JP2013036206A - Structure for joining precast barrier curbs to each other - Google Patents

Structure for joining precast barrier curbs to each other Download PDF

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JP2013036206A
JP2013036206A JP2011172220A JP2011172220A JP2013036206A JP 2013036206 A JP2013036206 A JP 2013036206A JP 2011172220 A JP2011172220 A JP 2011172220A JP 2011172220 A JP2011172220 A JP 2011172220A JP 2013036206 A JP2013036206 A JP 2013036206A
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joint
precast wall
floor slab
dovetail groove
joined
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JP2013036206A5 (en
JP5851757B2 (en
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Kenji Kamihira
謙二 上平
Yoshikazu Tanaka
嘉一 田中
Tatsuya Tamura
辰也 田村
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KAIHATSU TORANOMON CONSULTANT CO Ltd
TKM PUBLIC WORKS CO Ltd
DC Co Ltd
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KAIHATSU TORANOMON CONSULTANT CO Ltd
TKM PUBLIC WORKS CO Ltd
DC Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a structure for joining precast barrier curbs to each other, which allows the installation, repair, and reinforcement of a barrier curb for a road bridge to be efficiently, easily, and firmly performed.SOLUTION: A structure comprises a dovetail groove 3 which is arranged on the joint end face of a precast barrier curb 2 to be joined, a joint plate 5 which is arranged on the joint end face of another precast barrier curb 2 to be joined and inserted in the dovetail groove 3, and an unshrinkable mortar 7 for filling around the joint plate 5 in the dovetail groove 3. A checkered steel plate 4 having an uneven surface is attached to the inner periphery of the dovetail groove 3. The joint plate 5 has a web part 5a formed of a perforated steel plate.

Description

本発明はプレキャスト壁高欄同士の接合構造に関し、主に道路橋の床版部に設置されるプレキャスト壁高欄を橋軸方向に接合するのに適用され、新規の壁高欄の設置および既存の壁高欄の補修補強を効率的かつ容易に、しかも強固に行うことができる。   The present invention relates to a joint structure between precast wall rails, and is mainly applied to join a precast wall rail installed in a floor slab portion of a road bridge in the direction of the bridge axis, and installs a new wall rail and an existing wall rail. The repair and reinforcement can be performed efficiently, easily and firmly.

道路橋の橋梁の床版部の幅員最端部には、主として自動車の視線誘導のため、または自動車両が橋面外へ逸脱するのを防止する目的で壁高欄が設置されている。   At the end of the width of the floor slab of the bridge of the road bridge, a wall rail is installed mainly for the purpose of guiding the line of sight of the automobile or preventing the motor vehicle from deviating from the bridge surface.

この種の壁高欄は、一般に現場打ちコンクリートによって構築され、その補修補強もこれまで現場打ちコンクリートによって行なわれていたが、最近では安定した品質、強度、耐久性の向上、省力化、工期短縮、施工環境改善(騒音の低下)等を考慮してJIS工場で製作されるプレキャスト製のプレキャスト壁高欄によっておこなわれている。   This type of wall railing is generally constructed by cast-in-place concrete, and its repair and reinforcement has been done by cast-in-place concrete, but recently, stable quality, strength, improved durability, labor saving, shortened construction period, Considering the improvement of construction environment (noise reduction), etc., it is done by precast wall rails made at JIS factory.

施工に際しては、既存の壁高欄を撤去した後、床版部の上に新規の壁高欄として複数のプレキャスト壁高欄を床版部の橋軸方向に互いに隣接して設置し、床版部とプレキャスト壁高欄との接合は、床版部とプレキャスト壁高欄との間に無収縮性のモルタルを打設し、硬化後、両者を鉛直方向の結合ボルトによって結合する。   When constructing, after removing the existing wall rails, install several precast wall rails adjacent to each other in the bridge axis direction of the floor slab as new wall rails on the floor slab. For joining to the wall rail, a non-shrinkable mortar is placed between the floor slab part and the precast wall rail, and after curing, both are connected by a vertical connecting bolt.

また、橋軸方向に隣接するプレキャスト壁高欄どうしの接合は、各プレキャスト壁高欄に設けられた橋軸方向のダクトにＰＣ鋼材を挿入し、緊張して一体的に結合する。   In addition, the precast wall rails adjacent to each other in the bridge axis direction are joined together by inserting a PC steel material into a duct in the bridge axis direction provided in each precast wall rail.

特開２００２−８８７１６号公報JP 2002-88716 A 特開２０１０−１２１３６０号公報JP 2010-121360 A 特開２００７−１４８６７７号公報Japanese Patent Laid-Open No. 2007-148677

上記したプレキャスト壁高欄同士の接合構造では、ＰＣ鋼材によってプレストレスを導入する必要があるため、プレストレスを導入するための装置（ジャッキ）を必要とし、また各プレキャスト壁高欄にＰＣ鋼材を通すためのダクトを設ける必要があり、さらにＰＣ鋼材を緊張する作業などもあって多くの手間がかかり、経済的にもコストが嵩む等の課題があった。   In the above-mentioned joint structure between the precast wall rails, it is necessary to introduce prestress by the PC steel material, so a device (jack) for introducing the prestress is required, and the PC steel material is passed through each precast wall rail. In addition, there is a problem that a lot of work is required due to the work of tensioning the PC steel material and the cost is increased.

また、道路橋の壁高欄には、車両や列車が衝突した際の大きな衝突荷重によって大きな応力(主として曲げ引張応力)が発生するため、衝突時の荷重にも充分耐えられるような構造とすることが望まれていた。   In addition, a large stress (mainly bending tensile stress) is generated on the wall height of the road bridge due to a large collision load when a vehicle or train collides, so the structure should be able to withstand the load at the time of collision. Was desired.

本発明は、以上の課題を解決するためになされたもので、新規の壁高欄の設置および既存の壁高欄の補修補強をきわめて効率的かつ容易に、しかも強固に行なえるようにしたプレキャスト壁高欄同士の接合構造を提供することを目的とするものである。   The present invention has been made to solve the above-described problems, and is a precast wall rail that can install a new wall rail and repair and reinforce an existing wall rail extremely efficiently, easily, and firmly. The object is to provide a joint structure between each other.

請求項１記載のプレキャスト壁高欄同士の接合構造は、橋梁の床版部に当該床版部の橋軸方向に互いに隣接して設置されるプレキャスト壁高欄同士の接合構造において、接合される一方のプレキャスト壁高欄の接合端面に設けられたアリ溝と、接合される他方のプレキャスト壁高欄の接合端面に設けられ、前記アリ溝に挿入された継手板と、前記アリ溝内の前記継手板の周囲に充填された無収縮性のモルタルとから構成されてなることを特徴とするものである。   The joint structure between the precast wall rails according to claim 1 is a joint structure between the precast wall rails installed adjacent to each other in the bridge axis direction of the floor slab portion on the floor slab portion of the bridge. A dovetail groove provided on the joining end surface of the precast wall rail, a joint plate provided on the joining end surface of the other precast wall rail to be joined, and the periphery of the joint plate in the dovetail groove And a non-shrinkable mortar filled in the container.

本発明は、主に道路橋の既設床版部に設置される壁高欄の設置や補修補強をきわめて効率的かつ容易に行えるようにしたものであり、これまで、この種の壁高欄同士の接合は、主として加工や配筋の必要な鉄筋、プレストレスを導入するための装置等を必要とするＰＣ鋼材などを利用して行われていたが、本発明によれば鉄筋の加工、配筋、ＰＣ鋼材によるプレストレスの導入の必要がなく、またプレストレスを導入するための装置も必要とせず、さらにＰＣ鋼材を挿通するためのダクトを設ける必要もＰＣ鋼材を緊張する作業もないので、施工が大幅に簡略化でき、プレキャスト壁高欄の設置や既存の壁高欄の補修補強をきわめて効率的かつ容易に、しかも強固に行うことができる。   The present invention mainly enables the installation and repair of wall rails installed on existing floor slabs of road bridges to be carried out extremely efficiently and easily. Is mainly performed using rebar that requires processing and bar arrangement, PC steel that requires a device for introducing pre-stress, etc., but according to the present invention, rebar processing, bar arrangement, There is no need to introduce pre-stress by PC steel, no equipment for introducing pre-stress is required, and there is no need to install ducts for inserting PC steel, nor work to tension PC steel. Can be greatly simplified, and the installation of precast wall rails and the repair and reinforcement of existing wall rails can be performed very efficiently, easily and firmly.

また特に、接合されるプレキャスト壁高欄の一方の端面に平面視台形状のアリ溝が継手として形成されているため、アリ溝のくさび効果により引抜きに対する抵抗力が大きく、このため車両の衝突時の衝撃に対して接合部が離脱するようなことはなく、壁高欄同士を強固に接合することができる。   In particular, since a dovetail groove having a trapezoidal shape in plan view is formed as a joint on one end face of the precast wall rail to be joined, the wedge effect of the dovetail groove has a large resistance to pulling, so that at the time of a vehicle collision There is no possibility that the joint is detached from the impact, and the wall rails can be firmly joined to each other.

この場合のプレキャスト壁高欄の大きさは、現場施工時の運搬や架設性能性等を考慮し、さらに構造的平面線形を考慮して３ｍと５ｍ程度のものが望ましい。   In this case, the size of the precast wall rail is preferably about 3 m and 5 m in consideration of transportation and erection performance at the time of construction on the site, and further considering the structural plane alignment.

また、プレキャスト壁高欄およびプレキャスト壁高欄どうしの接合部に打設されるコンクリートやモルタルは、ひび割れ抑制型で塩害に強く、環境負荷低減にも貢献できる高炉セメント系を基本とした高耐久性コンクリートまたはモルタルがよい。   In addition, the concrete and mortar placed in the joints between the precast wall rails and the precast wall rails are highly durable concrete based on a blast furnace cement system that is crack resistant and resistant to salt damage and can also contribute to reducing environmental impact. Mortar is good.

請求項２記載のプレキャスト壁高欄同士の接合構造は、請求項１記載のプレキャスト壁高欄同士の接合構造において、アリ溝の内周に表面に凹凸を有する鋼板が取り付けられていることを特徴とするものである。   The joint structure between the precast wall rails according to claim 2 is characterized in that in the joint structure between the precast wall rails according to claim 1, a steel plate having irregularities on the surface is attached to the inner periphery of the dovetail groove. Is.

本発明は、無収縮性のモルタルの付着力を高めて接合部の一体化を図るようにしたものである。この場合の鋼板には縞付き鋼板の他にエンボス鋼板なども利用することができる。   In the present invention, the adhesion of the non-shrinkable mortar is enhanced to integrate the joints. In this case, an embossed steel plate or the like can be used in addition to the striped steel plate.

請求項３記載のプレキャスト壁高欄同士の接合構造は、請求項１または２記載のプレキャスト壁高欄同士の接合構造において、継手板は孔明き鋼板から形成されていることを特徴とするものである。   The joint structure between precast wall rails according to claim 3 is the joint structure between precast wall rails according to claim 1 or 2, wherein the joint plate is formed of a perforated steel plate.

本発明は、壁高欄同士を特にパーフォボンドリブ(PBL)（孔明き鋼板）接合によって接合することにより、継手板の引抜きに対する抵抗力をさらに高めて接合部の一体化と耐力向上を図るようにしたものである。   In the present invention, the wall rails are joined to each other by perfor bond rib (PBL) (perforated steel plate) joint, so that the resistance of the joint plate to pull-out can be further increased, and the joint portion can be integrated and the proof stress can be improved. It is a thing.

図２に示すように、継手板がPBL(孔明き鋼板)から形成されていることで、無収縮性モルタルの付着力と引抜力が著しく高められ、これにより継手部の耐力を著しく向上させることができる。   As shown in Fig. 2, because the joint plate is made of PBL (perforated steel plate), the adhesion and pull-out force of the non-shrinkable mortar are remarkably increased, thereby significantly improving the yield strength of the joint. Can do.

また、継手板を挿入する凹溝を平面視台形状のアリ溝とすることにより、継手部の耐力向上と継手部の最少化が可能になり、これにより壁高欄同士の接合を壁高欄の断面寸法内でコンパクトに行うことができる。なお、継手板は二重にしてもよい（Twin-PBL）。   In addition, by making the concave groove into which the joint plate is inserted into a trapezoidal dovetail in plan view, it becomes possible to improve the strength of the joint part and minimize the joint part. Can be done compactly within the dimensions. The joint plate may be double (Twin-PBL).

請求項４記載の橋梁壁高欄の接合工法は、請求項１〜３のいずれかひとつに記載された橋梁壁高欄の接合工法において、プレキャスト壁高欄の下端面が斜めに形成されていることを特徴とするものである。   The method for joining bridge wall rails according to claim 4 is the method for joining bridge wall rails according to any one of claims 1 to 3, wherein the lower end surface of the precast wall rail is formed obliquely. It is what.

本発明は、継手部にモルタルやコンクリートを打設する際に、継手部に空気やブリージング水、レイタンス等がこもるのを回避して、モルタルやコンクリートの打設不良による継手部の強度低下を回避するようにしたものである。   The present invention avoids the accumulation of air, breathing water, latency, etc. in the joint when placing mortar or concrete in the joint, and avoids a decrease in strength of the joint due to poor placement of mortar or concrete. It is what you do.

本発明によれば、プレキャスト壁高欄の下端面が斜めに形成してあることにより、継手部の空気やブリージング水、レイタンスは、モルタルやコンクリートを打設すると同時に傾斜面（テーパ）に沿って継手部の外に排出されることにより継手部に空気やブリージング水等が溜まることはないため、継手部全体にモルタルやコンクリートを隙間無く緻密に打設することができる。   According to the present invention, since the lower end surface of the precast wall rail is formed obliquely, air, breathing water, and latency of the joint portion are placed along the inclined surface (taper) at the same time that mortar or concrete is placed. Since air or breathing water or the like does not accumulate in the joint portion by being discharged out of the portion, mortar or concrete can be placed densely without gaps in the entire joint portion.

なお、この場合の傾斜面（テーパ）は、橋軸直角方向の床版部側に上り勾配に形成してあれば、モルタルやコンクリートの打設は床版部の上で行うことができる。   In addition, if the inclined surface (taper) in this case is formed on the floor slab portion in the direction perpendicular to the bridge axis, the mortar or concrete can be placed on the floor slab portion.

本発明は、ＰＣ鋼材によるプレストレスを導入する必要がないので、プレストレスを導入するための装置を必要とせず、またプレキャスト壁高欄にＰＣ鋼材を挿通するためのダクトを設ける必要も、ＰＣ鋼材を緊張する作業もないので、壁高欄の設置や補修補強をきわめて効率的かつ容易に行うことができて作業性がよい。   Since the present invention does not require the introduction of prestress due to PC steel, it does not require a device for introducing prestress, and it is also necessary to provide a duct for inserting the PC steel in the precast wall rail. Since there is no work that tensions, the installation of wall rails and repair and reinforcement can be performed very efficiently and easily, and the workability is good.

プレキャスト壁高欄からなる橋梁壁高欄の一部斜視図である。It is a partial perspective view of the bridge wall rail which consists of precast wall rails. 床版部の橋軸方向に隣接するプレキャスト壁高欄どうしの接合部を示し、（ａ）はその一部分解斜視図、（ｂ）は図１におけるＡ部横断面図、（ｃ）は図１におけるＡ部一部縦断面図である。The joint part of the precast wall rails adjacent to the bridge axis direction of a floor slab part is shown, (a) is the partially exploded perspective view, (b) is the A section cross-sectional view in FIG. 1, (c) is in FIG. It is A part partial longitudinal cross-sectional view. プレキャスト壁高欄の一部斜視図である。It is a partial perspective view of a precast wall rail. 床版部の一部斜視図である。It is a partial perspective view of a floor slab part. 床版部に突設された鉄筋およびその鉄筋に接合して配筋されたＬ型あるいはＣチャンネル型鉄筋を示し、（ａ）はその一部正面図、（ｂ）は図５（ａ）におけるイ−イ線断面図である。The reinforcing bar protruding from the floor slab and the L-type or C-channel type reinforcing bar joined to the reinforcing bar are shown, (a) is a partial front view thereof, and (b) is shown in FIG. 5 (a). FIG. 床版部にプレキャスト壁高欄の設置方法示す一部斜視図である。It is a partial perspective view which shows the installation method of the precast wall rail in a floor slab part.

図１〜図６は、本発明の一実施形態を示し、図において、主に道路橋のＰＣ構造またはＲＣ構造の床版部１の幅員両端部に複数のプレキャスト壁高欄２が床版部１の橋軸方向に互いに隣接して設置されている。そして、各プレキャスト壁高欄２は床版部１の上に接合され、かつ床版部１の橋軸方向に互いに接合されている。   1 to 6 show an embodiment of the present invention. In the figure, a plurality of precast wall rails 2 are mainly provided on both ends of a floor slab 1 of a PC structure or RC structure of a road bridge. Are installed adjacent to each other in the direction of the bridge axis. And each precast wall rail 2 is joined on the floor slab part 1 and is mutually joined in the bridge axis direction of the floor slab part 1.

床版部１の橋軸方向に隣接する各プレキャスト壁高欄２，２間の接合部Ａにおいては、接合される一方のプレキャスト壁高欄２の接合端面に、アリ溝３がプレキャスト壁高欄２の上下方向に連続して形成され、当該アリ溝３の内周面に縞付き鋼板からなる鋼板４が取り付けられている。   In the joint portion A between the precast wall height columns 2 and 2 adjacent to each other in the bridge axis direction of the floor slab portion 1, dovetail grooves 3 are formed at the upper and lower sides of the precast wall height column 2 at the joining end surface of one precast wall height column 2 to be joined. A steel plate 4 made of a striped steel plate is attached to the inner peripheral surface of the dovetail groove 3 continuously formed in the direction.

一方、接合される他方のプレキャスト壁高欄２の接合端面には継手５がプレキャスト壁高欄２の上下方向に連続して突設されている。継手５は孔明き鋼板から断面略Ｔ字形状に形成され、かつ溶接鉄筋などからなるアンカー鋼材６によって壁高欄２の端部コンクリート内に強固に固定されている。   On the other hand, a joint 5 is continuously projected in the vertical direction of the precast wall height column 2 on the joining end surface of the other precast wall height column 2 to be joined. The joint 5 is formed from a perforated steel plate in a substantially T-shaped cross section, and is firmly fixed in the end concrete of the wall rail 2 by an anchor steel material 6 made of a welded rebar or the like.

そして、アリ溝３内に継手５のウェブ部５ａが挿入され、かつアリ溝３内の継手５のウェブ部５ａの周囲に無収縮性モルタル７が充填されている。こうして、床版部１の橋軸方向に隣接する各プレキャスト壁高欄２どうしは、一体的に接合されている（図２参照）。   The web portion 5 a of the joint 5 is inserted into the dovetail groove 3, and the non-shrinkable mortar 7 is filled around the web portion 5 a of the joint 5 in the dovetail groove 3. Thus, the precast wall height columns 2 adjacent to each other in the bridge axis direction of the floor slab portion 1 are integrally joined (see FIG. 2).

一方、床版部１と各プレキャスト壁高欄２との接合部Ｂにおいては、床版部１の上に鉛直に突出する複数の鉄筋８が床版部１の橋軸方向および橋軸直角方向に一定間隔おきに配筋されている。また、各鉄筋８に接続されて複数のＬ型あるいはＣチャンネル型鉄筋９が配筋されている（図４参照）。   On the other hand, at the joint B between the floor slab portion 1 and each precast wall rail 2, a plurality of reinforcing bars 8 projecting vertically above the floor slab portion 1 are in the bridge axis direction and the bridge axis perpendicular direction of the floor slab portion 1. The bars are arranged at regular intervals. In addition, a plurality of L-type or C-channel type reinforcing bars 9 are connected to each reinforcing bar 8 (see FIG. 4).

Ｌ型あるいはＣチャンネル型鉄筋９は、鉄筋８の端部に楕円形の鋼製スリーブ１０を介して接合され、かつ床版部１の上で床版部１の橋軸直角方向の鉛直面内で擬似的な閉合継手を形成するように配筋されている。   The L-type or C-channel type rebar 9 is joined to the end of the rebar 8 via an elliptical steel sleeve 10 and is on the floor slab 1 in a vertical plane perpendicular to the bridge axis of the slab 1. The bar is arranged to form a pseudo closed joint.

なお、この場合の鉄筋８とＬ型あるいはＣチャンネル型鉄筋９の端部は、鋼製スリーブ１０に上下からそれぞれ挿入され、かつ当該鋼製スリーブ１０に設けられたくさび孔から鉄筋８とＬ型あるいはＣチャンネル型鉄筋９とのラップ部分にクサビ１１を圧入することにより一体的に接合されている（図５参照）。   In this case, the ends of the reinforcing bar 8 and the L-type or C-channel type reinforcing bar 9 are respectively inserted into the steel sleeve 10 from above and below, and from the wedge holes provided in the steel sleeve 10, the reinforcing bar 8 and the L-type are inserted. Alternatively, the wedge 11 is press-fitted into the lap portion with the C channel type reinforcing bar 9 so as to be integrally joined (see FIG. 5).

一方、プレキャスト壁高欄２の下端部には、床版部１の橋軸直角方向の鉛直面内で矩形を形成する複数の閉合鉄筋１２が床版部１の橋軸方向に一定間隔おきに配筋され（図３参照）、また、当該閉合鉄筋１２とＬ型あるいはＣチャンネル型鉄筋９は床版部１の橋軸方向に交互に位置するように配筋されている。   On the other hand, at the lower end of the precast wall column 2, a plurality of closed reinforcing bars 12 forming a rectangle in a vertical plane perpendicular to the bridge axis of the floor slab 1 are arranged at regular intervals in the bridge axis direction of the floor slab 1. The closed reinforcing bars 12 and the L-type or C-channel type reinforcing bars 9 are arranged so as to be alternately positioned in the bridge axis direction of the floor slab portion 1.

そして、Ｌ型あるいはＣチャンネル型鉄筋９と矩形状の閉合鉄筋１２内に通して複数の縦補強筋１３が床版部１の橋軸方向に連続して配筋されている。また、床版部１と各プレキャスト壁高欄２との接合部Ｂにその全体にわたって無収縮モルタル１４が打設されている。   A plurality of vertical reinforcing bars 13 are continuously arranged in the bridge axis direction of the floor slab part 1 through the L-type or C-channel type reinforcing bar 9 and the rectangular closed reinforcing bar 12. In addition, a non-shrink mortar 14 is placed over the entire joint B of the floor slab 1 and each precast wall rail 2.

なお、矩形状の閉合鉄筋１２は、図１，３に図示するように、下端部分が橋軸直角方向に水平をなしてほぼ矩形状に配筋されている。   In addition, as shown in FIGS. 1 and 3, the rectangular closed rebar 12 is arranged in a substantially rectangular shape with the lower end portion being horizontal in the direction perpendicular to the bridge axis.

矩形状の閉合鉄筋１２がこのような形状に配筋されていることにより、接合部Ｂの隙間を小さくすることができ、これにより接合部Ｂをコンパクトに施工することができる。   Since the rectangular closed rebar 12 is arranged in such a shape, the gap between the joint portions B can be reduced, and thus the joint portion B can be constructed in a compact manner.

プレキャスト壁高欄２の下端部には、無収縮性のモルタルを打設する際の打設性向上と背面の施工性を考慮して、橋軸直角方向の床版部側に登り勾配となるテーパ２ａが形成されている。   Tapered at the lower end of the precast wall column 2 is an upward slope toward the floor slab in the direction perpendicular to the bridge axis, taking into account the improvement in placement when placing non-shrinkable mortar and workability on the back. 2a is formed.

プレキャスト壁高欄２の下端部にテーパ２ａが形成されていることで、接合部（継手部）Ａの空気は、無収縮モルタルを充填すると同時にテーパ２ａに沿って接合部Ａの外に排出され、またブリージングやレイタンス等の悪影響も回避できるため、接合部Ａの全体に無収縮モルタルを隙間無く緻密に充填することができる。   By forming the taper 2a at the lower end portion of the precast wall height column 2, the air of the joint (joint portion) A is discharged out of the joint A along the taper 2a at the same time as filling the non-shrink mortar, In addition, since adverse effects such as breathing and latency can be avoided, the non-shrinking mortar can be densely filled in the entire joint A without a gap.

また、床版部１の上にプレキャスト壁高欄２を設置して床版部１に固定するに際しては、床版部１の上にプレキャスト壁高欄２を設置した後、Ｌ型あるいはＣチャンネル型鉄筋９と矩形状の閉合鉄筋１２内に複数の縦補強筋１３を床版部１の橋軸方向に連続して配筋し、接合部の両側に型枠１５をそれぞれ設置する。そして、床版部１とプレキャスト壁高欄２との接合部に無収縮性モルタル１４を打設する。型枠１５はモルタル１４が硬化次第撤去する（図６参照）。   When the precast wall height column 2 is installed on the floor slab portion 1 and fixed to the floor slab portion 1, the precast wall height column 2 is installed on the floor slab portion 1 and then an L-type or C-channel type reinforcing bar. A plurality of vertical reinforcing bars 13 are continuously arranged in the direction of the bridge axis of the floor slab portion 1 in the closed reinforcing bar 12 and the rectangular shape, and the formwork 15 is installed on both sides of the joint portion. Then, a non-shrinkable mortar 14 is placed at the joint between the floor slab 1 and the precast wall rail 2. The mold 15 is removed as soon as the mortar 14 is cured (see FIG. 6).

以上の構成により床版部１の幅員端部の上に各プレキャスト壁高欄２が一体的に接合されていることにより、これまでのボルト等による接合では、床版部（既設橋）にボルト締結用のボルト孔を設ける必要があり、また壁高欄の高さ調整も困難であったが、本発明によれば、プレキャスト壁高欄の下端部に配筋されたループ筋と床版部に配筋された既存の補強筋を有効に利用してプレキャスト壁高欄を床版部に接合することにより、床版部にボルト孔を設ける必要がなくなり、また壁高欄の高さ調整も容易に行うことができる。   With the above configuration, each precast wall rail 2 is integrally joined on the width end of the floor slab 1 so that the bolts are fastened to the floor slab (existing bridge) in the past joining with bolts or the like. However, according to the present invention, it is difficult to adjust the height of the wall rail, but according to the present invention, the loop reinforcement arranged at the lower end of the precast wall elevation and the reinforcement in the floor slab By effectively utilizing the existing reinforcing bars, the precast wall rails are joined to the floor slab part, so there is no need to provide bolt holes in the floor slab part, and the height of the wall rails can be easily adjusted. it can.

また、床版部１の橋軸方向に隣接するプレキャスト壁高欄２どうしが上記したアリ溝３と継手５と無収縮性モルタル７とからなる接合構造によって一体的に接合され、特に接合されるプレキャスト壁高欄２の一方の接合端面にアリ溝３が継手として形成されているため、そのくさび効果により引抜きに対する抵抗力が大きく、このため車両の衝突時の衝撃に対して接合部が離脱するようなことはなく、強固に抵抗することができる。   Further, the precast wall rails 2 adjacent to each other in the bridge axis direction of the floor slab portion 1 are integrally joined by the joint structure including the dovetail groove 3, the joint 5, and the non-shrinkable mortar 7. Since the dovetail groove 3 is formed as a joint on one joint end face of the wall rail 2, the resistance to pulling out is large due to the wedge effect, so that the joint part is detached from the impact at the time of collision of the vehicle. There is no such thing and it can resist strongly.

本発明は、新規の壁高欄の設置と既存の壁高欄の補修補強をきわめて効率的かつ容易に、しかも強固に行うことができる。   According to the present invention, the installation of a new wall rail and the repair and reinforcement of an existing wall rail can be performed extremely efficiently, easily and firmly.

１ 床版部
２ プレキャスト壁高欄
２ａ テーパ
３ アリ溝
４ 鋼板
５ 継手
５ａ ウェブ部
６ アンカー鋼材
７ 無収縮性モルタル
８ 鉄筋
９ Ｌ型あるいはＣチャンネル型鉄筋
１０ 鋼製スリーブ
１１ クサビ
１２ 矩形状の閉合鉄筋
１３ 縦補強筋
１４ 無収縮性モルタル
１５ 型枠 DESCRIPTION OF SYMBOLS 1 Floor slab part 2 Precast wall rail 2a Taper 3 Dovetail groove 4 Steel plate 5 Joint 5a Web part 6 Anchor steel material 7 Non-shrinkable mortar 8 Reinforcement 9 L-type or C-channel type rebar 10 Steel sleeve 11 Wedge 12 Rectangular closed rebar 13 Vertical reinforcement 14 Non-shrink mortar 15 Formwork

Claims (4)

橋梁の床版部に当該床版部の橋軸方向に互いに隣接して設置されるプレキャスト製の壁高欄同士の接合構造において、接合される一方のプレキャスト壁高欄の接合端面に設けられたアリ溝と、接合される他方のプレキャスト壁高欄の接合端面に設けられ、前記アリ溝に挿入された継手板と、前記アリ溝内の前記継手板の周囲に充填された無収縮性のモルタルとから構成されてなることを特徴とするプレキャスト壁高欄同士の接合構造。   In the joint structure of precast wall rails installed adjacent to each other in the bridge axis direction of the floor slab portion on the floor slab portion of the bridge, dovetail grooves provided on the joint end surface of one precast wall rail to be joined And a joint plate provided on the joint end surface of the other precast wall rail to be joined and inserted into the dovetail groove, and a non-shrinkable mortar filled around the joint plate in the dovetail groove A joint structure between precast wall railings, characterized by being made. 請求項１記載のプレキャスト壁高欄同士の接合構造において、アリ溝の内周に表面に凹凸を有する鋼板が取り付けられていることを特徴とするプレキャスト壁高欄同士の接合構造。   The joint structure between precast wall rails according to claim 1, wherein a steel plate having irregularities on the surface is attached to the inner periphery of the dovetail groove. 請求項１または２記載のプレキャスト壁高欄同士の接合構造において、継手板は孔開き鋼板から形成されていることを特徴とするプレキャスト壁高欄同士の接合構造。   The joint structure between precast wall rails according to claim 1 or 2, wherein the joint plate is formed of a perforated steel plate. 請求項１〜３のいずれかひとつに記載されたプレキャスト壁高欄同士の接合構造において、プレキャスト壁高欄の下端面が斜めに形成されていることを特徴とするプレキャスト壁高欄同士の接合構造。   The joint structure between precast wall rails according to any one of claims 1 to 3, wherein a lower end surface of the precast wall rail is formed obliquely.
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JP2018188803A (en) * 2017-04-28 2018-11-29 株式会社熊谷組 Junction structure of wall balustrade
JP2019148121A (en) * 2018-02-27 2019-09-05 株式会社熊谷組 Structure for joining wall balustrades to each other
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