JP5769291B2 - Precast synthetic slab erection method - Google Patents
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本発明は、プレキャスト合成床版架設方法に関し、特に橋梁又は高架橋の既設床版を、昼間は交通開放し、夜間に施工を行うサイクルを繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替えるプレキャスト合成床版架設方法に関する。 The present invention relates to a precast composite floor slab erection method, and in particular, a plurality of precast composite floors comprising a bottom steel plate and a reinforced concrete layer while repeating a cycle in which an existing floor slab of a bridge or a viaduct is opened to traffic during the daytime and is constructed at night. The present invention relates to a precast synthetic floor slab erection method to be replaced with a plate.
橋梁や高架橋の床版として底鋼板と鉄筋コンクリート層とを複合化した合成床版が広く採用されているが、合成床版には、建設現場において底鋼板と鉄筋を配置後コンクリートを打設して鉄筋コンクリート層を形成する方式で製作されるものと、プレキャスト方式にて所定サイズのブロック状に製作されるものとがある。プレキャスト合成床版は、橋軸方向に２〜２．５ｍの幅で且つ幅員方向に幅員全幅（例えば、１０ｍ）又は幅員２分割などのサイズのブロック状に形成される。 Synthetic floor slabs that combine bottom steel plates and reinforced concrete layers are widely used as bridge slabs and viaduct floor slabs. However, after placing bottom steel plates and reinforcing bars at the construction site, concrete is placed on the composite floor slabs. There are those manufactured by a method of forming a reinforced concrete layer and those manufactured by a precast method in a block shape of a predetermined size. The precast composite slab is formed in a block shape having a width of 2 to 2.5 m in the bridge axis direction and a width of the entire width (for example, 10 m) or a width of 2 in the width direction.
このプレキャスト合成床版では、底鋼板の端部が鉄筋コンクリート層の端縁から所定長さ突出し、鉄筋の端部も鉄筋コンクリート層の端部から突出している。現場において橋梁を組み立てる場合、主桁上にプレキャスト合成床版同士を橋軸方向に直列状に配置し、底鋼板の端縁同士を当接又は接近対向させ、コンクリート層の端面同士を間詰めコンクリート打設隙間を空けて対向させ、コンクリート層の端面から突出する複数の鉄筋の端部に鉄筋端部と間詰めコンクリートなどとの結合強度を高める構造を設け、底鋼板の端部同士を連結する添接板を底鋼板の下面側に配置し２〜４列の複数のボルト・ナットにて添接板を底鋼板に締結する。その後、間詰め構造打設隙間にコンクリートを打設する。 In this precast composite slab, the end of the bottom steel plate protrudes from the end of the reinforced concrete layer by a predetermined length, and the end of the rebar also protrudes from the end of the reinforced concrete layer. When assembling bridges at the site, precast composite floor slabs are arranged in series in the bridge axis direction on the main girder, the edges of the bottom steel plates abut or approach each other, and the end faces of the concrete layer are filled with concrete. Provide a structure that increases the bonding strength between the reinforcing bar ends and the interstitial concrete, etc. at the ends of the multiple reinforcing bars protruding from the end face of the concrete layer with a gap between them, and connects the ends of the bottom steel plates together The attachment plate is disposed on the lower surface side of the bottom steel plate, and the attachment plate is fastened to the bottom steel plate with a plurality of bolts and nuts in two to four rows. Thereafter, concrete is placed in the space for placing the interstitial structure.
鉄筋端部と間詰めコンクリートなどとの結合強度を高める構造としては、種々の構造が実用化されている。第１例として、一方のプレキャスト合成床版から突出した鉄筋端部を他方のプレキャスト合成床版ら突出した鉄筋端部とを重ね接合する構造が公知である。第２例として、鉄筋の先端部にコブ状の大径部を一体形成し、この大径部を介して鉄筋端部と間詰めコンクリートとの連結強度を高める構造が公知である。第３例として、鉄筋の先端にナットを締結してこのナットを介して鉄筋端部と間詰めコンクリートとの連結強度を高める構造が公知である。 Various structures have been put into practical use as structures for increasing the bonding strength between the reinforcing bar ends and the interstitial concrete. As a first example, a structure in which a reinforcing bar end protruding from one precast composite floor slab is overlapped with a reinforcing bar end protruding from the other precast synthetic floor slab is known. As a second example, a structure in which a bump-shaped large-diameter portion is integrally formed at the tip portion of a reinforcing bar and the connection strength between the reinforcing bar end portion and the interstitial concrete is increased through the large-diameter portion is known. As a third example, a structure is known in which a nut is fastened to the end of a reinforcing bar and the connection strength between the reinforcing bar end portion and the interstitial concrete is increased via the nut.
特許文献１には、その他の典型的なプレキャストコンクリート床版の継手構造が記載されている。即ち、プレキャストコンクリート床版の鉄筋コンクリート層に、上下２段に複数の鉄筋を配置し、それら２段の鉄筋の端部にコンクリート層から突出する矩形ループを形成しておき、現場において橋梁を組み立てる場合、一方のプレキャストコンクリート床版の複数の矩形ループと、他方のプレキャストコンクリート床版の複数の矩形ループとを幅員方向に交互に位置させ、 それら複数の矩形ループ同士で形成される鉄筋ループの上下両側と内部に複数の鉄筋を配置し、間詰めコンクリートを打設する。 Patent Document 1 describes a joint structure of another typical precast concrete slab. In other words, when reinforced concrete layers of precast concrete floor slabs are arranged with two or more rebars in the upper and lower stages, rectangular loops protruding from the concrete layers are formed at the ends of the two-stage rebars, and bridges are assembled on site The rectangular loops of one precast concrete floor slab and the rectangular loops of the other precast concrete floor slab are alternately positioned in the width direction, and both upper and lower sides of a reinforcing bar loop formed by the plurality of rectangular loops. A plurality of rebars are placed inside, and concrete is placed between them.
ところで、既設の橋梁や高架橋が老朽化した場合に、主桁などの上に構築されている既設床版を複数のプレキャスト合成床版に取り替える架設工事が行われる。この架設工事は、昼間の橋梁や高架橋の機能を確保しながら、夜間施工により実施される場合がある。 By the way, when existing bridges and viaducts become obsolete, erection work is performed to replace existing floor slabs built on main girders with a plurality of precast composite floor slabs. This erection work may be performed by nighttime construction while ensuring the function of daytime bridges and viaducts.
夜間施工により既設床版を複数のプレキャスト合成床版に取り替える架設工事においては、例えば一晩に１又は２つのプレキャスト合成床版を架設し、既設床版と架設プレキャスト合成床版間の隙間を何らかの手段で塞ぐような対策を構ずる必要がある。
例えば、特許文献１に記載のプレキャストコンクリート床版の継手構造を採用する場合、複数の矩形ループ同士で形成される鉄筋ループの上下両側と内部に複数の鉄筋を配置する作業に多大の労力と時間を要する。しかも、この継手構造は、新たに架設したプレキャスト合成床版同士の継手構造に採用する為の構造であるから、既設床版と架設プレキャスト合成床版間の隙間を塞ぐ為の構造として採用することはできない。
In the construction work in which the existing floor slab is replaced with a plurality of precast composite floor slabs by night construction, for example, one or two precast composite floor slabs are erected overnight, and there is some gap between the existing floor slab and the precast composite floor slab. It is necessary to take measures to block it by means.
For example, when the joint structure of the precast concrete floor slab described in Patent Document 1 is adopted, a great deal of labor and time is required for the work of arranging a plurality of reinforcing bars on the upper and lower sides and inside of the reinforcing bar loop formed by a plurality of rectangular loops. Cost. Moreover, since this joint structure is a structure for use in a joint structure between newly installed precast composite floor slabs, it should be adopted as a structure for closing the gap between the existing floor slab and the precast composite floor slab. I can't.
従来、既設床版をプレキャスト合成床版に順次取り替える際に、例えば、既設床版のうちのプレキャスト合成床版の橋軸方向の幅の約３倍の幅部分を解体し、その解体部分の中央部にプレキャスト合成床版を架設すると共に、その橋軸方向両側部分に、夫々、橋軸方向にプレキャスト合成床版とほぼ同幅の鋼製の覆工板（仮鋼床版）を架設し、その後、既設床版の部分的解体と覆工板の移動、プレキャスト合成床版の架設を順次繰り返す方法が採用されていた。この場合、大型の覆工板の製作、架設、移動等の工事負荷が高く、工事費の節減が困難であった。 Conventionally, when sequentially replacing an existing floor slab with a precast composite floor slab, for example, a portion of the precast composite floor slab whose width is about three times the width in the bridge axis direction is dismantled, and the center of the dismantled portion A precast composite floor slab is erected at each part, and steel lining plates (temporary steel slabs) with the same width as the precast composite floor slab are installed in both sides of the bridge axis direction, respectively. Thereafter, a method was adopted in which partial dismantling of the existing floor slab, movement of the lining plate, and erection of the precast composite floor slab were repeated in sequence. In this case, the construction load such as the production, erection, and movement of a large lining plate is high, and it is difficult to reduce the construction cost.
本発明の目的は、橋梁又は高架橋の既設床版を、夜間施工を繰り返しつつ複数のプレキャスト合成床版に取り替える際に、既設床版と新たな架設プレキャスト合成床版間の隙間をゴム製のパッキンの目地又は狭幅の間詰め鋼床版で塞ぐことのできるプレキャスト合成床版の架設方法を提供することである。 The object of the present invention is to replace a gap between an existing floor slab and a new precast composite floor slab with a rubber packing when replacing an existing floor slab of a bridge or a viaduct with a plurality of precast composite floor slabs while repeating nighttime construction. It is an object of the present invention to provide a method for laying a precast synthetic slab that can be closed with a jointed or narrowly packed steel slab.
請求項１のプレキャスト合成床版架設方法は、橋梁又は高架橋の既設床版を、夜間施工を繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替えるプレキャスト合成床版架設方法において、既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分を除去した部位に第１のプレキャスト合成床版を架設し、既設床版との間にゴム製のパッキンの目地を装着する目地装着隙間を形成する第１工程と、前記目地装着隙間に前記目地を装着して車両走行可能状態にする第２工程と、架設した第１又は第２プレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分を除去した部位に第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に目地装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間に間詰めコンクリート打設空間を形成する第３工程と、前記目地装着隙間に前記目地を装着し且つ前記間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設して車両走行可能状態にする第４工程と、前記第３，第４工程を複数回繰り返す第５工程とを備えたことを特徴としている。 The precast composite floor slab erection method according to claim 1 is a precast composite floor slab erection method in which an existing floor slab of a bridge or a viaduct is replaced with a plurality of precast composite floor slabs composed of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction. The first precast composite floor slab is installed at the site where the portion corresponding to the first precast composite floor slab to be installed is removed from the existing floor slab, and a rubber packing joint is provided between the existing floor slab and the existing floor slab. a first step of forming a joint mounting clearance for mounting, at least one side of the second step of the joint mounting gap on the joint allows the wearing vehicle travel state, the first or second precast synthetic deck and rack set second precast synthetic slab at a site removed portion corresponding to the second precast synthetic slab to be laid out in the existing slab position adjacent to the And setting, to form a joint mounting gap between the second precast synthetic floor slab and the existing slab, first, between the second precast synthetic slab or between the second precast synthetic slab each other and bridged A third step of forming a space for placing concrete in the space; and a space for installing the joint in the joint mounting space and incorporating a plurality of reinforcing bars extending in a direction perpendicular to the bridge axis into the space for placing the joint. And a fifth process for repeating the third and fourth processes a plurality of times.
請求項２のプレキャスト合成床版架設方法は、請求項１の発明において、前記第１，第２のプレキャスト合成床版の下端側の端部近傍部に予め複数の片面施工ボルトを固定しておき、これら複数の片面施工ボルトを用いて、架設した第１，第２のプレキャスト合成床版の底鋼板の端部同士又は第２プレキャスト合成床版の底鋼板の端部同士を連結する添接板の一端側部分を固定することを特徴としている。 The precast composite floor slab erection method according to claim 2 is the invention according to claim 1, wherein a plurality of single-sided construction bolts are fixed in advance in the vicinity of the lower end of the first and second precast composite floor slabs. , by using a plurality of single-sided construction bolt, first, it bears against plate for connecting the ends of the end portions or the bottom steel plate of the second precast synthesis slab bottom steel plate of the second precast synthetic deck and erection It is characterized by fixing one end side portion of the.
請求項３のプレキャスト合成床版架設方法は、請求項１又は２の発明において、前記第１，第２のプレキャスト合成床版の鉄筋コンクリート層の端部近傍部に機械式継手の複数の継手金物を予め埋設しておき、前記間詰めコンクリートの打設前に、それら継手金物に機械式継手のボルト部材を夫々装着することを特徴としている。 The precast composite floor slab erection method according to claim 3 is the invention according to claim 1 or 2, wherein a plurality of joint fittings of mechanical joints are provided in the vicinity of the end of the reinforced concrete layer of the first and second precast composite floor slabs. It is characterized in that it is buried in advance, and bolt members of mechanical joints are respectively attached to the joint hardware before placing the interstitial concrete.
請求項４のプレキャスト合成床版架設方法は、橋梁又は高架橋の既設床版を、夜間施工を繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替えるプレキャスト合成床版架設方法において、既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分よりも橋軸方向に広幅の部分を除去した部位に第１のプレキャスト合成床版を架設し、既設床版との間に橋軸方向に前記第１のプレキャスト合成床版よりも狭幅の鋼製の間詰め鋼床版を装着する間詰め鋼床版装着隙間を形成する第１工程と、前記間詰め鋼床版装着隙間に前記間詰め鋼床版を装着して車両走行可能状態にする第２工程と、前記間詰め鋼床版を取り外し、架設した第１又は第２のプレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分よりも橋軸方向に広幅の部分を除去した部位に第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に間詰め鋼床版装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間に間詰めコンクリート打設空間を形成する第３工程と、前記間詰め鋼床版装着隙間に前記間詰め鋼床版を装着し且つ前記間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設して車両走行可能状態にする第４工程と、前記第３，第４工程を複数回繰り返す第５工程とを備えたことを特徴としている。 The precast composite floor slab erection method according to claim 4 is a precast composite floor slab erection method in which an existing floor slab of a bridge or a viaduct is replaced with a plurality of precast composite floor slabs composed of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction. The first precast composite floor slab is installed at a site where a portion wider than the portion corresponding to the first precast composite floor slab to be installed is removed from the existing floor slab. A first step of forming a gap between steel plate slabs for mounting a steel plate slab narrower than the first precast synthetic floor slab in the bridge axis direction; a second step of the vehicle running state by mounting the between filling steel deck on plate mounting gap, remove the while filling steel deck, at least one side of the first or second precast synthetic deck and rack set In The second precast synthetic slab bridged to a second precast synthetic slab site to remove wide portion bridge axis direction than a portion corresponding to to be laid out of the existing deck of position in contact, the first A gap between the two precast composite floor slabs and the existing floor slab is formed between the first and second precast composite floor slabs or between the two precast composite floor slabs. a third step of forming a between between filling concrete設空, a plurality of extending a direction perpendicular to the bridge axis between said between filling steel deck mounted clearance wearing during said filling steel deck and the between filling concrete設空It is characterized by comprising a fourth step in which reinforcing bars are inserted to place a compacted concrete so that the vehicle can run, and a fifth step in which the third and fourth steps are repeated a plurality of times.
請求項５のプレキャスト合成床版架設方法は、請求項４の発明において、前記第１，第２のプレキャスト合成床版の橋軸方向の両端部から複数の鉄筋を予め突出させておき、それら鉄筋の先端部に予めナットを夫々取り付け、複数の鉄筋とナットを間詰めコンクリート内に埋設状態にすることを特徴としている。 The precast composite floor slab erection method according to claim 5 is the invention according to claim 4, wherein a plurality of reinforcing bars are projected in advance from both ends in the bridge axis direction of the first and second precast composite floor slabs. It is characterized in that a nut is attached to each of the tip portions in advance, and a plurality of reinforcing bars and nuts are buried in the interstitial concrete.
請求項１の発明によれば、橋梁又は高架橋の既設床版を、夜間施工を繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替える際に、第１，第２工程により、最初に既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分を除去し、そこにプレキャスト合成床版を架設し、その第１のプレキャスト合成床版と既設床版との間にゴム製のパッキンの目地を装着する目地装着隙間を形成し、次にその目地装着隙間に前記パッキンの目地を装着して車両走行可能状態にするため、目地装着隙間をパッキンの目地でもって短時間で軽い労力で塞ぐことができる。 According to the invention of claim 1, when replacing the existing floor slab of a bridge or a viaduct with a plurality of precast composite floor slabs composed of a bottom steel plate and a reinforced concrete layer while repeating night construction, the first and second steps, First, the part corresponding to the first precast composite floor slab to be installed is removed from the existing floor slab, and the precast composite floor slab is installed there, and the first precast composite slab and the existing floor slab In order to form a joint mounting gap for mounting a rubber packing joint between them, and then to attach the packing joint to the joint mounting gap so that the vehicle can be driven, the joint mounting gap is used with the packing joint. It can be closed in a short time with light effort.
次に、第３，第４工程において、架設した第１又は第２のプレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分を除去し、そこに第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に目地装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２プレキャスト合成床版同士間に間詰めコンクリート打設空間を形成し、次に目地装着隙間に前記の目地を装着し且つ間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設し、車両走行可能状態にするため、既設床版と第２のプレキャスト合成床版との間を目地でもって短時間で軽い労力で塞ぐことができ、架設した第１，第２のプレキャスト合成床版同士又は第２プレキャスト合成床版同士間の間詰めコンクリート打設空間を恒久的な間詰めコンクリートで塞ぐことができる。
前記第５工程において第３，第４工程を複数回繰り返すことで、既設床版を順次プレキャスト合成床版に取り替えることができる。
Then, corresponding to the third and in the fourth step, the first or second precast synthetic slab to be laid in the second of the existing deck of at least adjacent to one side position of the precast synthetic deck and rack set a portion is removed, the second precast synthetic slab erection therein, to form a joint mounting gap between the second precast synthetic floor slab and the existing slab, first and erection, second Between the two precast composite floor slabs or between the second precast composite floor slabs, forming a space for placing concrete between the precast composite floor slabs , and then mounting the joints in the joint mounting gaps and orthogonal to the bridge concrete placement space and Da設between filling concrete incorporating a plurality of reinforcing bars extending in the direction to the vehicle running state, closing with a light effort in a short time with between the existing slab and second precast synthetic slab at joints Bets can be, can be closed by the first, permanent during filling concrete between the second precast synthetic slab or between the second precast synthetic slab between a period of filling concrete設空that erection.
By repeating the third and fourth steps a plurality of times in the fifth step, the existing floor slab can be sequentially replaced with a precast synthetic floor slab.
このように、既設床版と第１又は第２のプレキャスト合成床版との間の、狭い目地装着隙間を暫定的に塞ぐ手段として目地を採用するため、その既設床版を解体して複数の第１，第２のプレキャスト合成床版を架設する工事の作業負荷を低減し、工事費用を節減できる。 Thus, to adopt the, a narrow joint mounting gaps as a means for closing tentatively eye locations between the existing floor slab and the first or second precast synthetic slab, to dismantle the existing slab It is possible to reduce the work load of the construction for laying a plurality of first and second precast composite slabs and to reduce construction costs.
請求項２の発明によれば、第１，第２のプレキャスト合成床版に設けた複数の片面施工ボルトを用いて、第１，第２の架設プレキャスト合成床版の底鋼板の端部同士又は第２のプレキャスト合成床版の底鋼板の端部同士を連結する添接板の一端側部分を固定するため、添接板の装着工事を簡単化することができる。 According to invention of Claim 2, using the some single side construction bolt provided in the 1st, 2nd precast composite floor slab, the edge parts of the bottom steel plates of the 1st, 2nd precast composite floor slab, or Since the one end side part of the attachment plate which connects the edge parts of the bottom steel plates of the second precast composite floor slab is fixed, the attachment work of the attachment plate can be simplified.
請求項３の発明によれば、第１，第２のプレキャスト合成床版の鉄筋コンクリート層の端部近傍部に機械式継手の複数の継手金物を予め埋設しておき、前記間詰めコンクリートの打設前に、それら継手金物に機械式継手のボルト部材を夫々装着するため、これらボルト部材を間詰めコンクリートに埋設することにより、間詰めコンクリートを介してプレキャスト合成床版同士を連結することができる。 According to the invention of claim 3, a plurality of joint fittings of mechanical joints are embedded in advance in the vicinity of the ends of the reinforced concrete layers of the first and second precast composite slabs, and the interstitial concrete is placed. Since the bolt members of the mechanical joints are respectively mounted on the joint hardware, the precast composite floor slabs can be connected to each other through the padded concrete by embedding these bolt members in the padded concrete.
請求項４の発明によれば、第１，第２工程において、最初に既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分を除去した部位に第１のプレキャスト合成床版を架設して、既設床版との間に、橋軸方向に第１のプレキャスト合成床版よりも狭幅の鋼製の間詰め鋼床版を装着する間詰め鋼床版装着隙間を形成し、次に間詰め鋼床版装着隙間に間詰め鋼床版を装着して車両走行可能状態にするため、間詰め鋼床版装着隙間を鋼製の間詰め鋼床版でもって短時間で軽い労力で塞ぐことができる。 According to the invention of claim 4, in the first and second steps, the first precast composite floor is first removed from the existing floor slab where the portion corresponding to the first precast composite floor slab to be installed is removed. A plate-mounted steel floor slab mounting gap is installed between the existing floor slab and the steel floor slab narrower than the first precast synthetic floor slab in the bridge axis direction . Next, in order to make the vehicle runnable by installing the chamfered steel floor slab in the gap between the chamfered steel floor slabs, the gap between the chamfered steel floor slabs can be shortened with a steel chamfered steel slab in a short time. Can be closed with light effort.
次に、第３，第４工程において、間詰め鋼床版を取り外し、架設した第１又は第２のプレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分よりも橋軸方向に広幅の部分を除去した部位に第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に間詰め鋼床版装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間に間詰めコンクリート打設空間を形成し、間詰め鋼床版装着隙間に間詰め鋼床版を装着し且つ間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設して車両走行可能状態にするため、既設床版と第２のプレキャスト合成床版との間を間詰め鋼床版でもって短時間で軽い労力で塞ぐことができ、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間の間詰めコンクリート打設空間を恒久的な間詰めコンクリートで塞ぐことができる。
前記第５工程において第３，第４工程を複数回繰り返すことで、既設床版を順次第２のプレキャスト合成床版に取り替えることができる。
Next, in the third and fourth steps, the second steel plate is removed from the existing floor slab at a position adjacent to at least one side of the first or second precast synthetic floor slab that has been removed and installed . A second precast composite floor slab is installed at a site where a portion wider than the portion corresponding to the precast composite floor slab is removed in the direction of the bridge axis, and between the second precast composite floor slab and the existing floor slab A gap between the first and second precast composite floor slabs or between the second precast synthetic floor slabs is formed between the first and second precast composite floor slabs, and a space between the two precast composite floor slabs is formed. to vehicle running state by Da設between filling concrete incorporating a plurality of reinforcing bars extending in a direction perpendicular to the bridge axis between between filling steel deck mounted and between filling concrete設空the plate mounting gap existing floor slab and a second Between the precast synthetic slab it can be closed with a light effort in a short time with between filling steel deck and first and erection, between the second precast synthetic slab or between the second precast synthetic slab between It is possible to close the space for placing concrete with a permanent space.
The fifth step in the third, by the fourth step is repeated a plurality of times, it can be replaced by sequential second precast synthesis slab to the existing slab.
請求項５の発明によれば、前記第１，第２のプレキャスト合成床版の橋軸方向の両端部から複数の鉄筋を予め突出させておき、それら鉄筋の先端部に予めナットを夫々取り付け、複数の鉄筋とナットを間詰めコンクリート内に埋設状態にするため、これら鉄筋の突出部分を間詰めコンクリートに埋設することにより、間詰めコンクリートと鉄筋コンクリート層とを結合することができる。 According to the invention of claim 5, a plurality of reinforcing bars are projected in advance from both ends in the bridge axis direction of the first and second precast composite slabs, and nuts are respectively attached to the leading ends of the reinforcing bars, Since a plurality of reinforcing bars and nuts are embedded in the interstitial concrete, the interstitial concrete and the reinforced concrete layer can be combined by embedding the protruding portions of the reinforcing bars in the interstitial concrete.
以下、本発明に係るプレキャスト合成床版架設方法を実施するための形態について、実施例に基づいて説明する。 Hereinafter, the form for enforcing the precast synthetic floor slab erection method concerning the present invention is explained based on an example.
実施例１のプレキャスト合成床版架設方法について、図１〜図４に基づいて説明する。
このプレキャスト合成床版架設方法は、橋梁又は高架橋の既設床版を、複数日に亙る夜間施工を繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替える架設方法である。
The precast synthetic floor slab erection method of Example 1 is demonstrated based on FIGS.
This precast composite slab erection method is an erection method in which an existing floor slab of a bridge or a viaduct is replaced with a plurality of precast composite slabs composed of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction over a plurality of days.
図１、図２に示すように、高架橋１の既設床版２が耐用年数を経て老朽化した場合に、複数日に亙る夜間施工を繰り返しながら、既設床版２の全体を、底鋼板３ａ，４ａと鉄筋コンクリート層３ｂ，４ｂからなる複数のプレキャスト合成床版３，４に取り替える。
第１工程において、図１と図２の（ａ）、（ｂ）に示すように、第１日目の夜間に、図１に矢印Ａで示す橋軸方向に所定幅部分２ａ（例えば、２〜２．５ｍの幅の部分）の両端を橋軸と直交する鉛直な平面に沿って切断し除去する。
As shown in FIG. 1 and FIG. 2, when the existing floor slab 2 of the viaduct 1 is aged over its service life, the entire existing floor slab 2 is reassembled with the bottom steel plate 3a, It is replaced with a plurality of precast composite slabs 3 and 4 comprising 4a and reinforced concrete layers 3b and 4b.
In the first step, as shown in FIGS. 1 and 2 (a) and 2 (b), at the night of the first day, a predetermined width portion 2a (for example, 2 in the bridge axis direction indicated by arrow A in FIG. 1). Cut and remove both ends of a portion of a width of ~ 2.5 m along a vertical plane perpendicular to the bridge axis.
次に、図２の（ｃ）、（ｄ）に示すように、既設床版２の所定幅部分２ａ（架設しようとするプレキャスト合成床版３に対応する部分）を除去した部位に、プレキャスト合成床版３（第１のプレキャスト合成床版）を架設して複数条の主桁１ａに支持させる。このとき、両側の既設床版２との間に、硬質ゴム製のパッキンからなる目地６を装着する目地装着隙間５，５（例えば、橋軸方向に約２０ｍｍ程度の隙間）を形成する状態にプレキャスト合成床版３を架設する。このプレキャスト合成床版３は予め工場において製作して現地に搬送したものである。 Next, as shown in FIGS. 2 (c) and 2 (d), precast synthesis is performed at a site where the predetermined width portion 2a (the portion corresponding to the precast composite floor slab 3 to be installed ) of the existing floor slab 2 is removed. A floor slab 3 (first precast composite floor slab) is installed and supported by a plurality of main girders 1a. At this time, joint mounting gaps 5 and 5 (for example, a gap of about 20 mm in the bridge axis direction) for mounting joints 6 made of hard rubber packing are formed between the existing floor slabs 2 on both sides. A precast composite floor slab 3 is installed. This precast composite floor slab 3 is manufactured in advance in a factory and transported to the site.
次に第２工程において、第１日目の夜間に、プレキャスト合成床版３の両端側の目地装着隙間５，５に前記の目地６，６を装着すると共にプレキャスト合成床版３の路面にアスファルトの仮舗装３ｃを施して車両走行可能状態にする。こうして、翌日（第２日目）の昼間には高架橋１の車両走行に支障を来すことがない。 Next, in the second step, at the night of the first day, the joints 6 and 6 are mounted in the joint mounting gaps 5 and 5 on both ends of the precast synthetic floor slab 3 and the asphalt is applied to the road surface of the precast synthetic floor slab 3. The temporary paving 3c is applied to make the vehicle travelable. In this way, the vehicle running on the viaduct 1 is not hindered during the daytime on the next day (second day).
次に、第３工程において、例えば第２日目（第５工程では、（２＋ｉ）日目、但しｉは１，２，・・・）の夜間に、図２（d）に示すように、架設したプレキャスト合成床版３（第５工程では、プレキャスト合成床版４）の少なくとも片側（図２にて左側）に隣接する位置の既設床版２の設定幅部分２ｂ（架設しようとするプレキャスト合成床版４に対応する部分）（例えば、２〜２．５ｍの幅の部分）を除去し、その除去した部位にプレキャスト合成床版４（第２のプレキャスト合成床版）を架設して複数条の主桁１ａに支持させる。このとき、このプレキャスト合成床版４の左端と既設床版２との間に目地装着隙間５を形成すると共に、架設したプレキャスト合成床版３，４同士（第５工程では、架設したプレキャスト合成床版４，４同士）間に間詰めコンクリート打設空間７（図３参照）を形成する。この間詰めコンクリート打設空間７の橋軸方向の幅は例えば約２００ｍｍである。 Next, in the third step, for example, on the second day (in the fifth step, on the (2 + i) day, where i is 1, 2,...) , As shown in FIG. erection was precast synthesized slab 3 (in the fifth step, precast synthetic slab 4) of at least one precast attempts to set width portion 2b of the existing slab 2 position adjacent (bridged (left side in FIG. 2) synthesis portion corresponding to the deck 4) (for example, divided parts) of the width of 2～2.5M, and bridged the flop Rekyasuto synthetic slab 4 (second precast synthetic slab) at sites that removed It is supported by a plurality of main girders 1a. At this time, in this to form a joint mounting gap 5 between the left and the existing slab 2 precast synthetic slab 4, erection and precast synthesized slab 3,4 together (fifth step, precast synthetic bed bridged A space for placing concrete space 7 (see FIG. 3) is formed between the plates 4 and 4) . The width of the interstitial concrete placing space 7 in the bridge axis direction is, for example, about 200 mm.
次に、第４工程において、前記第２日目（第５工程では、（２＋ｉ）日目）の夜間に、図２（ｅ）に示すように、架設プレキャスト合成床版４の左端側の目地装着隙間５に前記と同様の目地６を装着すると共に、架設したプレキャスト合成床版３，４の底鋼板３ａ，４ａ（第５工程では、架設したプレキャスト合成床版４，４の底鋼板４ａ，４ａ）の付き合せ端の下面側に添接した幅員全幅に亙る添接板１０を固定する。その後、間詰めコンクリート打設空間７に橋軸と直交方向に延びる複数の鉄筋１１〜１３を組み込んで間詰めコンクリート７ａを打設すると共に、プレキャスト合成床版４の路面にアスファルトの仮舗装４ｃを施工して車両走行可能状態にする。こうして、翌日の昼間には高架橋１の車両走行に支障を来すことがない。 Next, in the fourth step, at the night of the second day (the (2 + i) day in the fifth step), as shown in FIG. with mounting the similar joint 6 to a mounting gap 5, the bottom steel plate 3a of precast synthetic slab 3 and 4 erection and 4a (in the fifth step, the bottom steel plate 4a of precast synthetic slab 4, 4 erection, The attachment plate 10 is fixed over the entire width of the width contacted to the lower surface side of the butt end of 4a) . Thereafter, a plurality of reinforcing bars 11 to 13 extending in a direction orthogonal to the bridge axis are installed in the space-filled concrete placing space 7 to place the space- filled concrete 7a, and an asphalt temporary pavement 4c is provided on the road surface of the precast composite floor slab 4. Install and make the vehicle ready to run. Thus, during the day of the next day never interfere with the vehicle traveling viaduct 1.
次に、第５工程においては、前記第３，第４工程を複数回繰り返して、図１に示す高架橋１の所定幅部分２ａよりも手前側の既設床版２を複数のプレキャスト合成床版３，４に取り替える。但し、本実施例では、図１に示す高架橋１の所定幅部分２ａよりも手前側と反対側の既設床版２については、橋軸方向に所定幅部分２ａに対して前後対称となる形態で、複数のプレキャスト合成床版に取り替える。つまり、図２（ａ）の矢印Ａ方向と、矢印Ｂ方向とに図２で左右対称に工事を施工する。但し、高架橋１の一端側から他端側へ向って順次プレキャスト合成床版の架設工事を施工していくこともある。 Next, in the fifth step, the third and fourth steps are repeated a plurality of times, and the existing floor slab 2 on the nearer side than the predetermined width portion 2a of the viaduct 1 shown in FIG. , 4 is replaced. However, in this embodiment, the existing floor slab 2 on the opposite side of the predetermined width portion 2a of the viaduct 1 shown in FIG. 1 is symmetrical with respect to the predetermined width portion 2a in the bridge axis direction. Replace with multiple precast synthetic slabs. That is, construction is performed symmetrically in FIG. 2 in the direction of arrow A and the direction of arrow B in FIG. However, in some cases, the construction work of the precast synthetic slab is sequentially performed from one end side of the viaduct 1 to the other end side.
次に、プレキャスト合成床版３とプレキャスト合成床版４とを連結する連結構造について、図３、図４に基づいて説明する。
プレキャスト合成床版３の左端は、橋軸と直交する鉛直平面をなしており、底鋼板３ａと鉄筋コンクリート層３ｂとが前記鉛直平面で終端している。間詰めコンクリート打設空間７を形成するため、プレキャスト合成床版４の右端側部分において、鉄筋コンクリート層４ｂの右端部は底鋼板４ａの右端部から左方へ例えば約２００ｍｍ後退しており、鉄筋コンクリート層４ｂの複数の鉄筋４ｄの端部側部分が間詰めコンクリート打設空間７へ所定長さ突出するように製作し、それら突出した鉄筋４ｅの先端部にナット４ｆを夫々装着しておく。
Next, the connection structure which connects the precast synthetic floor slab 3 and the precast synthetic floor slab 4 is demonstrated based on FIG. 3, FIG.
The left end of the precast composite floor slab 3 forms a vertical plane perpendicular to the bridge axis, and the bottom steel plate 3a and the reinforced concrete layer 3b terminate at the vertical plane. In order to form the interstitial concrete placing space 7, the right end portion of the reinforced concrete layer 4b is retreated from the right end portion of the bottom steel plate 4a to the left by, for example, about 200 mm at the right end side portion of the precast composite floor slab 4. 4b is manufactured such that the end side portions of the plurality of reinforcing bars 4d protrude into the interstitial concrete placing space 7 by a predetermined length, and nuts 4f are respectively attached to the tip portions of the protruding reinforcing bars 4e.
また、プレキャスト合成床版３を予め工場製作する際に、その鉄筋コンクリート層３ｂの左右両端の端部近傍部に機械式継手の複数のネジ穴付き継手金物１４を予め埋設して鉄筋３ｄに夫々接合しておくと共に、プレキャスト合成床版４の左端の端部近傍部に機械式継手の複数のネジ穴付き継手金物１４を予め埋設して鉄筋４ｄに夫々接合しておく。 Further, when the precast composite floor slab 3 is prefabricated in the factory, a plurality of screw joints 14 with mechanical holes are embedded in advance in the vicinity of the left and right ends of the reinforced concrete layer 3b and joined to the rebar 3d. At the same time, a plurality of threaded joint fittings 14 of mechanical joints are embedded in advance in the vicinity of the left end of the precast composite slab 4 and joined to the reinforcing bars 4d.
次に、前記第４工程において、添接板１０を固定し、橋軸と直交方向へ延びる複数の鉄筋１１〜１３を配置し、間詰めコンクリート７ａを打設する方法について補足説明する。
プレキャスト合成床版３，４を予め工場製作する際に、プレキャスト合成床版３の下端側の左右両端の端部近傍部に予め鉛直向きの複数の片面施工ボルト１５を１列状に固定しておき、これら複数の片面施工ボルト１５とナット１５ａを用いて、添接板１０の一端側部分（プレキャスト合成床版３側の部分）を底鋼板３ａに固定すると共に、添接板１０の他端側部分（プレキャスト合成床版４側の部分）を複数のボルト１６とナット１６ａを用いてプレキャスト合成床版４の底鋼板４ａに固定する。
Next, in the fourth step, a supplementary description will be given of a method in which the joining plate 10 is fixed, a plurality of reinforcing bars 11 to 13 extending in a direction orthogonal to the bridge axis are disposed, and the interstitial concrete 7a is placed.
When the precast composite floor slabs 3 and 4 are manufactured in advance in the factory, a plurality of vertical single-sided bolts 15 are fixed in advance in a row in the vicinity of the left and right end portions on the lower end side of the precast composite floor slab 3. In addition, the plurality of single-sided bolts 15 and nuts 15a are used to fix one end side portion (the portion on the precast composite floor slab 3 side) of the attachment plate 10 to the bottom steel plate 3a and the other end of the attachment plate 10 The side portion (the portion on the precast composite floor slab 4 side) is fixed to the bottom steel plate 4a of the precast composite floor slab 4 using a plurality of bolts 16 and nuts 16a.
そして、図３、図４に示すように、間詰めコンクリート７ａの打設前に、コンクリート打設空間７から前記の複数の継手金物１４に機械式継手のボルト部材１７を夫々装着し、ボルト部材１７の大部分を間詰めコンクリート打設空間７に水平に突出させ、ボルト部材１７の先端部にナット１７ａを装着する。プレキャスト合成床版４を架設した状態において、プレキャスト合成床版３側の複数のボルト部材１７と、プレキャスト合成床版４側の突出した複数の鉄筋４ｅとが幅員方向に交互に位置し、ボルト部材１７の先端のナット１７ａが鉄筋４ｅの先端のナット４ｆよりも左方に離間して位置している。 Then, as shown in FIG. 3 and FIG. 4, before placing the interstitial concrete 7a, bolt members 17 of mechanical joints are respectively attached from the concrete placement space 7 to the plurality of joint hardware 14, A large portion of 17 is projected horizontally into the interstitial concrete placing space 7, and a nut 17 a is attached to the tip of the bolt member 17. In the state where the precast composite floor slab 4 is installed, the plurality of bolt members 17 on the precast composite floor slab 3 side and the plurality of reinforcing bars 4e protruding on the precast composite floor slab 4 side are alternately positioned in the width direction, and the bolt member The nut 17a at the tip of 17 is positioned farther leftward than the nut 4f at the tip of the reinforcing bar 4e.
図３に示すように、複数のボルト部材１７と複数の鉄筋４ｅの上に例えば３本の幅員方向に延びる鉄筋１１〜１３を配設する。このとき、中央の鉄筋１２は、ナット１７ａとナット４ｆの間に、ナット１７ａ，４ｆに当接又は接近する状態に配設され、間詰めコンクリート打設空間７に間詰めコンクリート７ａを打設すると、鉄筋１２とナット１７ａ，４ｆの周辺にコンクリートが充填されて、プレキャスト合成床版３，４同士を連結する。 As shown in FIG. 3, for example, three reinforcing bars 11 to 13 extending in the width direction are disposed on the plurality of bolt members 17 and the plurality of reinforcing bars 4 e. At this time, the central reinforcing bar 12 is disposed between the nut 17a and the nut 4f so as to contact or approach the nuts 17a and 4f, and when the interstitial concrete 7a is placed in the interstitial concrete placement space 7, Concrete is filled around the reinforcing bars 12 and the nuts 17a and 4f to connect the precast composite slabs 3 and 4 to each other.
次に、以上説明したプレキャスト合成床版架設方法の効果について説明する。
第１，第２工程により、既設床版２を部分的に除去して、プレキャスト合成床版３を架設し、そのプレキャスト合成床版３と既設床版２との間にゴム製のパッキンからなる目地６を装着する目地装着隙間５を形成し、次に目地装着隙間５に目地６を装着して車両走行可能状態にするため、目地装着隙間５をパッキン製の目地６でもって短時間で軽い労力で塞ぐことができる。
Next, the effect of the precast synthetic slab erection method described above will be described.
In the first and second steps, the existing floor slab 2 is partially removed, a precast synthetic floor slab 3 is installed, and a rubber packing is provided between the precast synthetic floor slab 3 and the existing floor slab 2. In order to form the joint mounting gap 5 for mounting the joint 6 and then mount the joint 6 in the joint mounting gap 5 so that the vehicle can run, the joint mounting gap 5 is light with a packing joint 6 in a short time. Can be closed with effort.
次に、第３，第４工程において、第１工程で架設したプレキャスト合成床版３の少なくとも片側に隣接する位置の既設床版２を部分的に除去し、そこにプレキャスト合成床版４を架設し、このプレキャスト合成床版４と既設床版２との間に目地装着隙間５を形成すると共に、プレキャスト合成床版３，４同士間に間詰めコンクリート打設空間７を形成し、次に目地装着隙間５に前記同様の目地６を装着し且つ間詰めコンクリート打設空間７に複数の鉄筋１１〜１３を組み込んで間詰めコンクリート７ａを打設し、車両走行可能状態にするため、既設床版２とプレキャスト合成床版３，４との間を目地６でもって短時間で軽い労力で塞ぐことができ、架設プレキャスト合成床版３，４同士間の間詰めコンクリート打設空間７を恒久的な間詰めコンクリート７ａで塞ぐことができる。第５工程において第３，第４工程を複数回繰り返すことで、既設床版２を順次プレキャスト合成床版３と複数のプレキャスト合成床版４に取り替えることができる。 Next, in the third and fourth steps, the existing floor slab 2 at a position adjacent to at least one side of the precast composite floor slab 3 installed in the first step is partially removed, and the precast composite floor slab 4 is installed there. In addition, a joint mounting gap 5 is formed between the precast composite floor slab 4 and the existing floor slab 2, and a space between the precast composite floor slabs 3 and 4 is formed, and a concrete placement space 7 is formed between the joints. In order to install the joints 6 similar to those described above in the mounting gap 5 and to install the plurality of reinforcing bars 11 to 13 in the space concrete placement space 7 to place the space concrete 7a and make the vehicle runnable, an existing floor slab 2 and the precast composite floor slabs 3 and 4 can be closed with a joint 6 in a short time with light labor, and the space between the precast composite floor slabs 3 and 4 and the concrete placement space 7 between them can be made permanent. Padding It can be closed in the cleat 7a. By repeating the third and fourth steps a plurality of times in the fifth step, the existing floor slab 2 can be sequentially replaced with a precast synthetic floor slab 3 and a plurality of precast synthetic floor slabs 4.
このように、既設床版２とプレキャスト合成床版３，４との間の、狭い目地装着隙間５を暫定的に塞ぐ手段としてパッキン製の目地６を採用するため、橋軸方向にプレキャスト合成床版３，４と同幅程度の鋼製の覆工板（仮鋼床版）を使用して隙間を塞ぐ場合に比べて、工事の作業負荷を軽減し、工事費用を節減し、工事工程の短縮を図ることができる。 Thus, since the joint 6 made of packing is used as a means for temporarily closing the narrow joint mounting gap 5 between the existing floor slab 2 and the precast composite floor slabs 3, 4, the precast composite floor is installed in the bridge axis direction. Compared to the case of using a steel lining plate (temporary steel floor slab) of the same width as plates 3 and 4 to close the gap, the work load of construction is reduced, construction costs are reduced, Shortening can be achieved.
しかも、複数の片面施工ボルト１５を用いて、添接板１０の一端側部分を固定するため、添接板１０の取り付け工事を簡単化することができる。また、複数のボルト部材１７及びそれらに夫々装着したナット１７ａ、突出させた複数の鉄筋４ｅ及びそれらに夫々装着したナット４ｆ、鉄筋１２、間詰めコンクリート により、架設したプレキャスト合成床版３，４同士を連結することができる。 And since the one end side part of the attachment board 10 is fixed using the several single side construction bolt 15, the installation work of the attachment board 10 can be simplified. Also, the precast composite floor slabs 3 and 4 constructed by a plurality of bolt members 17 and nuts 17a respectively attached thereto, a plurality of protruding reinforcing bars 4e and nuts 4f respectively attached thereto, a reinforcing bar 12, and interstitial concrete. Can be connected.
実施例２のプレキャスト合成床版架設方法について、図５〜図７に基づいて説明する。
このプレキャスト合成床版架設方法は、橋梁又は高架橋の既設床版を、複数日に亙る夜間施工を繰り返しながら、底鋼板と鉄筋コンクリート層からなる複数のプレキャスト合成床版に取り替える架設方法である。この実施例の架設方法においても、図５（ａ）の矢印Ａ方向と、矢印Ｂ方向とに左右対称に工事を施工していくが、以下の説明では、主に矢印Ａ方向への架設工事について説明する。
The precast synthetic floor slab erection method of Example 2 is demonstrated based on FIGS.
This precast composite slab erection method is an erection method in which an existing floor slab of a bridge or a viaduct is replaced with a plurality of precast composite slabs composed of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction over a plurality of days. In the erection method of this embodiment as well, the construction is carried out symmetrically in the direction of arrow A and the direction of arrow B in FIG. Will be described.
第１工程において、第１日目の夜間に、図５の（ａ）、（ｂ）に示すように、図１に矢印Ａで示す橋軸方向に所定幅の所定幅部分２ｃ（例えば、２．４〜２．９ｍの幅の部分）の両端を橋軸と直交する鉛直な平面に沿って切断し除去する。
同じく、第１日目の夜間に、図５の（ｃ）に示すように、既設床版２の所定幅部分２ｃ（架設しようとするプレキャスト合成床版２０に対応する部分よりも橋軸方向に広幅の部分）を除去した部位に、橋軸方向に設定幅（例えば、２〜２．５ｍの幅）を有するプレキャスト合成床版２０（第１のプレキャスト合成床版）を架設して複数条の主桁に支持させる。この状態において、プレキャスト合成床版２０の橋軸方向両側において、プレキャスト合成床版２０の端部と既設床版２との間に、例えば橋軸方向にプレキャスト合成床版２０よりも狭幅（約２００〜３００ｍｍ程度の幅）の間詰め鋼床版２２を装着する為の間詰め鋼床版装着隙間２１が夫々形成される。
In the first step, at the night of the first day, as shown in FIGS. 5A and 5B, a predetermined width portion 2c having a predetermined width in the bridge axis direction indicated by an arrow A in FIG. Cut off both ends of the .4 to 2.9m wide part) along a vertical plane perpendicular to the bridge axis.
Similarly, at the night of the first day, as shown in FIG. 5C, the predetermined width portion 2c of the existing floor slab 2 (in the direction of the bridge axis more than the portion corresponding to the precast composite floor slab 20 to be installed) A precast composite floor slab 20 (first precast composite floor slab) having a set width (for example, a width of 2 to 2.5 m) in the bridge axis direction is erected at a portion where the wide portion) is removed, Support the main girder. In this state, on both sides of the precast composite floor slab 20 in the bridge axis direction, between the end of the precast composite floor slab 20 and the existing floor slab 2, for example, a narrower width (about approximately (in the bridge axis direction) than the precast composite floor slab 20. A space for mounting the steel plate slabs 21 for mounting the steel plate slabs 22 for forming the space) is formed.
このプレキャスト合成床版２０は、予め工場製作されるものであるが、その構造について説明する。図５、図７に示すように、プレキャスト合成床版２０は、底鋼板２０ａと、橋軸方向に底鋼板２０ａよりも狭幅の鉄筋コンクリート層２０ｂとを有する。プレキャスト合成床版２０の両端側において、鉄筋コンクリート層２０ｂの端部が底鋼板２０ａの端部から例えば約１００ｍｍだけ内側へ後退している。鉄筋コンクリート層２０ｂの左端側において、複数の鉄筋２０ｃの端部側部分が、鉄筋コンクリート層２０ｂの左端から左方へ例えば約１３０〜１５０ｍｍ程突出し、その鉄筋２０ｃの先端部にナット２０ｅを螺合してある。同様に、鉄筋コンクリート層２０ｂの右端側において、複数の鉄筋２０ｃの端部側部分が、鉄筋コンクリート層２０ｂの右端から右方へ例えば約１３０〜１５０ｍｍ程突出し、その鉄筋２０ｃの先端部にナット２０ｅを螺合してある。 The precast composite floor slab 20 is manufactured in advance in a factory, and the structure thereof will be described. As shown in FIGS. 5 and 7, the precast composite slab 20 has a bottom steel plate 20a and a reinforced concrete layer 20b having a width narrower than that of the bottom steel plate 20a in the bridge axis direction. At both ends of the precast composite floor slab 20, the ends of the reinforced concrete layer 20b are retreated inward by, for example, about 100 mm from the ends of the bottom steel plate 20a. On the left end side of the reinforced concrete layer 20b, the end side portions of the plurality of reinforcing bars 20c protrude, for example, about 130 to 150 mm from the left end of the reinforced concrete layer 20b to the left, and a nut 20e is screwed to the tip of the reinforcing bar 20c. is there. Similarly, on the right end side of the reinforced concrete layer 20b, the end side portion of the plurality of reinforcing bars 20c protrudes from the right end of the reinforced concrete layer 20b to the right by about 130 to 150 mm, for example, and a nut 20e is screwed to the tip of the reinforcing bar 20c. Yes.
次に、第２工程において、第１日目の夜間に、図５（ｄ）に示すように、プレキャスト合成床版２０の両端側の間詰め鋼床版装着隙間２１に間詰め鋼床版２２を夫々架設して、複数条の主桁に支持させる。この間詰め鋼床版２２は予め工場製作される幅員全幅に亙る細長い鋼構造体である。 Next, in the second step, at the night of the first day, as shown in FIG. 5 (d), as shown in FIG. Are supported by multiple main girders. This space packed steel floor slab 22 is a long and narrow steel structure that spans the entire width of the factory.
ここで、間詰め鋼床版２２の構造について説明する。
図５、図６に示すように、間詰め鋼床版２２は、間詰め鋼床版装着隙間２１よりも広幅且つ橋軸方向にプレキャスト合成床版２０よりも狭幅で厚さの大きい天板２２ａ、鉛直の外側板２２ｂ、底板２２ｃ、幅員方向に一定間隔おきに配設された複数のリブ板２２ｄなどを一体的に溶接したものであり、リブ２２ｄの橋軸方向の幅は、間詰め鋼床版装着隙間２１よりも約２０〜５０ｍｍ程度狭くなっている。尚、主桁の位置では、底板２２ｃとリブ２２ｄの幅が大きくなっている。
Here, the structure of the padded steel slab 22 will be described.
As shown in FIG. 5 and FIG. 6, the padded steel slab 22 is wider than the padded steel slab mounting gap 21 and is narrower and thicker than the precast composite floor slab 20 in the bridge axis direction. 22a, a vertical outer plate 22b, a bottom plate 22c, a plurality of rib plates 22d arranged at regular intervals in the width direction, and the like are integrally welded. It is narrower by about 20 to 50 mm than the steel deck mounting gap 21. Note that the width of the bottom plate 22c and the rib 22d is large at the position of the main beam.
前記の第２工程において、図５（ｄ）に示すように、プレキャスト合成床版２０の上面のうち、左右の天板２２ａ間の部分に仮舗装２３を施し、また、必要に応じて既設床版２と間詰め鋼床版２２との間の隙間にゴム製のパッキンからなる目地２４を装着し、車両走行可能状態にする。そのため、第２日目の昼間の車両走行に支障を来すことがない。 In the second step, as shown in FIG. 5 (d), a temporary pavement 23 is provided on the upper surface of the precast composite floor slab 20 between the left and right top plates 22a, and an existing floor is provided if necessary. A joint 24 made of rubber packing is attached to the gap between the plate 2 and the padded steel floor plate 22 so that the vehicle can run. Therefore, the daytime vehicle running on the second day is not hindered.
次に、第３工程において、第２日目（第５工程では、（２＋ｉ）日目、但しｉは１，２，３・・・）の夜間に、図５（ｄ）に示すように、架設したプレキャスト合成床版２０（第５工程では、プレキャスト合成床版２０Ａ）の少なくとも片側（本実施例では左側）の間詰め鋼床版２２を取り外し、その間詰め鋼床版装着隙間２１に隣接する位置の既設床版２の第２所定幅部分２ｄ（前記所定幅部分２ｃよりも狭い部分）（プレキャスト合成床版２０Ａに対応する部分よりも橋軸方向に広幅の部分）を除去した部位に、図５（ｅ）に示すように、プレキャスト合成床版２０と同構造のプレキャスト合成床版２０Ａを架設し、このプレキャスト合成床版２０Ａと既設床版２との間に間詰め鋼床版装着隙間２１Ａを形成すると共に、架設したプレキャスト合成床版２０，２０Ａ同士（第５工程では、プレキャスト合成床版２０Ａ，２０Ａ同士）間に間詰めコンクリート打設空間２４（図７参照）を形成する。 Next, in the third step, on the second day (in the fifth step, on the (2 + i) day, where i is 1, 2, 3,...) , As shown in FIG. (in the fifth step, precast synthetic slab 20A) erection was precast synthesized slab 20 removably between padded steel deck 22 (left in this embodiment) at least one side of and adjacent therebetween packed steel deck mounting gap 21 At the site where the second predetermined width portion 2d (portion narrower than the predetermined width portion 2c ) (portion wider than the portion corresponding to the precast synthetic floor slab 20A) is removed from the existing floor slab 2 at the position, As shown in FIG. 5 (e), a precast synthetic floor slab 20A having the same structure as the precast synthetic floor slab 20 is installed, and a gap between the precast synthetic floor slab 20A and the existing floor slab 2 is installed. 21A to form the erection and pre (In the fifth step, precast synthetic slab 20A, 20A to each other) Yasuto synthetic slab 20,20A each other to form between filling concrete設空between 24 (see FIG. 7) between.
この状態において、架設したプレキャスト合成床版２０，２０Ａ（第５工程では、プレキャスト合成床版２０Ａ，２０Ａ）の底鋼板２０ａの端部同士が突き合わせ状態になり、架設プレキャスト合成床版２０，２０Ａ（第５工程では、プレキャスト合成床版２０Ａ，２０Ａ）の鉄筋コンクリート層２０ｂの端面同士間に間詰めコンクリート打設空間２４が形成される。
次に、第４工程において、前記の第２日目（第５工程では、（２＋ｉ）日目、但しｉは１，２，・・・）の夜間に、図５（ｅ）に示すように、間詰め鋼床版装着隙間２１Ａに間詰め鋼床版２２Ａを装着する。この間詰め鋼床版２２Ａは間詰め鋼床版２２と同構造のものである。これと並行して、プレキャスト合成床版２０，２０Ａ（第５工程では、プレキャスト合成床版２０Ａ，２０Ａ）の底鋼板２０ａの端部同士を突き合せた突き合わせ部の下面に添接板２５を配設し、添接板２５を底鋼板２０ａの端部に２列のボルト２６とナット２６ａとで締結する。
In this state, (in the fifth step, precast synthetic slab 20A, 20A) erection was precast synthesized slab 20, 20A becomes ends are butted state of the bottom steel plate 20a of the erection precast synthetic slab 20, 20A ( In the fifth step, the interstitial concrete placement space 24 is formed between the end faces of the reinforced concrete layer 20b of the precast composite floor slabs 20A, 20A) .
Next, in the fourth step, at the night of the second day (in the fifth step, (2 + i) day, where i is 1, 2,...) As shown in FIG. The steel plate slab 22A is installed in the steel plate slab mounting gap 21A . This space steel floor slab 22A has the same structure as the space steel floor slab 22. In parallel with this, the attachment plate 25 is arranged on the lower surface of the abutting portion where the ends of the bottom steel plates 20a of the precast synthetic floor slabs 20 and 20A (precast synthetic floor slabs 20A and 20A in the fifth step) are abutted. The splicing plate 25 is fastened to the end of the bottom steel plate 20a with two rows of bolts 26 and nuts 26a.
さらに、図７に示すように、間詰めコンクリート打設空間２４に橋軸と直交方向に延びる複数の鉄筋２７，２８，２９を配設し、プレキャスト合成床版２０（第５工程では、プレキャスト合成床版２０Ａ）の鉄筋２０ｃの端部のナット２０ｅを左側から鉄筋２８に当接又は接近させ、プレキャスト合成床版２０Ａの鉄筋２０ｃの端部のナット２０ｆを右側から鉄筋２８に当接又は接近させ、その状態にしてから、図５（ｅ）に示すように、間詰めコンクリート打設空間２４に間詰めコンクリート３０を打設すると共に、プレキャスト合成床版２０の上面の残部と間詰めコンクリート３０の上面とプレキャスト合成床版２０Ａの上面の大部分に仮舗装２３Ａを施して車両走行可能状態にする。 Further, as shown in FIG. 7, a plurality of reinforcing bars 27, 28, and 29 extending in a direction orthogonal to the bridge axis are disposed in the space-filled concrete placing space 24, and the precast composite floor slab 20 (in the fifth step, precast composite The nut 20e at the end of the reinforcing bar 20c of the floor slab 20A) contacts or approaches the reinforcing bar 28 from the left side, and the nut 20f at the end of the reinforcing bar 20c of the precast composite floor slab 20A contacts or approaches the reinforcing bar 28 from the right side. After that, as shown in FIG. 5 (e), the interstitial concrete 30 is placed in the interstitial concrete placement space 24, and the rest of the upper surface of the precast composite floor slab 20 and the interstitial concrete 30 are A temporary pavement 23A is applied to the upper surface and most of the upper surface of the precast composite floor slab 20A so that the vehicle can run.
次に、第５工程において、前記の第３，第４工程を複数回繰り返すことにより、実施例１と同様に、既設床版２ｃとこれよりも５図における左方の既設床版２を複数のプレキャスト合成床版２０，２０Ａに取り替える。 Next, in the fifth step, by repeating the third and fourth steps a plurality of times, a plurality of the existing floor slab 2c and the left existing floor slab 2 in FIG. Replace with precast synthetic slab 20, 20A.
次に、以上説明したプレキャスト合成床版架設方法の効果について説明する。
第1，第２工程において、最初に第１日目の夜間に、既設床版を部分的に除去し、そこにプレキャスト合成床版２０を架設して、既設床版２との間に間詰め鋼床版装着隙間２１を形成し、次に間詰め鋼床版装着隙間２１に間詰め鋼床版２２を装着して車両走行可能状態にするため、間詰め鋼床版装着隙間２１を間詰め鋼床版２２によって短時間で軽い労力で塞ぐことができ、第２日目の昼間における車両走行を制約することがない。
Next, the effect of the precast synthetic slab erection method described above will be described.
In the first and second steps, the existing floor slab is first partially removed at night on the first day, and the precast composite floor slab 20 is installed there, and the space between the existing floor slab 2 is filled. In order to form the steel floor slab mounting gap 21 and then mount the padded steel floor slab 22 in the space packed steel floor slab mounting gap 21 so that the vehicle can be driven, the space between the steel floor slab mounting gaps 21 is packed. The steel floor slab 22 can be closed with light labor in a short time, and does not restrict vehicle travel in the daytime on the second day.
次に、第３，第４工程において、第２日目の夜間に、間詰め鋼床版２２を取り外し、架設プレキャスト合成床版２０に隣接する位置の既設床版２を部分的に除去し、そこにプレキャスト合成床版２０Ａを架設し、このプレキャスト合成床版２０Ａと既設床版２との間に間詰め鋼床版装着隙間２１Ａを形成すると共に、架設プレキャスト合成床版２０，２０Ａ同士間に間詰めコンクリート打設空間２４を形成し、前記の間詰め鋼床版装着隙間２１Ａに間詰め鋼床版２２Ａを装着し且つ間詰めコンクリート打設空間２４に複数の鉄筋２７，２８，２９を組み込んでから間詰めコンクリート３０を打設して車両走行可能状態にする。 Next, in the third and fourth steps, at the night of the second day, the padded steel slab 22 is removed, and the existing floor slab 2 at a position adjacent to the precast composite floor slab 20 is partially removed, A precast composite floor slab 20A is erected there, and a gap steel plate installation space 21A is formed between the precast synthetic floor slab 20A and the existing floor slab 2, and between the precast synthetic floor slabs 20 and 20A. A space-filled concrete placing space 24 is formed, a space-filled steel floor slab 22A is mounted in the space-filled steel floor slab mounting gap 21A, and a plurality of reinforcing bars 27, 28, 29 are incorporated in the space-filled concrete placing space 24. Then, the interstitial concrete 30 is placed to make the vehicle travelable.
そのため、既設床版２とプレキャスト合成床版２０Ａとの間を間詰め鋼床版２２Ａによって短時間で軽い労力で塞ぐことができ、架設プレキャスト合成床版２０，２０Ａ同士間の間詰めコンクリート打設空間２４を恒久的な間詰めコンクリート３０で塞ぐことができる。そのため、第３日目の昼間における車両走行に支障を来すことがない。
前記第５工程において第３，第４工程を複数回繰り返すことで、既設床版２を順次プレキャスト合成床版２０，２０Ａに取り替えることができる。
For this reason, the space between the existing floor slab 2 and the precast composite floor slab 20A can be closed by the interim steel floor slab 22A in a short time with light labor, and the concrete filling between the precast composite floor slabs 20 and 20A can be placed. The space 24 can be closed with permanent interstitial concrete 30. Therefore, there will be no hindrance to vehicle travel in the daytime on the third day.
By repeating the third and fourth steps a plurality of times in the fifth step, the existing floor slab 2 can be sequentially replaced with the precast synthetic floor slabs 20 and 20A.
プレキャスト合成床版２０，２０Ａの橋軸方向の両端部から複数の鉄筋２０ｃを予め突出させておき、それら鉄筋２０ｃの先端部に予めナット２０ｅ，２０ｆを夫々取り付け、複数の鉄筋２０ｃとナット２０ｅ，２０ｆを間詰めコンクリート３０内に埋設状態にするため、これら鉄筋２０ｃの突出部分を間詰めコンクリート３０に埋設することにより、プレキャスト合成床版２０，２０Ａを連結することができる。 A plurality of reinforcing bars 20c are projected in advance from both ends of the precast composite floor slabs 20 and 20A in the bridge axis direction, and nuts 20e and 20f are attached in advance to the tip portions of the reinforcing bars 20c, respectively, and the plurality of reinforcing bars 20c and nuts 20e, In order to place 20 f in the embedded concrete 30, the precast composite floor slabs 20, 20 </ b> A can be connected by embedding the protruding portions of the reinforcing bars 20 c in the packed concrete 30.
また、間詰め鋼床版の構造は前記実施例の構造に限定されるものではなく、種々の構造の間詰め鋼床版を採用することができる。 Further, the structure of the steel plate slab is not limited to the structure of the above-described embodiment, and various structures of steel plate slabs can be adopted.
本発明は、橋梁や高架橋の既設床版が耐用年数を経て老朽化した場合に、新規の複数のプレキャスト合成床版に取り替えるプレキャスト合成床版架設方法に適用することができる。 INDUSTRIAL APPLICABILITY The present invention can be applied to a precast composite floor slab erection method that replaces a plurality of new precast composite floor slabs when the existing floor slabs of bridges or viaducts have deteriorated over the service life.
１ 高架橋
２ 既設床版
３，４ プレキャスト合成床版
３ａ，４ａ 底鋼板
３ｂ，４ｂ 鉄筋コンクリート層
５ 目地装着隙間
６ ゴム製のパッキンの目地
７ 間詰めコンクリート打設空間
７ａ 間詰めコンクリート
１０ 添接板
１１〜１３ 鉄筋
１４ 継手金物
１５ 片面施工ボルト
１７ ボルト部材
２０，２０Ａ プレキャスト合成床版
２０ａ 底鋼板
２０ｂ 鉄筋コンクリート層
２０ｃ 鉄筋
２０ｅ，２０ｆ ナット
２１ 間詰め鋼床版装着隙間
２２ 間詰め鋼床版
２４ 間詰めコンクリート打設空間
２７〜２９ 鉄筋
３０ 間詰めコンクリート
DESCRIPTION OF SYMBOLS 1 Viaduct 2 Existing floor slab 3, 4 Precast synthetic floor slab 3a, 4a Steel plate 3b, 4b Reinforced concrete layer 5 Joint mounting space 6 Rubber packing joint 7 Space-filled concrete placement space 7a Space-filled concrete 10 Attachment plate 11 -13 Reinforcing bar 14 Joint hardware 15 Single-sided construction bolt 17 Bolt member 20, 20A Precast composite floor slab 20a Bottom steel plate 20b Reinforced concrete layer 20c Reinforcing bar 20e, 20f Nut 21 Filled steel floor slab mounting gap 22 Filled steel floor slab 24 Filled concrete Casting space 27-29 Reinforcing bar 30 Packed concrete
Claims (5)
既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分を除去した部位に第１のプレキャスト合成床版を架設し、既設床版との間にゴム製のパッキンの目地を装着する目地装着隙間を形成する第１工程と、
前記目地装着隙間に前記目地を装着して車両走行可能状態にする第２工程と、
架設した第１又は第２のプレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分を除去した部位に第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に目地装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間に間詰めコンクリート打設空間を形成する第３工程と、
前記目地装着隙間に前記目地を装着し且つ前記間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設して車両走行可能状態にする第４工程と、
前記第３，第４工程を複数回繰り返す第５工程と、
を備えたことを特徴とするプレキャスト合成床版架設方法。 In the precast composite floor slab erection method, replacing the existing floor slab of a bridge or viaduct with a plurality of precast composite floor slabs consisting of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction,
The first precast composite floor slab is installed at the site where the portion corresponding to the first precast composite floor slab to be installed is removed from the existing floor slab, and a rubber packing joint is provided between the existing floor slab and the existing floor slab. A first step of forming a joint mounting gap to be mounted;
A second step of mounting the joint in the joint mounting gap to enable the vehicle to travel;
Second precast on site to remove the portion corresponding to the second precast synthetic slab to be laid out at least the existing deck position adjacent to one side of the first or second precast synthetic deck and rack set A composite floor slab is installed, a joint mounting gap is formed between the second precast composite floor slab and the existing floor slab, and the first and second precast composite floor slabs installed together or the second precast composite A third step of forming a concrete placement space between the floor slabs ;
A fourth step of mounting the joint in the joint mounting gap and incorporating a plurality of reinforcing bars extending in a direction orthogonal to the bridge axis into the space for placing the space to place the space for placing the space to make the vehicle travelable; ,
A fifth step of repeating the third and fourth steps a plurality of times;
A precast synthetic floor slab erection method characterized by comprising:
既設床版のうち架設しようとする第１のプレキャスト合成床版に対応する部分よりも橋軸方向に広幅の部分を除去した部位に第１のプレキャスト合成床版を架設し、既設床版との間に橋軸方向に前記第１のプレキャスト合成床版よりも狭幅の鋼製の間詰め鋼床版を装着する間詰め鋼床版装着隙間を形成する第１工程と、
前記間詰め鋼床版装着隙間に前記間詰め鋼床版を装着して車両走行可能状態にする第２工程と、
前記間詰め鋼床版を取り外し、架設した第１又は第２のプレキャスト合成床版の少なくとも片側に隣接する位置の既設床版のうち架設しようとする第２のプレキャスト合成床版に対応する部分よりも橋軸方向に広幅の部分を除去した部位に第２のプレキャスト合成床版を架設し、この第２のプレキャスト合成床版と既設床版との間に間詰め鋼床版装着隙間を形成すると共に、架設した第１，第２のプレキャスト合成床版同士又は第２のプレキャスト合成床版同士間に間詰めコンクリート打設空間を形成する第３工程と、
前記間詰め鋼床版装着隙間に前記間詰め鋼床版を装着し且つ前記間詰めコンクリート打設空間に橋軸と直交方向へ延びる複数の鉄筋を組み込んで間詰めコンクリートを打設して車両走行可能状態にする第４工程と、
前記第３，第４工程を複数回繰り返す第５工程と、
を備えたことを特徴とするプレキャスト合成床版架設方法。 In the precast composite floor slab erection method, replacing the existing floor slab of a bridge or viaduct with a plurality of precast composite floor slabs consisting of a bottom steel plate and a reinforced concrete layer while repeating nighttime construction,
The first precast composite floor slab is installed at a site where a portion wider than the portion corresponding to the first precast composite floor slab to be installed is removed from the existing floor slab. A first step of forming a gap steel plate slab mounting gap for mounting a steel plate slab narrower than the first precast synthetic floor slab in the bridge axis direction;
A second step of mounting the space packed steel floor slab in the space between the space packed steel floor slabs and making the vehicle travelable;
Remove the between filling steel deck, corresponding to the first or second precast synthetic slab to be laid in the second of the existing deck of at least adjacent to one side position of the precast synthetic deck and rack set part A second precast composite floor slab is installed at the site where the wider part is removed in the direction of the bridge axis, and a gap between the second precast composite floor slab and the existing floor slab is formed. And a third step of forming a concrete placement space between the first and second precast composite floor slabs or between the second precast composite floor slabs ,
A vehicle travels by mounting the interstitial steel floor slab in the interstitial steel floor slab mounting gap and driving the interstitial concrete by installing a plurality of reinforcing bars extending in a direction orthogonal to the bridge axis in the interstitial concrete placement space. A fourth step for enabling,
A fifth step of repeating the third and fourth steps a plurality of times;
A precast synthetic floor slab erection method characterized by comprising:
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| JPH086289B2 (en) * | 1991-12-26 | 1996-01-24 | 日本サミコン株式会社 | Temporary tensioning method for bridge slab repair work |
| JPH083938A (en) * | 1994-06-17 | 1996-01-09 | Ishikawajima Constr Materials Co Ltd | Replacing method for track bed on bridge |
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