JP2012202149A - Floor slab displacement prevention structure and floor slab displacement prevention method for composite beam - Google Patents
Floor slab displacement prevention structure and floor slab displacement prevention method for composite beam Download PDFInfo
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- JP2012202149A JP2012202149A JP2011069130A JP2011069130A JP2012202149A JP 2012202149 A JP2012202149 A JP 2012202149A JP 2011069130 A JP2011069130 A JP 2011069130A JP 2011069130 A JP2011069130 A JP 2011069130A JP 2012202149 A JP2012202149 A JP 2012202149A
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- 239000002131 composite material Substances 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 17
- 230000002265 prevention Effects 0.000 title claims description 34
- 238000006073 displacement reaction Methods 0.000 title claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 55
- 239000010959 steel Substances 0.000 claims abstract description 55
- 239000011178 precast concrete Substances 0.000 claims abstract description 34
- 239000004568 cement Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 8
- 239000004570 mortar (masonry) Substances 0.000 description 13
- 239000002184 metal Substances 0.000 description 8
- 241001669679 Eleotris Species 0.000 description 7
- 239000004567 concrete Substances 0.000 description 6
- 230000008439 repair process Effects 0.000 description 5
- 238000009434 installation Methods 0.000 description 3
- 230000000149 penetrating effect Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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Abstract
【課題】施工の手間を低減する床版ずれ止め構造及び床版ずれ止め方法を提供する。
【解決手段】鋼桁１２に設置されたプレキャストコンクリート床版１３を有した合成桁１０の床版ずれ止め構造２０であって、鋼桁１２はリベット孔１２ｂ１を有し、プレキャストコンクリート床版１３はずれ止め孔１３ａを有し、リベット孔１２ｂ１を利用して鋼桁１２に固定されると共にプレキャストコンクリート床版１３のずれ止め孔１３ａに挿入されたずれ止め冶具２１を有する。
【選択図】図１A floor slab stopper structure and a floor slab stopper method that reduce the labor of construction are provided.
A floor slab detent structure 20 of a composite girder 10 having a precast concrete floor slab 13 installed on a steel girder 12, wherein the steel girder 12 has a rivet hole 12b1, and the precast concrete floor slab 13 is displaced. It has a stop hole 13a, is fixed to the steel girder 12 using the rivet hole 12b1, and has a stopper jig 21 inserted into the stopper hole 13a of the precast concrete floor slab 13.
[Selection] Figure 1
Description
本発明は、例えば、プレキャスト（ＰＣ）コンクリート床版を用いた合成桁の床版ずれ止め構造及び床版ずれ止め方法に関する。 The present invention relates to a composite girder floor slab detent structure using a precast (PC) concrete slab and a floor slab detent method, for example.
従来の鉄道橋は、鋼桁と、鋼桁の上に設置されたまくらぎと、まくらぎの上に設置されたレールを有する。 A conventional railway bridge has a steel girder, a sleeper installed on the steel girder, and a rail installed on the sleeper.
近年、新設構造では、橋まくらぎの代りにコンクリート製の床版を鋼桁に設置して合成桁とするケースが多い。床版は鋼桁に対してずれ止めで固定されている。 In recent years, there are many cases in new constructions where a composite girder is installed by installing a concrete slab on a steel girder instead of a bridge sleeper. The slab is fixed to the steel girder with a stopper.
既設の鋼桁にコンクリート製床版を設置する場合、既設の鋼桁のリベット孔を利用したボルトを取付け、このボルトにより床版の位置ずれを止める方法が考えられる。しかし、この方法は、通常現場で鋼桁の上にコンクリートを打設して床版を作製するため、多くの日時と施工の手間を必要としていた。 When installing a concrete floor slab in an existing steel girder, a method of attaching a bolt using a rivet hole of the existing steel girder and stopping the displacement of the floor slab with this bolt can be considered. However, this method usually requires a lot of time and work to construct a floor slab by placing concrete on a steel girder on site.
また、大きなせん断抵抗を必要とする箇所では、必要なずれ止め数が多くなり、床版に開ける孔の数が多くなる。これは、床版の耐久性やプレストレスの導入の面で望ましくない。 Moreover, in the location which requires a large shear resistance, the number of necessary slip stoppers increases and the number of holes opened in the floor slab increases. This is undesirable in terms of durability of the floor slab and introduction of prestress.
そこで、本発明の目的は、施工の手間を低減した床版ずれ止め構造及び床版ずれ止め方法を提供することにある。 Accordingly, an object of the present invention is to provide a floor slab stopper structure and a floor slab stopper method that reduce the labor of construction.
以下、符号を付して本発明の特徴を説明する。なお、符号は参照のためであり、本発明を実施形態に限定するものでない。 Hereinafter, the features of the present invention will be described with reference numerals. Note that the reference numerals are for reference, and the present invention is not limited to the embodiments.
本発明の第１の特徴に係わる合成桁の床版ずれ止め構造（２０、２０Ａ、２０Ｂ）は、鋼桁（１２）に設置されたプレキャストコンクリート床版（１３）を有した合成桁（１０、１０Ａ、１０Ｂ）の床版ずれ止め構造（２０、２０Ａ、２０Ｂ）であって、鋼桁（１２）はリベット孔（１２ｂ１）を有し、プレキャストコンクリート床版（１３）はずれ止め孔（１３ａ、１３ｂ、１３ｄ）を有し、リベット孔（１２ｂ１）を利用して鋼桁（１２）に固定される共にプレキャストコンクリート床版（１３）のずれ止め孔（１３ａ、１３ｂ、１３ｄ）に挿入されたずれ止め冶具（２１、２１Ａ、２１Ｂ）を有する。 The composite girder floor slab detent structure (20, 20A, 20B) according to the first feature of the present invention includes a composite girder (10, 10) having a precast concrete floor slab (13) installed on a steel girder (12). 10A, 10B) floor slab detent structure (20, 20A, 20B), wherein the steel girder (12) has rivet holes (12b1) and the precast concrete floor slab (13) has detent holes (13a, 13b). 13d), which is fixed to the steel girder (12) using the rivet hole (12b1) and is inserted into the anti-slip holes (13a, 13b, 13d) of the precast concrete floor slab (13) It has a jig (21, 21A, 21B).
以上の第１の特徴において、床版（１３）のずれ止め孔（１３ａ）を画成する壁（１３ｐ）とずれ止め冶具（２１）との間にセメント系固化材（Ｍ３）を充填する。 In the first feature described above, the cement-based solidified material (M3) is filled between the wall (13p) defining the anti-slip hole (13a) of the floor slab (13) and the anti-skid jig (21).
プレキャストコンクリート床版（１３）はずれ止め孔（１３ｂ、１３ｄ）内に段差部（１３ｃ１、２１ｇ２）を有し、ずれ止め冶具（２１Ａ、２１Ｂ）は、ねじ部を有するずれ止め部材（２１ｅ、２１ｈ）と、ずれ止め部材（２１Ａ、２１Ｂ）のねじ部と係合し且つ段差部（１３ｃ１、２１ｇ２）に当る締付ナット（２１ｆ、２１ｊ）を有する。 The precast concrete slab (13) has step portions (13c1, 21g2) in the stopper holes (13b, 13d), and the stopper jigs (21A, 21B) have stopper members (21e, 21h) having screw parts. And tightening nuts (21f, 21j) that engage with the threaded portions of the slip prevention members (21A, 21B) and hit the stepped portions (13c1, 21g2).
ずれ止め部材は、ずれ止め孔（１３ｂ）の中へ延びるずれ止めボルト（２１ｅ）を有する。 The locking member has a locking bolt (21e) extending into the locking hole (13b).
ずれ止め部材（２１ｈ）は、ずれ止め孔（１３ｄ）の中へ延びると共にねじ部が形成されたずれ止め棒（２１ｈ１）と、ずれ止め棒（２１ｈ１）に固定されると共にリベット孔（１２ｂ１）を用いて鋼桁（１２）に取付けられた取付板（１２ｈ２）を有する。 The stopper member (21h) extends into the stopper hole (13d) and has a stopper rod (21h1) formed with a thread portion, and is fixed to the stopper rod (21h1) and has a rivet hole (12b1). It has a mounting plate (12h2) attached to the steel girder (12).
ずれ止め冶具（２１）は、ねじ部を形成したずれ止め部材（２１ａ）と、プレキャストコンクリート床版（１３）と鋼桁（１２）との間でずれ止め部材（２１ａ）に取付けられると共にプレキャストコンクリート床版（１３）の高さを調整する高さ調整ナット（２１ｄ）を有する。 The locking jig (21) is attached to the locking member (21a) between the locking member (21a) having a threaded portion and the precast concrete floor slab (13) and the steel beam (12) and precast concrete. A height adjusting nut (21d) for adjusting the height of the floor slab (13) is provided.
ずれ止め冶具（２１Ａ、２１Ｂ）は、プレキャストコンクリート床版（１３）と鋼桁（１２）との間でずれ止め部材（２１ｅ、２１ｈ）に取付けられると共にプレキャストコンクリート床版（１３）の高さを調整する高さ調整ナット（２１ｄ、２１ｋ）を有する。 The locking jig (21A, 21B) is attached to the locking member (21e, 21h) between the precast concrete floor slab (13) and the steel girder (12) and has a height of the precast concrete floor slab (13). It has a height adjustment nut (21d, 21k) to adjust.
ずれ止め孔（１３ａ、１３ｂ、１３ｄ）は間隔を置いて配置される。 The stopper holes (13a, 13b, 13d) are arranged at intervals.
本発明の第２の特徴に係わる合成桁の床版ずれ止め方法は、鋼桁（１２）のリベット孔（１２ｂ１）を用いて鋼桁（１２）にずれ止め冶具（２１、２１Ａ、２１Ｂ）を取付け、
鋼桁（１２）にプレキャストコンクリート床版（１３）を設置し、床版（１３）のずれ止め孔（１３ａ、１３ｂ、１３ｄ）にずれ止め冶具（２１、２１Ａ、２１Ｂ）を挿入して鋼桁（１２）に対してプレキャストコンクリート床版（１３）のずれを止める。
According to the second feature of the present invention, the composite girder floor slab locking method is provided by using the rivet hole (12b1) of the steel girder (12) to attach the locking jig (21, 21A, 21B) to the steel girder (12). Installation,
Install the precast concrete floor slab (13) on the steel girder (12), and insert the locking jig (21, 21A, 21B) into the locking holes (13a, 13b, 13d) of the floor slab (13). Stop the shift of the precast concrete slab (13) with respect to (12).
床版（１３）のずれ止め孔（１３ａ）を画成する壁とずれ止め冶具（２１）との間にセメント系固化材（Ｍ３）を充填する。 The cement-based solidifying material (M3) is filled between the wall defining the slip-preventing hole (13a) of the floor slab (13) and the slip-preventing jig (21).
床版（１３）はずれ止め孔内（１３ｂ、１３ｄ）に段差部（１３ｃ、２１ｇ２）を有し、ずれ止め冶具（２１Ａ、２１Ｂ）はねじ部を有するずれ止め部材（２１ｅ、２１ｈ）を有し、ずれ止め部材（２１ｅ、２１ｈ）のねじ部に締付ナット（２１ｆ、２１ｊ）を係合し、段差部（１３ｃ、２１ｇ２）に締付ナット（２１ｆ、２１ｊ）を当てる。 The floor slab (13) has step portions (13c, 21g2) in the stopper holes (13b, 13d), and the stopper jigs (21A, 21B) have stopper members (21e, 21h) having screw portions. Then, the tightening nuts (21f, 21j) are engaged with the thread portions of the slip prevention members (21e, 21h), and the tightening nuts (21f, 21j) are applied to the step portions (13c, 21g2).
ずれ止め部材はずれ止めボルト（２１ｅ）を有し、ずれ止めボルト（２１ｅ）を締付ナット（２１ｆ）で締め付ける。 The stopper member has a stopper bolt (21e), and the stopper bolt (21e) is tightened with a tightening nut (21f).
ずれ止め部材（２１ｈ）は、ずれ止め孔（１３ｄ）の中へ延びると共にねじ部が形成されたずれ止め棒（２１ｈ１）と、ずれ止め棒（２１ｈ１）に固定された取付板（２１ｈ２）を有し、ずれ止め棒（２１ｈ１）のねじ部に締付ナット（２１ｊ）を係合し、リベット孔（１２ｂ１）を用いて取付板（２１ｈ２）を鋼桁（１２）に取付けた。 The locking member (21h) has a locking bar (21h1) that extends into the locking hole (13d) and has a threaded portion, and a mounting plate (21h2) that is fixed to the locking bar (21h1). Then, the tightening nut (21j) was engaged with the thread portion of the stopper rod (21h1), and the attachment plate (21h2) was attached to the steel beam (12) using the rivet hole (12b1).
ずれ止め冶具はねじ部を有したずれ止め部材（２１ａ）を有し、プレキャストコンクリート床版（１３）と鋼桁（１２）との間でずれ止め部材（２１ａ）に高さ調整ナット（２１ｄ）を取付けてプレキャストコンクリート床版（１３）の高さを調整する。 The locking jig includes a locking member (21a) having a threaded portion, and a height adjusting nut (21d) is mounted on the locking member (21a) between the precast concrete floor slab (13) and the steel beam (12). To adjust the height of the precast concrete slab (13).
プレキャストコンクリート床版（１３）と鋼桁（１２）との間でずれ止め部材（２１ａ、２１ｅ）に高さ調整ナット（２１ｄ、２１ｋ）を取付けてプレキャストコンクリート床版（１３）の高さを調整する。 Adjust the height of the precast concrete slab (13) by attaching height adjustment nuts (21d, 21k) to the slip prevention members (21a, 21e) between the precast concrete slab (13) and the steel girder (12). To do.
ずれ止め孔（１３ａ、１３ｂ、１３ｄ）を間隔を置いて配置する。 The stopper holes (13a, 13b, 13d) are arranged at intervals.
本発明の特徴によれば、予め、プレキャストコンクリート床版にずれ止め孔を形成したので、施工の手間を低減することができる。 According to the feature of the present invention, since the slip prevention hole is formed in the precast concrete floor slab in advance, it is possible to reduce the labor of construction.
リベット孔を利用してずれ止め部材を取付けるので、施工コストを低減することができる。 Since the slip prevention member is attached using the rivet hole, the construction cost can be reduced.
高さ調整ナットは床版の高さを調整するので、床版の設置を容易にすることができる。 Since the height adjusting nut adjusts the height of the floor slab, the installation of the floor slab can be facilitated.
ずれ止め孔は間隔を置いて配置されるので、床版に設置するずれ止め孔の数を少なくし、床版の耐久性を向上させ、また、床版にプレストレスを導入しやすくする。 Since the stopper holes are arranged at intervals, the number of stopper holes installed in the floor slab is reduced, the durability of the floor slab is improved, and prestress is easily introduced into the floor slab.
以下、図面を参照して実施の形態を詳細に説明する。 Hereinafter, embodiments will be described in detail with reference to the drawings.
第１の実施形態
図７（Ａ）に示すように、鉄道橋１は、橋脚に支持された合成桁１０と、合成桁１０の上に配置されたレール１１を有する。合成桁１０は、鋼桁１２と、鋼桁１２の上に配置されたプレキャスト（ＰＣ）コンクリート床版１３（以下、床版と称する）を有する。
First Embodiment As shown in FIG. 7A, the railway bridge 1 has a composite girder 10 supported by a bridge pier and a rail 11 arranged on the composite girder 10. The composite girder 10 includes a steel girder 12 and a precast (PC) concrete floor slab 13 (hereinafter referred to as a floor slab) disposed on the steel girder 12.
図１に示すように、合成桁１０は、鋼桁１２と床版１３と間に配置された打設モルタルＭ１、充填モルタルＭ２と、鋼桁１２に対して床版１３を固定する固定金具１４を有する。合成桁１０は、床版１３に設けられると共に充填モルタルＭ２の中へ延びるずれ止め鉄筋１５を有する。合成桁１０は、鋼桁１２に対して床版１３の位置ずれを阻止する床版ずれ止め構造２０を有する。 As shown in FIG. 1, the composite girder 10 includes a placing mortar M <b> 1 and a filling mortar M <b> 2 disposed between the steel girder 12 and the floor slab 13, and a fixing bracket 14 that fixes the floor slab 13 to the steel girder 12. Have The composite girder 10 is provided on the floor slab 13 and has a detent bar 15 that extends into the filling mortar M2. The composite girder 10 includes a floor slab detent structure 20 that prevents the position deviation of the floor slab 13 with respect to the steel girder 12.
ここで、鋼桁１２は、ウェブ１２ａと、ウェブ１２ａの上端から横方向に延びるフランジ１２ｂを有する。フランジ１２ｂはリベットＲ１が取付けられたリベット孔１２ｂ１を有する。 Here, the steel girder 12 includes a web 12a and a flange 12b extending in the lateral direction from the upper end of the web 12a. The flange 12b has a rivet hole 12b1 to which a rivet R1 is attached.
床版１３は厚さ方向に貫通するずれ止め孔１３ａ、１３ａを画成する壁１３ｐを有する。ずれ止め孔１３ａ、１３ａは床版１３を横切る方向に配置される。はずれ止め孔１３ａ、１３ａは防水キャップ１６、１６で覆われている。ずれ止め孔１３ａ、１３ａ群は所定の間隔を置いて配置される（図５（Ｃ）参照）。 The floor slab 13 has a wall 13p that defines displacement preventing holes 13a, 13a penetrating in the thickness direction. The slip prevention holes 13 a and 13 a are arranged in a direction crossing the floor slab 13. The stopper holes 13a and 13a are covered with waterproof caps 16 and 16, respectively. The group of anti-slip holes 13a and 13a are arranged at a predetermined interval (see FIG. 5C).
固定金具１４は、鋼桁１２のフランジ１２ｂに係合すると共にフランジ１２ｂの外側へ延びるＬ形の固定ブラケット１４ａを有する（図７（Ｂ）参照）。固定金具１４は、ブラケット１４ａを貫通すると共に床版１３の中にねじ込まれた固定ボルト１４ｂを有する。 The fixing bracket 14 has an L-shaped fixing bracket 14a that engages with the flange 12b of the steel beam 12 and extends to the outside of the flange 12b (see FIG. 7B). The fixing bracket 14 has a fixing bolt 14b that passes through the bracket 14a and is screwed into the floor slab 13.
床版ずれ止め構造２０は、床版１３のずれ止め孔１３ａ、１３aと、ずれ止め孔１３ａ、１３ａに挿入されたずれ止め冶具２１、２１と、ずれ止め孔１３ａ、１３ａに充填されたセメント系固化材としてのモルタルＭ３、Ｍ３を有する。セメント系固化材はモルタルの他、コンクリートでもよい。 The floor slab detent structure 20 includes the detent holes 13a and 13a of the floor slab 13, the detent jigs 21 and 21 inserted in the detent holes 13a and 13a, and the cement system filled in the detent holes 13a and 13a. It has mortar M3, M3 as a solidification material. The cement-based solidifying material may be mortar or concrete.
ここで、ずれ止め冶具２１、２１は、鋼桁１２のフランジ１２ｂのリベット孔１２ｂ１に通すと共に床版１３のずれ止め孔１４ａ、１４ｂに挿入されたずれ止めボルト２１ａ、２１ａと、ずれ止めボルト２１ａ、２１ａをフランジ１２ｂにワッシャを介在して固定する固定ナット２１ｂを有する。ずれ止め冶具２１、２１は、床版１３のずれ止め孔１３ａ、１３ａの開口部に配置されたワッシャ２１ｃと、ワッシャ２１ｃを介在して床版１３を支持する高さ調整ナット２１ｄを有する。高さ調整ナット２１ｃ、２１ｃは、ずれ止めボルト２１ａ、２１ｂの軸方向に移動するように回転可能である。ずれと止め冶具２１、２１は、ずれ止めボルト２１ａ、２１ｂの先端に取付けられた締付ボルト２１ｄ、２１ｄを有する。 Here, the non-slip jigs 21 and 21 pass through the rivet holes 12b1 of the flange 12b of the steel girder 12 and are inserted into the anti-slip holes 14a and 14b of the floor slab 13 and the non-slip bolts 21a. , 21a has a fixing nut 21b for fixing the flange 12b to the flange 12b with a washer. The slip prevention jigs 21 and 21 have washers 21c disposed at openings of the slip prevention holes 13a and 13a of the floor slab 13 and height adjustment nuts 21d that support the floor slab 13 with the washers 21c interposed therebetween. The height adjusting nuts 21c and 21c are rotatable so as to move in the axial direction of the locking bolts 21a and 21b. The shift and stop jigs 21 and 21 have fastening bolts 21d and 21d attached to the tips of the shift stop bolts 21a and 21b.
モルタルＭ３、Ｍ３は、ずれ止め孔１３ａ、１３ａを画成する壁１３ｐとずれ止めボルト２１ａ、２１ａとの間に充填され、ずれ止めボルト２１ａ、２１ａを床版１３に固定する。 The mortars M3 and M3 are filled between the wall 13p defining the stopper holes 13a and 13a and the stopper bolts 21a and 21a, and fix the stopper bolts 21a and 21a to the floor slab 13.
次に、図２−７を用いて既設鉄道橋の桁の更新方法を説明する。 Next, a method for updating the girders of the existing railway bridge will be described with reference to FIGS.
図２（Ａ）−（Ｃ）に示すように、既設の鉄道橋１００は、橋脚に支持された鋼桁１２と、鋼桁１２の上に固定されたまくらぎ１０１と、まくらぎ１０１に設置されたレール１０２からなる。まくらぎ１０１とレール１０２は軌道を構成する。 As shown in FIGS. 2 (A)-(C), an existing railway bridge 100 is installed on a steel girder 12 supported on a pier, a sleeper 101 fixed on the steel girder 12, and a sleeper 101. The rail 102 is formed. The sleeper 101 and the rail 102 constitute a track.
図３（Ａ）−（Ｃ）に示すように、鋼桁１２のフランジ１２ｂの上であってまくらぎ１０１同士の間にモルタルＭ１を打設する。さらに、フランジ１２ｂの所定のリベット孔１２ｂ１にずれ止めボルト２１ａを上方へ向かって通す。ずれ止めボルト２１ａを固定ナット２１ｂでフランジ１２ｂに固定する。 As shown in FIGS. 3A to 3C, a mortar M1 is placed on the flange 12b of the steel beam 12 and between the sleepers 101. Further, the slip bolt 21a is passed upward through a predetermined rivet hole 12b1 of the flange 12b. The locking bolt 21a is fixed to the flange 12b with a fixing nut 21b.
図４（Ａ）−（Ｃ）に示すように、鋼桁１２からまくらぎ１０１及びレール１０２を撤去する。 As shown in FIGS. 4A to 4C, the sleeper 101 and the rail 102 are removed from the steel girder 12.
図５（Ａ）−（Ｃ）に示すように、予め作製した床版１３を用意する。床版１３には、ずれ止め孔１３ａ群を所定の間隔を置いてで形成し、ずれ止め鉄筋１５を配置しておく。これにより、床版１３に設置するずれ止め孔の数を少なくし、床版１３の製作にかかる手間を省くことができる。また、ずれ止め孔１３ａ、１３ａを所定の間隔でまとめて配置することで、床版１３にプレストレスを導入し易くする。 As shown in FIGS. 5A to 5C, a floor slab 13 prepared in advance is prepared. The floor slab 13 is formed with a set of anti-slip holes 13a at a predetermined interval, and a non-slip bar 15 is disposed. Thereby, the number of anti-slip holes installed in the floor slab 13 can be reduced, and the labor involved in manufacturing the floor slab 13 can be saved. Moreover, it is easy to introduce pre-stress into the floor slab 13 by arranging the stopper holes 13a and 13a together at a predetermined interval.
鋼桁１２の上に床版１３を設置する。このとき、ずれ止めボルト２１ａを床版のずれ止め孔１３ａの中に挿入する。ここで、高さ調整ボルト２１ｄをずれ止めボルト２１ａの軸方向に移動して高さ位置を調整する。また、固定ブラケット１４ａを鋼桁１２のフランジ１２ｂの下に係合させ、床版１３の底面に当接させる。固定ボルト１４ｂを固定ブラケット１４ａに貫通させ、床版１３の中にねじ込む。 A floor slab 13 is installed on the steel beam 12. At this time, the locking bolt 21a is inserted into the locking hole 13a of the floor slab. Here, the height adjustment bolt 21d is moved in the axial direction of the locking bolt 21a to adjust the height position. Further, the fixing bracket 14 a is engaged under the flange 12 b of the steel beam 12 and brought into contact with the bottom surface of the floor slab 13. The fixing bolt 14 b is passed through the fixing bracket 14 a and screwed into the floor slab 13.
図６（Ａ）−（Ｃ）に示すように、鋼桁１２のフランジ１２ｂと床版１３との間にモルタルＭ２を充填する。床版１３のずれ止め孔１３ａにモルタルＭ３を流し込む。モルタルＭ３はずれ止め孔１３ａを画成する壁１３ｐとずれ止めボルト２１ａとの間に充填される。モルタルＭ３の硬化後、モルタルＭ３はずれ止めボルト２１ａを床版１３に固定する。ずれ止めボルト１３ａは鋼桁１２に対して床版１３の位置ずれ止め機能を発揮する。 As shown in FIGS. 6A to 6C, mortar M <b> 2 is filled between the flange 12 b of the steel beam 12 and the floor slab 13. The mortar M3 is poured into the slip prevention hole 13a of the floor slab 13. The mortar M3 is filled between the wall 13p defining the locking hole 13a and the locking bolt 21a. After the mortar M3 is cured, the mortar M3 fixes the locking bolt 21a to the floor slab 13. The locking bolt 13 a exhibits a function of preventing the displacement of the floor slab 13 with respect to the steel girder 12.
図７（Ａ）−（Ｃ）に示すように、最後に、床版１３の上に軌道としてのレール１１を設置する。 As shown in FIGS. 7A to 7C, finally, the rail 11 as a track is installed on the floor slab 13.
次に、鉄道橋１の使用方法を説明する。 Next, how to use the railway bridge 1 will be described.
図７（Ａ）に示すレール１１の上に鉄道車両が通過すると、床版１３の長手方向、横方向に応力が加わる。これにより、図１において、床版１３は長手方向、横方向にずれ（変位し）ようとする。このとき、ずれ止めボルト２１ａ、２１ａは床版１３に抵抗して床版１３の位置ずれを阻止する。また、ずれ止め孔１３ａ群は所定の間隔で配置されているので、床版１３の耐久性を向上させる。 When the railway vehicle passes over the rail 11 shown in FIG. 7A, stress is applied in the longitudinal direction and the lateral direction of the floor slab 13. Thereby, in FIG. 1, the floor slab 13 tends to shift (displace) in the longitudinal direction and the lateral direction. At this time, the locking bolts 21a and 21a resist the floor slab 13 to prevent the position deviation of the floor slab 13. Moreover, since the anti-slip holes 13a are arranged at a predetermined interval, the durability of the floor slab 13 is improved.
以上の実施形態によれば、床版１３及びずれ止め孔１３ａを予め作製するので、施工の手間を省略することができる。 According to the above embodiment, since the floor slab 13 and the slip prevention hole 13a are produced in advance, the labor of construction can be omitted.
ずれ止め孔１３ａ、１３ａ群は間隔を置いて配置されるので、床版１３に設置するずれ止め孔の数を少なくし、床版１３の耐久性を向上させる。 Since the stopper holes 13a, 13a are arranged at intervals, the number of stopper holes provided in the floor slab 13 is reduced, and the durability of the floor slab 13 is improved.
ずれ止め孔１３ａ、１３ａを間隔を置いてまとめて配置するので、床版１３にプレストレスを導入し易くする。 Since the anti-slip holes 13a and 13a are arranged together at intervals, prestress is easily introduced into the floor slab 13.
リベット孔１２ｂ１を利用してずれ止めボルト２１ａを取付けるので、施工コストを低減することができる。 Since the locking bolt 21a is attached using the rivet hole 12b1, the construction cost can be reduced.
高さ調整ナット２１ｄは床版１３の高さを調整するので、床版１３の設置を容易にする。 Since the height adjustment nut 21d adjusts the height of the floor slab 13, the installation of the floor slab 13 is facilitated.
第２の実施形態
図８に示すように、合成桁１０Ａは、第１の実施形態の合成桁１０と同様の構成を有する。床版ずれ止め構造２０Ａのずれ止め冶具２１Ａ、２１Ａの特徴は、ずれ止めボルト２１ｅ、２１ｅをずれ止め孔１３ｂ、１３ｂ内で締付ナット２１ｆ、２１ｆによって締め付ける点にある。
Second Embodiment As shown in FIG. 8, the composite digit 10A has the same configuration as the composite digit 10 of the first embodiment. A feature of the anti-slip jigs 21A and 21A of the floor slab detent structure 20A is that the detent bolts 21e and 21e are tightened by tightening nuts 21f and 21f in the detent holes 13b and 13b.
詳細には、床版１３は、ずれ止め孔１３ｂ、１３ｂを画成する円筒形の壁１３ｃを有する。壁１３ｃの上部はセットバックされて大きくなり、段差部１３ｃ１を有する。締付ナット２１ｆ、２１ｆは、ずれ止めボルト２１ｅ、２１ｅの先端部に取付けられ、ワッシャを介在して段差部１３ｃ１の上に配置される。締付ナット２１ｆ、２１ｆは回転されて段差部１３ｃ１に当たり、ずれ止めボルト２１ｅ、２１ｅを締め付け、床版１３にずれ止めボルト２１ｅ、２１ｅを固定する。 More specifically, the floor slab 13 has a cylindrical wall 13c that defines the stopper holes 13b and 13b. The upper portion of the wall 13c is set back and becomes large, and has a step portion 13c1. The tightening nuts 21f and 21f are attached to the tip ends of the locking bolts 21e and 21e, and are disposed on the stepped portion 13c1 with a washer interposed. The tightening nuts 21f and 21f are rotated to hit the stepped portion 13c1, tighten the locking bolts 21e and 21e, and fix the locking bolts 21e and 21e to the floor slab 13.
この実施形態によれば、ずれ止めボルト２１ｅはずれ止めナット２１ｆによって締め付けられて床版１３に固定され、鋼桁１２に対する床版１３の位置ずれ（変位）を阻止する。 According to this embodiment, the locking bolt 21e is fastened by the locking nut 21f and fixed to the floor slab 13 to prevent the displacement (displacement) of the floor slab 13 with respect to the steel girder 12.
第３の実施形態
図９に示すように、合成桁１０Ｂは床版ずれ止め構造２０Ｂに特徴を有する。
Third Embodiment As shown in FIG. 9, the composite girder 10B is characterized by a floor slab detent structure 20B.
ずれ止め構造２０Ｂは、床版１３に形成されたずれ止め孔１３ｄと、ずれ止め孔１３ｄに配置されたずれ止め冶具２１Ｂを有する。 The stopper structure 20B includes a stopper hole 13d formed in the floor slab 13 and a stopper jig 21B disposed in the stopper hole 13d.
ずれ止め冶具２１Ｂは、ずれ止め孔１３ｄに固定された埋め込み金具２１ｇと、埋め込み金具２１ｇに挿入されたずれ止め部材２１ｈを有する。 The anti-slip jig 21B includes an embedded metal fitting 21g fixed to the anti-depression hole 13d and an anti-slip member 21h inserted into the embedded metal fitting 21g.
ここで、埋め込み金具２１ｇは、上下方向に貫通する孔２１ｇ１を有する。埋め込み金具２１ｇは中央部でセットバックされた段差部２１ｇ２を有する。 Here, the embedded metal fitting 21g has a hole 21g1 penetrating in the vertical direction. The embedded metal fitting 21g has a step portion 21g2 set back at the center.
ずれ止め部材２１ｈは、埋め込み金具２１ｇに挿入されるずれ止め棒２１ｈ１と、ずれ止め棒２１ｈ１の基端に取付けられた鋼製の取付板２１ｈ２を有する（図１０（Ａ）参照）。 The stopper member 21h has a stopper rod 21h1 inserted into the embedded metal fitting 21g and a steel mounting plate 21h2 attached to the base end of the stopper rod 21h1 (see FIG. 10A).
ずれ止め棒２１ｈ１は、先端部にねじ部を有する。ずれ止め棒２１ｈは埋め込み金具２１ｇの中に延びて、ねじ部は段差部２１ｇ２の上方へ突出する。ずれ止め棒２１ｈ１の形状は円柱形の他、三角柱、四角柱、六角柱などの多角柱でもよい。 The stopper rod 21h1 has a threaded portion at the tip. The displacement prevention rod 21h extends into the embedded metal fitting 21g, and the threaded portion protrudes above the stepped portion 21g2. The shape of the stopper rod 21h1 may be a polygonal column such as a triangular column, a quadrangular column, or a hexagonal column in addition to a cylindrical shape.
取付板２１ｈ２はボルト孔２１ｈ３を有する（図１０（Ａ）参照）。取付板２１ｈ２は、ボルト孔２１ｈ３及びフランジのリベット孔１２ｂ１に取付ボルト２１ｉを通すことにより、フランジ１２ｂ２に固定する。取付板２１ｈ２の形状は、矩形の他、円形、楕円形、多角形でもよい。 The mounting plate 21h2 has a bolt hole 21h3 (see FIG. 10A). The mounting plate 21h2 is fixed to the flange 12b2 by passing the mounting bolt 21i through the bolt hole 21h3 and the rivet hole 12b1 of the flange. The shape of the mounting plate 21h2 may be a circle, an ellipse, or a polygon other than a rectangle.
ずれ止め冶具２１Ｂは、ずれ止め棒２１ｈ１のねじ部に取付けられる締付ナット２１ｊを有する。締付ナット２１ｊは埋め込み金具２１ｇの段差部２１ｇ２にワッシャを介在して配置される。締付ナット２１ｊはずれ止め棒２１ｈ１の軸方向に回転されて段差部２１ｇ２に当たり、ずれ止め棒２１ｈ１に締め付ける。 The stopper jig 21B has a tightening nut 21j attached to the threaded portion of the stopper bar 21h1. The tightening nut 21j is disposed with a washer in the step portion 21g2 of the embedded metal fitting 21g. The tightening nut 21j is rotated in the axial direction of the stopper rod 21h1, hits the stepped portion 21g2, and is tightened to the stopper rod 21h1.
ずれ止め冶具２１Ｂは、ずれ止め棒２１ｈ１に取付けられると共にワッシャを介在して埋め込み金具２１ｇを支持する高さ調整ナット２１ｋを有する。 The stopper jig 21B includes a height adjusting nut 21k that is attached to the stopper bar 21h1 and supports the embedded metal fitting 21g with a washer interposed therebetween.
この実施形態によれば、ずれ止め棒２１ｈ１は、締付ナット２１ｊによって締め付けられて床版１３に固定され、鋼桁１２に対して床版１３の位置ずれ（変位）を阻止することができる。 According to this embodiment, the slip prevention bar 21h1 is fastened by the tightening nut 21j and fixed to the floor slab 13, and can prevent displacement (displacement) of the floor slab 13 with respect to the steel girder 12.
なお、本発明は本実施形態に限定されず、また、各実施形態は発明の趣旨を変更しない範囲で変更、修正可能である。本発明の鉄道橋の他、合成桁を有する道路橋等のあらゆる橋に適用される。また、本発明は、合成桁を有する橋の新設方法、更新方法に適用される。 In addition, this invention is not limited to this embodiment, Moreover, each embodiment can be changed and corrected in the range which does not change the meaning of invention. In addition to the railway bridge of the present invention, the present invention is applicable to any bridge such as a road bridge having a composite girder. Further, the present invention is applied to a new construction method and an update method for a bridge having a composite girder.
１ 鉄道橋
１０ 合成桁
１１ レール
１２ 鋼桁
１３ａ、１３ｂ、１３ｄ ずれ止め孔
１３ プレキャストコンクリート床版
１４ 固定金具
１５ ずれ止め鉄筋
２０、２０Ａ、２０Ｂ 床版ずれ止め構造
２１、２１Ａ、２１Ｂ ずれ止め冶具
２１ａ、２１ｅ ずれ止めボルト
２１ｄ、２１ｋ 高さ調整ナット
２１ｆ、２１ｊ 締付ナット
２１ｈ ずれ止め部材
Ｍ１、Ｍ２、Ｍ３ モルタル
DESCRIPTION OF SYMBOLS 1 Railroad bridge 10 Composite girder 11 Rail 12 Steel girder 13a, 13b, 13d Anti-slip hole 13 Precast concrete floor slab 14 Fixing bracket 15 Anti-slipping reinforcement 20, 20A, 20B Slab detacking structure 21, 21A, 21B Anti-skid jig 21a , 21e Anti-slip bolt 21d, 21k Height adjusting nut 21f, 21j Tightening nut 21h Anti-slip member M1, M2, M3 Mortar
Claims (16)
前記鋼桁はリベット孔を有し、
前記プレキャストコンクリート床版はずれ止め孔を有し、
前記リベット孔を利用して鋼桁に固定される共に前記プレキャストコンクリート床版のずれ止め孔に挿入されたずれ止め冶具を有する、
合成桁の床版ずれ止め構造。 A composite girder floor slab detent structure with a precast concrete floor slab installed on a steel girder,
The steel girders have rivet holes;
The precast concrete slab has a stopper hole;
It has a locking jig that is fixed to a steel girder using the rivet hole and inserted into the locking hole of the precast concrete floor slab,
Synthetic girder floor slab stop structure.
前記ずれ止め冶具はねじ部を有するずれ止め部材を有し、
前記ずれ止め部材のねじ部と係合し且つ前記段差部に当る締付ナットを有する、請求項１に記載の合成桁の床版ずれ止め構造。 The precast concrete slab has a stepped portion in the slip prevention hole,
The slip prevention jig has a slip prevention member having a screw part,
The composite girder floor slab detent structure according to claim 1, further comprising a tightening nut that engages with a screw portion of the detent member and contacts the stepped portion.
前記鋼桁にプレキャストコンクリート床版を設置し、
前記床版のずれ止め孔に前記ずれ止め冶具を挿入して前記鋼桁に対して前記プレキャストコンクリート床版のずれを止める、
合成桁の床版ずれ止め方法。 Attach a stopper jig to the steel girder using the rivet holes of the steel girder,
Install a precast concrete slab on the steel girders,
Inserting the anti-skid jig into the anti-slip hole of the floor slab to stop the precast concrete slab from slipping against the steel girder,
Synthetic girder floor slab prevention method.
前記ずれ止め冶具はねじ部を有するずれ止め部材を有し、
前記ずれ止め部材のねじ部に締付ナットを係合し、
前記段差部に締付ナットを当てる、請求項９に記載の合成桁の合成桁の床版ずれ止め方法。 The floor slab has a step in the slip prevention hole,
The slip prevention jig has a slip prevention member having a screw part,
Engage the tightening nut with the threaded portion of the slip prevention member,
The method according to claim 9, wherein a tightening nut is applied to the stepped portion.
前記ずれ止めボルトを前記締付ナットで締め付ける、
請求項１１に記載の合成桁の床版ずれ止め方法。 The stopper member has a stopper bolt,
Tighten the locking bolt with the tightening nut,
The method for preventing floor slab displacement of a composite girder according to claim 11.
前記ずれ止め棒のねじ部に前記締付ナットを係合し、
前記リベット孔を用いて前記取付板を前記鋼桁に取付けた、
請求項１１に記載の合成桁の床版ずれ止め方法。 The slip prevention member has a slip prevention rod that extends into the slip prevention hole and has the threaded portion formed thereon, and a mounting plate fixed to the slip prevention rod,
Engage the tightening nut with the threaded portion of the locking rod,
The mounting plate was attached to the steel girder using the rivet hole.
The method for preventing floor slab displacement of a composite girder according to claim 11.
前記プレキャストコンクリート床版と鋼桁との間で前記ずれ止め部材に高さ調整ナットを取付けて前記プレキャストコンクリート床版の高さを調整する、
請求項１０に記載の合成桁の床版ずれ止め方法。 The slip prevention jig has a slip prevention member having a screw part,
Adjusting the height of the precast concrete floor slab by attaching a height adjusting nut to the slip prevention member between the precast concrete floor slab and the steel girder,
The method for preventing floor slab displacement of a composite girder according to claim 10.
請求項１１に記載の合成桁の床版ずれ止め方法。 Adjusting the height of the precast concrete floor slab by attaching a height adjusting nut to the slip prevention member between the precast concrete floor slab and the steel girder,
The method for preventing floor slab displacement of a composite girder according to claim 11.
請求項９に記載の合成桁の床版ずれ止め方法。 Arranging the stopper holes at intervals,
The method for preventing floor slab displacement of a composite girder according to claim 9.
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| JP2017002559A (en) * | 2015-06-10 | 2017-01-05 | 西日本高速道路株式会社 | Concrete slab joining method, concrete slab replacement method, concrete slab joining structure, precast concrete slab |
| JP2018071274A (en) * | 2016-11-02 | 2018-05-10 | 鹿島建設株式会社 | Precast floor slab installation method and precast floor slab |
| JP2021001457A (en) * | 2019-06-20 | 2021-01-07 | 鹿島建設株式会社 | Joint structure and joining method |
| KR102758253B1 (en) * | 2024-05-14 | 2025-01-22 | 주식회사 브이원 | PC module and grid beam connection structure |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016094819A (en) * | 2014-11-06 | 2016-05-26 | 佐藤鉄工株式会社 | Fixed structure of floor slab panel |
| JP2017002559A (en) * | 2015-06-10 | 2017-01-05 | 西日本高速道路株式会社 | Concrete slab joining method, concrete slab replacement method, concrete slab joining structure, precast concrete slab |
| JP2018071274A (en) * | 2016-11-02 | 2018-05-10 | 鹿島建設株式会社 | Precast floor slab installation method and precast floor slab |
| JP2021001457A (en) * | 2019-06-20 | 2021-01-07 | 鹿島建設株式会社 | Joint structure and joining method |
| JP7132180B2 (en) | 2019-06-20 | 2022-09-06 | 鹿島建設株式会社 | Joining structure and joining method |
| KR102758253B1 (en) * | 2024-05-14 | 2025-01-22 | 주식회사 브이원 | PC module and grid beam connection structure |
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| JP5575032B2 (en) | 2014-08-20 |
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