomes a bridge. Since it is made continuous in the axial direction, it is not necessary to separately install the rails 16 and 22, and the work efficiency can be improved. Further, by dividing the rails 16 and 22, the equipment as a single member can be quantified, and the work efficiency can be improved such that a large heavy machine is not required when removing the rails 16 and 22.

更に、ベース部材１１の後端側に、ベース部材１１の上方への移動を規制する移動規制部材１１ｂを設けたので、第２のフレーム１３の梁部１３ｃ側がベース部材１１の前端よりも前方に延出していても、梁部１３ｃから吊り下げられたプレキャスト床版４の荷重でベース部材１１の後端側が上方へ移動することがなく、装置本体１０の前方への傾倒を防止することができる。 Further, since the movement restricting member 11b for restricting the upward movement of the base member 11 is provided on the rear end side of the base member 11, the beam portion 13c side of the second frame 13 is in front of the front end of the base member 11. Even if it is extended, the rear end side of the base member 11 does not move upward due to the load of the precast floor slab 4 suspended from the beam portion 13c, and the device main body 10 can be prevented from tilting forward. ..

図２２は本発明の他の実施形態を示すもので、前記実施形態と同等の構成部分には同一の符号を付して示す。 FIG. 22 shows another embodiment of the present invention, and the same components as those of the embodiment are designated by the same reference numerals.

本実施形態の床版架設装置は、装置本体４０に設けた４つの吊り下げ機構によってプレキャスト床版４を橋軸方向に移動させるようにしたもので、前記実施形態の搬送台車２０は用いず、運搬車両としてのトレーラーＨによってプレキャスト床版４を装置本体４０まで搬送するようにしている。 The floor slab erection device of the present embodiment is such that the precast floor slab 4 is moved in the direction of the bridge axis by four hanging mechanisms provided in the device main body 40, and the transport carriage 20 of the above embodiment is not used. The precast floor slab 4 is transported to the apparatus main body 40 by the trailer H as a transport vehicle.

即ち、装置本体４０は、橋軸方向に延びる左右一対のベース部材４１と、各ベース部材４１の後端側から上方に垂直に延びる第１のフレーム４２と、各ベース部材１１の前端側から上方に垂直に延びる第２のフレーム４３と、第１のフレーム４２及び第２のフレーム４３の上端を通って橋軸方向に延びる第３のフレーム４４と、第３のフレーム４４の後端に取り付けられた第１の吊り下げ機構４５と、第１のフレーム４２の上端に取り付けられた第２の吊り下げ機構４６と、第２のフレーム４３の上端に取り付けられた第３の吊り下げ機構４７と、第３のフレーム４４の前端に取り付けられた第４の吊り下げ機構４８とからなる。また、装置本体１０は、前記実施形態と同様、プレキャスト床版４上に設置される軌条１６に沿って移動するようになっている。 That is, the apparatus main body 40 includes a pair of left and right base members 41 extending in the bridge axis direction, a first frame 42 extending vertically upward from the rear end side of each base member 41, and upward from the front end side of each base member 11. Attached to the rear ends of a second frame 43 extending perpendicular to, a third frame 44 extending perpendicular to the bridge axis through the upper ends of the first frame 42 and the second frame 43, and a third frame 44. A first hanging mechanism 45, a second hanging mechanism 46 attached to the upper end of the first frame 42, and a third hanging mechanism 47 attached to the upper end of the second frame 43. It includes a fourth suspension mechanism 48 attached to the front end of the third frame 44. Further, the apparatus main body 10 is adapted to move along the rail 16 installed on the precast floor slab 4 as in the above embodiment.

各ベース部材４１は、その前端側（橋軸方向一端側）及び後端側（橋軸方向他端側）に軌条１６を走行する車輪４１ａを有し、車輪４１ａは図示しないモータによって駆動されるようになっている。 Each base member 41 has wheels 41a running on rails 16 on its front end side (one end side in the bridge axis direction) and rear end side (other end side in the bridge axis direction), and the wheels 41a are driven by a motor (not shown). It has become like.

第１のフレーム４２は、各ベース部材４１から上方に垂直に延びる左右一対の支柱部４２ａと、各支柱部４２ａの上端間に亘って橋軸直角方向に延びる梁部４２ｂとからなる。 The first frame 42 includes a pair of left and right strut portions 42a extending vertically upward from each base member 41, and a beam portion 42b extending in a direction perpendicular to the bridge axis between the upper ends of the strut portions 42a.

第２のフレーム４３は、第１のフレーム４２と同様、各ベース部材４１から上方に垂直に延びる左右一対の支柱部４３ａと、各支柱部４３ａの上端間に亘って橋軸直角方向に延びる梁部４３ｂとからなる。 Similar to the first frame 42, the second frame 43 is a pair of left and right strut portions 43a extending vertically upward from each base member 41 and a beam extending in the direction perpendicular to the bridge axis between the upper ends of the strut portions 43a. It is composed of a part 43b.

第３のフレーム４４は、第１のフレーム４２及び第２のフレーム４３の上端を通って橋軸方向に水平に延びるとともに、前端側及び後端側がそれぞれ第１のフレーム４２及び第２のフレーム４３の上端よりも前後方向に延出した水平部材４４ａと、各水平部材４４ａの後端間に亘って橋軸直角方向に延びる第１の梁部４４ｂと、各水平部材４４ａの前端間に亘って橋軸直角方向に延びる第２の梁部４４ｃとからなる。この場合、各水平部材４４ａはベース部材４１よりも橋軸方向に延出している。 The third frame 44 extends horizontally in the bridge axis direction through the upper ends of the first frame 42 and the second frame 43, and the front end side and the rear end side are the first frame 42 and the second frame 43, respectively. A horizontal member 44a extending in the front-rear direction from the upper end of the horizontal member 44a, a first beam portion 44b extending in a direction perpendicular to the bridge axis between the rear ends of the horizontal members 44a, and a front end of each horizontal member 44a. It is composed of a second beam portion 44c extending in the direction perpendicular to the bridge axis. In this case, each horizontal member 44a extends in the bridge axis direction from the base member 41.

第１乃至第４の吊り下げ機構４５〜４８は、前記実施形態と同様、例えば周知の電気チェーンブロックや、ワイヤーの繰り込み設備からなり、それぞれ各梁部４２ｂ，４３ｂ，４４ｂ，４４ｃに設けられるとともに、互いに橋軸方向に等間隔で同等の高さ位置に配置されている。尚、各吊り下げ機構４５〜４８の詳細な構成は、前記実施形態と同様であるため省略する。 Similar to the above-described embodiment, the first to fourth suspension mechanisms 45 to 48 include, for example, a well-known electric chain block and wire renormalization equipment, and are provided on the beam portions 42b, 43b, 44b, 44c, respectively. , They are arranged at the same height position at equal intervals in the direction of the bridge axis. The detailed configuration of each of the suspension mechanisms 45 to 48 is the same as that of the above embodiment, and thus is omitted.

次に、本実施形態の床版架設装置を用いてプレキャスト床版４を主桁２上に設置する工程について説明する。尚、主桁２上から既設床版を撤去する工程については、前記実施形態の図９乃至図１４と同様であるため説明を省略する。 Next, a step of installing the precast floor slab 4 on the main girder 2 by using the floor slab erection device of the present embodiment will be described. The step of removing the existing floor slab from the main girder 2 is the same as that of FIGS. 9 to 14 of the above embodiment, and thus the description thereof will be omitted.

まず、図２２に示すように、軌条１６上の装置本体４０の後端側にトレーラーＨによってプレキャスト床版４を搬送する。その際、プレキャスト床版４はその長手方向（プレキャスト床版４の幅員方向）が橋軸方向となる向きでトレーラーＨに載置され、第３のフレーム４４の第１の梁部４４ｂの鉛直下方に配置される。次に、前記実施形態と同様にして、第１乃至第４の吊り下げ機構４５〜４８によってプレキャスト床版４を橋軸方向に移動して主桁２上に設置する。 First, as shown in FIG. 22, the precast floor slab 4 is conveyed by the trailer H to the rear end side of the apparatus main body 40 on the rail 16. At that time, the precast floor slab 4 is placed on the trailer H in a direction in which its longitudinal direction (width direction of the precast floor slab 4) is the bridge axis direction, and is vertically below the first beam portion 44b of the third frame 44. Is placed in. Next, in the same manner as in the above embodiment, the precast floor slab 4 is moved in the bridge axis direction by the first to fourth suspension mechanisms 45 to 48 and installed on the main girder 2.

即ち、トレーラーＨ上のプレキャスト床版４を第１の吊り下げ機構４５によって所定の高さ位置まで上昇させた後、第２の吊り下げ機構４６によってプレキャスト床版４を自重により橋軸方向に振り子状に移動して第１のフレーム４２の梁部４２ｂの鉛直下方まで移動する。次に、第２の吊り下げ機構４６によってプレキャスト床版４を所定の高さ位置まで上昇させた後、第３の吊り下げ機構４７によってプレキャスト床版４を自重により橋軸方向に振り子状に移動して第２のフレーム４３の梁部４３ｂの鉛直下方まで移動する。更に、第３の吊り下げ機構４７によってプレキャスト床版４を所定の高さ位置まで上昇させた後、第４の吊り下げ機構４８によってプレキャスト床版４を自重により橋軸方向に振り子状に移動して第３のフレーム４４の第２の梁部４４ｃの鉛直下方まで移動する。この後、第４の吊り下げ機構４８によって吊り下げられたプレキャスト床版４をその長手方向（プレキャスト床版４の幅員方向）が橋軸直角方向となるように９０゜回転させ、第４の吊り下げ機構４８によってプレキャスト床版４を下降して主桁２上に設置する。このようにして一枚のプレキャスト床版４の設置が完了した後は、装置本体４０をプレキャスト床版４の一枚分だけ橋軸方向に前進させ、前記動作を繰り返すことにより、プレキャスト床版４を一枚ずつ順次橋軸方向に設置する。 That is, after the precast floor slab 4 on the trailer H is raised to a predetermined height position by the first hanging mechanism 45, the precast floor slab 4 is pendulumed in the bridge axis direction by its own weight by the second hanging mechanism 46. It moves in a shape and moves vertically below the beam portion 42b of the first frame 42. Next, the precast floor slab 4 is raised to a predetermined height position by the second suspension mechanism 46, and then the precast floor slab 4 is moved in a pendulum shape in the bridge axis direction by its own weight by the third suspension mechanism 47. Then, it moves vertically below the beam portion 43b of the second frame 43. Further, after the precast floor slab 4 is raised to a predetermined height position by the third hanging mechanism 47, the precast floor slab 4 is moved in a pendulum shape in the bridge axis direction by its own weight by the fourth hanging mechanism 48. The third frame 44 moves vertically below the second beam portion 44c. After that, the precast floor slab 4 suspended by the fourth suspension mechanism 48 is rotated by 90 ° so that its longitudinal direction (width direction of the precast floor slab 4) is perpendicular to the bridge axis, and the fourth suspension is performed. The precast floor slab 4 is lowered by the lowering mechanism 48 and installed on the main girder 2. After the installation of one precast floor slab 4 is completed in this way, the apparatus main body 40 is advanced in the bridge axis direction by one sheet of the precast floor slab 4, and the above operation is repeated to obtain the precast floor slab 4. Are installed one by one in the direction of the bridge axis.

このように、本実施形態によれば、第１乃至第４の吊り下げ機構４５〜４８によってプレキャスト床版４の上昇及び振り子状の移動を３回繰り返してプレキャスト床版４を橋軸方向に縦移動させることにより、各吊り下げ機構４５〜４８によるプレキャスト床版４の橋軸方向への移動距離を長くすることができ、道路幅方向に狭い作業スペースを橋軸方向に長く確保したい場合に有利である。 As described above, according to the present embodiment, the precast floor slab 4 is vertically raised and moved in a pendulum shape three times by the first to fourth suspension mechanisms 45 to 48 in the bridge axis direction. By moving, the moving distance of the precast floor slab 4 by each suspension mechanism 45 to 48 in the bridge axis direction can be lengthened, which is advantageous when it is desired to secure a narrow work space in the road width direction for a long time in the bridge axis direction. Is.

また、本実施形態では、ベース部材４１よりも橋軸方向に延出した第３のフレーム４４に第１の吊り下げ機構４５を設けたので、トレーラーＨを荷台部分が第１の吊り下げ機構４５の下方に位置するところまで乗り入れることができる。これにより、工場からトレーラーＨで輸送されたプレキャスト床版４をトレーラーＨから直接第１の吊り下げ機構４５で荷取りすることができ、作業の効率化を図ることができる。 Further, in the present embodiment, since the first suspension mechanism 45 is provided on the third frame 44 extending in the bridge axis direction from the base member 41, the trailer H is provided with the first suspension mechanism 45 on the loading platform portion. You can get in to the place below. As a result, the precast floor slab 4 transported from the factory by the trailer H can be directly loaded from the trailer H by the first suspension mechanism 45, and the work efficiency can be improved.

１…既設床版、２…主桁、４…プレキャスト床版、１０…装置本体、１１ｂ…移動規制部材、１４…第１の吊り下げ機構、１５…第２の吊り下げ機構、１６…軌条、２０…搬送台車、２２…軌条、４０…装置本体、４５…第１の吊り下げ機構、４６…第２の吊り下げ機構、４７…第３の吊り下げ機構、４８…第４の吊り下げ機構。 1 ... Existing floor slab, 2 ... Main girder, 4 ... Precast floor slab, 10 ... Device body, 11b ... Movement control member, 14 ... First suspension mechanism, 15 ... Second suspension mechanism, 16 ... Rail, 20 ... Transport carriage, 22 ... Rail, 40 ... Device body, 45 ... First suspension mechanism, 46 ... Second suspension mechanism, 47 ... Third suspension mechanism, 48 ... Fourth suspension mechanism.

Claims (11)

主桁上の橋軸方向にプレキャスト床版を順次配列して設置する床版架設方法において、
プレキャスト床版の長手方向が橋軸方向となる向きで搬送されたプレキャスト床版に、橋軸方向所定位置に配置された吊り下げ機構の吊り下げ部材と、吊り下げ機構と橋軸方向に所定間隔をおいて配置された他の吊り下げ機構の他の吊り下げ部材とを連結し、吊り下げ機構の吊り下げ部材を巻き取ることによりプレキャスト床版を所定高さ位置まで上昇させた後、
他の吊り下げ機構の他の吊り下げ部材を巻き取るとともに、前記吊り下げ機構の吊り下げ部材を繰り出しながら他の吊り下げ機構の他の吊り下げ部材をプレキャスト床版の自重により橋軸方向に振り子状に移動させることによりプレキャスト床版を橋軸方向他の所定位置まで移動し、
前記他の吊り下げ機構によって橋軸方向他の所定位置まで移動したプレキャスト床版を、プレキャスト床版の長手方向が橋軸直角方向となるように回転させて下降することによりプレキャスト床版を主桁上に設置する
ことを特徴とする床版架設方法。 In the floor slab erection method in which precast floor slabs are sequentially arranged and installed in the direction of the bridge axis on the main girder.
A suspension member of a suspension mechanism arranged at a predetermined position in the bridge axis direction on a precast floor slab transported in a direction in which the longitudinal direction of the precast floor slab is the bridge axis direction, and a predetermined interval between the suspension mechanism and the bridge axis direction. After connecting the other hanging members of the other hanging mechanism arranged at the same time and winding up the hanging member of the hanging mechanism, the precast floor slab is raised to a predetermined height position.
While winding up the other hanging members of the other hanging mechanism, while paying out the hanging member of the hanging mechanism, the other hanging members of the other hanging mechanism are pendulumed in the direction of the bridge axis by the weight of the precast floor slab. By moving it in a shape, the precast floor slab can be moved to another predetermined position in the bridge axis direction.
The precast slab that has been moved to another predetermined position in the bridge axis direction by the other suspension mechanism is rotated so that the longitudinal direction of the precast slab is perpendicular to the bridge axis and lowered to make the precast slab the main girder. A floor slab erection method characterized by being installed on top. 前記各吊り下げ手段が設けられた装置本体を、主桁上にプレキャスト床版を一枚設置するごとに橋軸方向に移動させる
ことを特徴とする請求項１記載の床版架設方法。 The floor slab erection method according to claim 1, wherein the apparatus main body provided with each of the hanging means is moved in the direction of the bridge axis each time one precast floor slab is installed on the main girder. 前記装置本体を主桁上のプレキャスト床版上に設置した軌条に沿って移動させる
ことを特徴とする請求項２記載の床版架設方法。 The floor slab erection method according to claim 2, wherein the apparatus main body is moved along a rail installed on a precast floor slab on a main girder. 前記主桁上のプレキャスト床版上に設置した他の軌条に沿って移動する搬送台車によってプレキャスト床版を橋軸方向所定の設置位置に近接する吊り上げ位置まで搬送する
ことを特徴とする請求項３記載の床版架設方法。 3. The third aspect of the present invention is that the precast slab is transported to a lifting position close to a predetermined installation position in the bridge axial direction by a transport trolley that moves along other rails installed on the precast slab on the main girder. The described floor slab erection method. 前記軌条をプレキャスト床版ごとに分割して予めプレキャスト床版に搭載しておき、プレキャスト床版を主桁上に設置して橋軸方向に連続した軌条を形成する
ことを特徴とする請求項３または４記載の床版架設方法。 Claim 3 characterized in that the rail is divided into precast floor slabs and mounted on the precast floor slab in advance, and the precast floor slab is installed on the main girder to form a continuous rail in the bridge axis direction. Or the floor slab erection method described in 4. 主桁上の橋軸方向にプレキャスト床版を順次配列して設置するための床版架設装置において、
橋軸方向所定位置に配置され、前記プレキャスト床版の長手方向が橋軸方向となる向きで搬送されたプレキャスト床版に吊り下げ部材を連結する吊り下げ機構と、
前記吊り下げ機構と橋軸方向に所定間隔をおいて配置された他の吊り下げ部材を前記プレキャスト床版に連結する他の吊り下げ機構とを備え、
前記プレキャスト床版に前記吊り下げ部材及び他の吊り下げ部材を連結し、吊り下げ機構の吊り下げ部材を巻き取ることによりプレキャスト床版を所定高さ位置まで上昇させた後、他の吊り下げ機構の他の吊り下げ部材を巻き取るとともに、前記吊り下げ機構の吊り下げ部材を繰り出しながら他の吊り下げ機構の他の吊り下げ部材をプレキャスト床版の自重により橋軸方向に振り子状に移動させることによりプレキャスト床版を橋軸方向他の所定位置まで移動し、プレキャスト床版をプレキャスト床版の長手方向が橋軸直角方向となるように回転させて下降することによりプレキャスト床版を主桁上に設置するように構成した
ことを特徴とする床版架設装置。 In a floor slab erection device for sequentially arranging and installing precast floor slabs in the direction of the bridge axis on the main girder.
A suspension mechanism that connects a suspension member to a precast floor slab that is arranged at a predetermined position in the bridge axis direction and is conveyed in a direction in which the longitudinal direction of the precast floor slab is the bridge axis direction.
And a further suspension mechanism connecting the other suspension member which is disposed at a predetermined interval in the hanging mechanism and Hashijiku direction to the precast slab,
The hanging member and other hanging members are connected to the precast floor slab, and the hanging member of the hanging mechanism is wound up to raise the precast floor slab to a predetermined height position, and then the other hanging mechanism. While winding up the other hanging member, the other hanging member of the hanging mechanism is moved in a pendulum shape in the direction of the bridge axis by the weight of the precast floor slab while paying out the hanging member of the hanging mechanism. by moving the precast slab to Hashijiku direction other predetermined position, the main girder on the precast slab by a precast slab in the longitudinal direction of the flop Rekyasuto deck lowered by rotating so that the bridge axis perpendicular A floor slab erection device characterized in that it is configured to be installed in. 前記各吊り下げ手段が設けられ、主桁上にプレキャスト床版が一枚設置されるごとに橋軸方向に移動する装置本体を備えた
ことを特徴とする請求項６記載の床版架設装置。 The floor slab erection device according to claim 6, wherein each of the hanging means is provided, and a device main body that moves in the direction of the bridge axis is provided each time one precast floor slab is installed on the main girder. 前記装置本体は、主桁上のプレキャスト床版上に設置した軌条に沿って移動する
ことを特徴とする請求項７記載の床版架設装置。 The floor slab erection device according to claim 7, wherein the device main body moves along a rail installed on a precast floor slab on a main girder. 前記主桁上のプレキャスト床版上に設置した他の軌条に沿って移動することにより、プレキャスト床版を橋軸方向所定の設置位置に近接する吊り上げ位置まで搬送する搬送台車を備えた
ことを特徴とする請求項８記載の床版架設装置。 It is characterized by being equipped with a transport trolley that transports the precast slab to a lifting position close to a predetermined installation position in the bridge axis direction by moving along other rails installed on the precast slab on the main girder. The floor slab erection device according to claim 8. 前記軌条は、プレキャスト床版ごとに分割して予めプレキャスト床版に搭載され、プレキャスト床版を主桁上に設置することにより橋軸方向に連続するように形成されている
ことを特徴とする請求項８または９記載の床版架設装置。 The rail is divided into precast floor slabs and mounted on the precast floor slab in advance, and the precast floor slab is installed on the main girder so as to be continuous in the bridge axis direction. Item 8. The floor slab erection device according to Item 8. 前記他の吊り下げ手段を装置本体の橋軸方向一端側に配置するとともに、
装置本体の橋軸方向他端側の上方への移動を規制する移動規制手段を備えた
ことを特徴とする請求項７、８、９または１０記載の床版架設装置。 The other hanging means is arranged on one end side in the bridge axis direction of the main body of the apparatus, and is also arranged.
The floor slab erection device according to claim 7, 8, 9 or 10, further comprising a movement regulating means for restricting the upward movement of the device main body on the other end side in the bridge axis direction.
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