JP2523447B2 - Floor slab installation structure in bridge - Google Patents
Floor slab installation structure in bridgeInfo
- Publication number
- JP2523447B2 JP2523447B2 JP6136343A JP13634394A JP2523447B2 JP 2523447 B2 JP2523447 B2 JP 2523447B2 JP 6136343 A JP6136343 A JP 6136343A JP 13634394 A JP13634394 A JP 13634394A JP 2523447 B2 JP2523447 B2 JP 2523447B2
- Authority
- JP
- Japan
- Prior art keywords
- floor slab
- precast floor
- bridge
- truss structure
- girders
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明は、橋梁における床版の据
付け構造の改善に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to improvement of a floor slab installation structure in a bridge.
【０００２】[0002]
【従来の技術】従来、橋梁の主要部材を構成するトラス
構体の上面にプレキャスト床版を敷設するに際し、図８
に示すように、トラス構体を構成する全ての上弦材１の
四周縁部にモルタル注入間隙を保持するための「形のハ
ンチプレート２を溶接し、必要に応じてこのハンチプレ
ート２の水平辺上にモルタル漏れ防止用のスポンジゴム
材（ウレタンホーム）３を接着固定せしめ、このように
構成されたトラス構体上にプレキャスト床版４を敷設
し、このプレキャスト床版４に設けた孔５を介してモル
タル６を注入充填し、トラス構体とプレキャスト床版４
を固定する工法は知られている。（「プレキャスト床版
合成桁橋の設計・施工」中井 博著，森北出版，１９８
８年）2. Description of the Related Art Conventionally, when laying a precast floor slab on the upper surface of a truss structure constituting a main member of a bridge, FIG.
As shown in Fig. 2, the "shaped haunch plate 2 for holding the mortar injection gap is welded to the four peripheral portions of all the upper chord members 1 constituting the truss structure, and if necessary, on the horizontal side of the haunch plate 2. A sponge rubber material (urethane home) 3 for preventing mortar leakage is adhered and fixed to the mortar, and a precast floor slab 4 is laid on the truss structure thus configured, and through a hole 5 provided in the precast floor slab 4. Mortar 6 is injected and filled, truss structure and precast floor slab 4
The method of fixing the is known. ("Design and construction of precast floor slab composite girder bridge" Hiroshi Nakai, Morikita Publishing, 198
8 years)
【０００３】[0003]
【発明が解決しようとする課題】従来技術のように、ト
ラス構体を構成する全ての上弦材，縦桁および横桁、即
ち、通常２本の上弦材，２本からなる約５ｍ長の橋軸に
そった縦桁，約１０ｍの長さをもち５ｍ間隔で前記上弦
材に現場結合される橋軸に直交する横桁に、ハンチプレ
ートを工場で溶接結合する作業はきわめて煩雑で、加え
て約３０トン重量をもつプレキャスト床版を支持するた
めにはそれなりの溶接強度が要求されるなど製作上に問
題がある。また、プレキャスト床版は生産時に生ずる凹
凸、即ち不陸をもつものであり、この不陸をスポンジゴ
ム材で吸収調整するには信頼性に乏しいという課題があ
る。As in the prior art, all the upper chord members, longitudinal girders and transverse girders constituting the truss structure, that is, usually two upper chord members and two about 5 m long bridge shafts. The vertical girder, which has a length of about 10 m, and the girder orthogonal to the bridge axis, which is to be bonded to the upper chord member in the field at 5 m intervals, is extremely complicated to weld the haunch plate at the factory. In order to support a precast floor slab having a weight of 30 tons, some welding strength is required, which is a problem in production. In addition, the precast floor slab has unevenness, that is, unevenness, which occurs during production, and there is a problem that it is not reliable to absorb and adjust this unevenness with a sponge rubber material.
【０００４】本発明の目的は、プレキャスト床版の敷設
施工、及びプレキャスト床版と上弦材，縦桁および横桁
の上フランジ間の間隔保持が適確かつ容易に行われ、モ
ルタルの漏れ防止は勿論のこと、プレキャスト床版がも
つ不陸の吸収調整が合理的になしうる床版の据付構造を
提供することにある。The object of the present invention is to lay a precast floor slab and maintain the space between the precast floor slab and the upper chord members, the vertical girder and the upper flange of the girder properly and easily, and prevent the mortar from leaking. Of course, it is to provide a floor slab installation structure that can reasonably adjust the unevenness of the precast floor slab.
【０００５】[0005]
【課題を解決するための手段】従来技術の課題を解決す
る本発明の構成は、橋梁の主要部材を構成するトラス構
体の上面にプレキャスト床版を敷設するに際し、前記ト
ラス構体を構成する全ての上弦材，縦桁および横桁の上
フランジ表面に、所定の間隔毎に複数本を一組としたス
タッドよりなるアンカー手段を垂設するとともに、全て
の上弦材，縦桁および横桁の上フランジの上面四周に前
記プレキャスト床版がもつ不陸の吸収調整作用をもち、
かつ、ネオプレンチューブなど筒構造の緩衝部材を隙間
なく囲繞接着固定せしめ、このように構成された前記ト
ラス構体上に前記アンカー手段が介入する方形孔を備え
たプレキャスト床版を載設し、前記方形孔を介し、該方
形孔及びプレキャスト床版の下面と各上弦材，縦桁およ
び横桁の上フランジ表面との間に形成された空所にモル
タルを注入充填したものである。The structure of the present invention for solving the problems of the prior art is such that, when a precast floor slab is laid on the upper surface of a truss structure forming a main member of a bridge, Anchor means consisting of a set of multiple studs is hung vertically on the upper flange surface of the upper chords, stringers and cross girders, and all upper chords, stringers and cross girder upper flanges. With the pre-cast floor slab's absorption adjustment function of unevenness on the upper four laps of
In addition, a buffer member having a tubular structure such as a neoprene tube is fixed by surrounding and adhering without a gap, and a precast floor slab having a square hole through which the anchor means intervenes is placed on the truss structure thus configured, and the square The mortar is injected and filled through the holes into the voids formed between the square holes and the lower surface of the precast floor slab and the upper flange surface of each upper chord member, stringer and cross girder.
【０００６】[0006]
【作用】トラス構体を構成する全ての上弦材，縦桁およ
び横桁の上フランジ表面の四周に、筒構造のネオプレン
チューブなどの緩衝部材を隙間なく囲繞接着固定するこ
とにより、注入充填するモルタルの漏れが防止しうると
ともに、プレキャスト床版がもつ不陸を完全に吸収調整
することができる。上弦材，縦桁および横桁の上フラン
ジの上面に設けたアンカー手段が注入充填されるモルタ
ル内に埋入され、プレキャスト床版はトラス構体の上面
に確固に而も適確に固定敷設される。[Function] By inserting and fixing the buffer members such as the neoprene tube of the tubular structure on all four circumferences of the upper flange surface of all the upper chord members, the vertical girders and the horizontal girders that constitute the truss structure without any gap, the mortar to be injected and filled The leakage can be prevented and the unevenness of the precast floor slab can be completely absorbed and adjusted. The anchor means provided on the upper surface of the upper flange of the upper chord member, stringer and cross girder is embedded in the mortar to be injected and filled, and the precast slab is firmly and properly fixedly laid on the upper surface of the truss structure. .
【０００７】[0007]
【実施例】次に、図面について本発明実施例の詳細を説
明する。図１は斜張橋の一部切欠斜視図、図２は図１の
横断正面図、図３はトラス構体の要部の平面図、図４は
図３のＡーＡ線部の拡大断面図、図５は図３のＢ−Ｂ線
部の拡大断面図、図６はプレキャスト床版と縦桁および
横桁との関係を示す要部の断面図、図７ａ〜ｅはネオプ
レンチューブの端面図である。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Next, details of embodiments of the present invention will be described with reference to the drawings. 1 is a partially cutaway perspective view of a cable-stayed bridge, FIG. 2 is a cross-sectional front view of FIG. 1, FIG. 3 is a plan view of a main portion of a truss structure, and FIG. 4 is an enlarged cross-sectional view of a line AA of FIG. 5, FIG. 5 is an enlarged cross-sectional view taken along the line BB of FIG. 3, FIG. 6 is a cross-sectional view of a main part showing the relationship between the precast floor slab and the longitudinal girders and cross girders, and FIGS. 7a to 7e are end views of the neoprene tube. Is.
【０００８】図１，図２に示す１１は、斜張橋Ａの主要
部材となるトラス構体であって、該トラス構体１１は、
ボックス構造をした橋軸方向の上弦材１２，Ｉ型鋼の桁
材よりなる橋軸方向の縦桁１３，Ｈ型鋼よりなる橋軸方
向の下弦材１４，該下弦材１４を結合する対傾構下弦材
１５，対傾構斜材１６，鉛直材１７と、Ｈ型鋼よりなり
橋軸方向に直交し、かつ、トラス構体１１を構成する横
桁１８などによって構成されている。そして、前記ボッ
クス構造の上弦材１２，鉛直材１７，横桁１８の交わる
部位に前記上弦材１２を挟むように２枚のガセットプレ
ート１９を固定し、このガセットプレート１９の上端間
にピン２０によって軸支持されたスプール２１を設け、
このスプール２１にＵ字形のボルト（図示略）を介して
ケーブル２２を連結したものである。また、前記縦桁１
３と横桁１８との取合い構造は、例えば、図３〜図５か
ら明らかなように、縦桁１３のウエブ端を平面形状がＬ
形の連結金物２３で前記横桁１８の側面にボルト止めし
たものである。また、前記上弦材１２と横桁１８は、Ｌ
形の連結金物２４により夫々ボルト止めされるものであ
る。尚、本実施例は斜張橋について説明するが、桁橋や
吊橋など一般の橋梁にも適応しうることから、特に図示
の橋梁に特定されることはない。Reference numeral 11 shown in FIGS. 1 and 2 is a truss structure which is a main member of the cable-stayed bridge A. The truss structure 11 is
Box-shaped upper chord member 12 in the axial direction of bridge, longitudinal girder 13 in the axial direction of bridge made of I-type steel, lower chord member 14 in the axial direction of bridge made of H-shaped steel, anti-tilt lower chord member connecting the lower chord members 14 15, an anti-tilt structure diagonal member 16, a vertical member 17, and a transverse girder 18 which is made of H-shaped steel and is orthogonal to the bridge axis direction and constitutes the truss structure 11. Then, two gusset plates 19 are fixed so as to sandwich the upper chord member 12 at a position where the upper chord member 12, the vertical member 17, and the cross girder 18 of the box structure intersect, and a pin 20 is provided between the upper ends of the gusset plates 19. The spool 21 supported by the shaft is provided,
A cable 22 is connected to the spool 21 via a U-shaped bolt (not shown). Also, the vertical column 1
For example, as is clear from FIGS. 3 to 5, the connecting structure of the horizontal girders 3 and the horizontal girders 18 has a plane shape in which the web end of the vertical girders 13 has a plane shape L.
The cross-shaped metal fitting 23 is bolted to the side surface of the cross beam 18. Further, the upper chord member 12 and the cross girder 18 are L
Each of them is bolted by a shaped connecting metal piece 24. Although the present embodiment describes a cable-stayed bridge, it is not limited to the illustrated bridge because it can be applied to general bridges such as girder bridges and suspension bridges.
【０００９】本発明は、上述せるトラス構体１１を構成
する前記全ての上弦材１２，縦桁１３及び横桁１８上に
図３〜図５で示すように、４本一組のスタッド２５を所
定間隔毎に垂設するとともに、上面四周に筒構造のネオ
プレンチューブ２６を隙間なく囲繞接着固定せしめ、こ
の上に図１，図６で示すようにプレキャスト床版２７を
乗載敷設したものである。このプレキャスト床版２７に
は図１，図３に示すように、所定の間隔毎に平面形状が
方形をした孔２８が形成されており、この各孔２８が前
記スタッド２５の設置位置に適合するようにしたもの
で、前記全ての上弦材１２，縦桁１３及び横桁１８とプ
レキャスト床版２７の下面との間には、前記ネオプレン
チューブ２６で囲まれ、かつ、孔２８を介して外部と連
通された空間２９が形成される。この空間２９に前記孔
２８を介してモルタル３０を注入充填し、上弦材１２，
縦桁１３及び横桁１８とプレキャスト床版２７を一体に
結合する。そして、前記筒構造のネオプレンチューブ２
６は、プレキャスト床版２７の荷重により圧潰される度
合により、プレキャスト床版２７がもつ不陸を自動的に
吸収調整するとともに、空間２９の高さを維持し、か
つ、注入充填されるモルタル３０の流出を阻止するよう
にしたものである。また、図１に示すように、順次構築
し延長されるトラス構体１１上に適当の間隔を介してプ
レキャスト床版２７を敷設するものであるが、このプレ
キャスト床版２７間の間隙部にモルタルを注入充填して
プレキャスト床版２７を結合するに際し、この間隙部下
側及び左右両端部に型枠（図示略）を当て、この状態で
コンクリートを注入充填しコンクリートの漏れを防止
し、コンクリートの所要強度発現後型枠を除去する。こ
のようにしてトラス構体１１の構築全長にわたりプレキ
ャスト床版２７が敷設されるものである。According to the present invention, a set of four studs 25 is predetermined on all of the upper chord members 12, the vertical girders 13 and the horizontal girders 18 constituting the truss structure 11 described above, as shown in FIGS. In addition to vertically arranging at intervals, a neoprene tube 26 having a tubular structure is fixed to the four circumferences of the upper surface by surrounding and adhering without a gap, and a precast floor slab 27 is laid and laid thereon as shown in FIGS. 1 and 6. As shown in FIGS. 1 and 3, the precast floor slab 27 is provided with holes 28 each having a square planar shape at predetermined intervals, and each hole 28 fits the installation position of the stud 25. Thus, between the upper chord member 12, the vertical girders 13 and the horizontal girders 18 and the lower surface of the precast floor slab 27, the neoprene tube 26 is provided between the upper chord members 12, the vertical girders 13 and the horizontal girders 18 and the outside through the holes 28. A space 29 communicating with each other is formed. The space 29 is filled with mortar 30 through the hole 28, and the upper chord member 12,
The stringer 13 and the cross beam 18 and the precast floor slab 27 are integrally connected. Then, the tubular structure neoprene tube 2
No. 6 automatically absorbs and adjusts the unevenness of the precast floor slab 27 depending on the degree to which it is crushed by the load of the precast floor slab 27, maintains the height of the space 29, and injects and fills the mortar 30. It is designed to prevent the outflow of. Further, as shown in FIG. 1, the precast floor slabs 27 are laid on the truss structure 11 which is sequentially constructed and extended at appropriate intervals. Mortar is placed in the gap between the precast floor slabs 27. When pouring and filling and joining the precast floor slab 27, a mold (not shown) is applied to the lower side and both left and right ends of this gap, and concrete is poured and filled in this state to prevent leakage of concrete, and the required strength of concrete. After expression, the mold is removed. In this way, the precast floor slab 27 is laid over the entire construction length of the truss structure 11.
【００１０】トラス構体１１を構成する上弦材１２，縦
桁１３及び横桁１８の上面四周にネオプレンチューブ２
６を接着固定するに際し、予め上弦材１２，縦桁１３及
び横桁１８の接着面に接着剤を塗布し、この上にネオプ
レンチューブ２６を並べて接着するものであるが、この
ネオプレンチューブ２６は筒構造であることから長尺の
ものは製造することができず、その規模にもよるが通常
１本の長さが約５０ｃｍ程度である。従って１本の長さ
が約１０ｍの上弦材１２，約５ｍの縦桁１３及び約１０
ｍの長さをもつ横桁１８上に付設するには複数本のネオ
プレンチューブ２６を直列に、而も、継ぎ目に接着剤を
用いて無継目構造とするものである。また、ちなみに上
弦材の巾は約２０〜３５ｃｍ，ネオプレンチューブの直
径は２０〜３０ｍｍである。The neoprene tube 2 is provided on the four upper surfaces of the upper chord member 12, the longitudinal girders 13 and the transverse girders 18 constituting the truss structure 11.
When 6 is adhesively fixed, an adhesive is applied in advance to the adhesive surfaces of the upper chord member 12, the vertical girders 13 and the horizontal girders 18, and the neoprene tubes 26 are arranged and adhered on the adhesive surfaces. Due to the structure, long ones cannot be manufactured, and the length of one piece is usually about 50 cm, although it depends on the scale. Therefore, one upper chord member 12 of about 10 m long, a longitudinal girder 13 of about 5 m and about 10 m
In order to attach it to the cross beam 18 having a length of m, a plurality of neoprene tubes 26 are connected in series, and an adhesive is used at the joint to form a seamless structure. By the way, the width of the upper chord member is about 20 to 35 cm, and the diameter of the neoprene tube is 20 to 30 mm.
【００１１】図７ａ〜ｅは、本発明の実施に適応するネ
オプレンチューブ２６の断面形状の種類を示しており、
その何れもプレキャスト床版２７の不陸吸収調整作用を
有するものであるが、ａの円筒形状は上弦材，縦桁およ
び横桁に対して接着安定性が悪いことから、ｂ〜ｅに示
すような接着面がフラットなネオプレンチューブ２６を
使用することにより、プレキャスト床版２７の据付時に
ネオプレンチューブ２６の転がりや移動が少く、据付け
施工効率の向上が図れることから、据付け施工上、ｂ〜
ｅに示すような接着安定性の高いネオプレンチューブ２
６の使用が望ましい。7a-e illustrate the types of cross-sectional shapes of neoprene tube 26 adapted to practice the present invention,
All of them have the effect of adjusting the unprecedented absorption of the precast floor slab 27, but the cylindrical shape of a has poor adhesion stability to the upper chords, stringers and crossbeams, as shown in b to e. By using the neoprene tube 26 having a flat adhesive surface, the neoprene tube 26 is less likely to roll or move when the precast floor slab 27 is installed, and the installation efficiency can be improved.
Neoprene tube 2 with high adhesion stability as shown in e.
Use of 6 is preferred.
【００１２】[0012]
【発明の効果】上述のように本発明の構成によれば、次
のような効果が得られる。トラス構体を構成する上弦
材，縦桁及び横桁上の四周部に、筒構造のネオプレンチ
ューブのような緩衝部材を囲撓し接着固定することによ
り、乗載敷設するプレキャスト床版との間に有効なモル
タル注入充填空間が形成しうるとともに、注入充填され
るモルタルの漏れが防止でき、スタッドの設置と併せて
トラス構体に対するプレキャスト床版の敷設施工が容易
に而も適確に行える。特に、ネオプレンチューブが筒構
造であることから、従来技術では望むことのできないプ
レキャスト床版がもつ不陸の吸収調整が自動的、かつ、
合理的に行え安定したプレキャスト床版の敷設施工がな
し得られ、また、更に一層モルタル漏れ防止効果が図れ
るものである。As described above, according to the structure of the present invention, the following effects can be obtained. A cushioning member such as a neoprene tube with a tubular structure is bent around and adhered to the four circumferences of the upper chord member, the vertical girder, and the horizontal girder that make up the truss structure, so that the space between it and the precast floor slab to be laid is laid. An effective mortar pouring / filling space can be formed, leakage of mortar to be pouring / filling can be prevented, and installation of studs and laying of a precast floor slab on a truss structure can be performed easily and appropriately. In particular, because the neoprene tube has a tubular structure, it is possible to automatically adjust the unevenness of the precast floor slab, which is not possible with conventional technology, and
It is possible to lay a precast floor slab reasonably and stably, and to further prevent mortar leakage.
【図１】斜張橋の一部切欠斜視図である。FIG. 1 is a partially cutaway perspective view of a cable-stayed bridge.
【図２】図１の横断正面図である。2 is a cross-sectional front view of FIG.
【図３】トラス構体の要部の平面図である。FIG. 3 is a plan view of a main part of the truss structure.
【図４】図３のＡーＡ線部の拡大断面図である。FIG. 4 is an enlarged cross-sectional view taken along the line AA of FIG.
【図５】図３のＢ−Ｂ線部の拡大断面図である。5 is an enlarged cross-sectional view taken along the line BB in FIG.
【図６】プレキャスト床版と縦桁および横桁との関係を
示す要部の断面図である。FIG. 6 is a cross-sectional view of a main part showing a relationship between a precast floor slab and vertical and horizontal girders.
【図７】ａ〜ｅはネオプレンチューブの断面図である。7A to 7E are cross-sectional views of a neoprene tube.
【図８】従来の床版の据付け構造を示す断面図である。FIG. 8 is a cross-sectional view showing a conventional floor slab installation structure.
Ａ 斜張橋 １１ トラス構体 １２ 上弦材 １３ 縦桁 １４ 下弦材 １５ 対傾構下弦材 １６ 対傾構斜材 １７ 鉛直材 １８ 横桁 １９ ガセットプレート ２０ ピン ２１ スプール ２２ ケーブル ２３ 連結金物 ２４ 連結金物 ２５ スタッド ２６ ネオプレンチューブ ２７ プレキャスト床版 ２８ 孔 ２９ 空間 ３０ モルタル A Cable-stayed bridge 11 Truss structure 12 Upper chord member 13 Longitudinal girder 14 Lower chord member 15 Anti-tilt lower chord member 16 Anti-tilt diagonal slant member 17 Vertical material 18 Cross girder 19 Gusset plate 20 Pin 21 Spool 22 Cable 23 Connecting hardware 24 Connecting hardware 25 Stud 26 Neoprene tube 27 Precast floor slab 28 Hole 29 Space 30 Mortar
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平７−102529（ＪＰ，Ａ) 実公 平２−3843（ＪＰ，Ｙ２) 実公 昭57−26896（ＪＰ，Ｙ２) ─────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-7-102529 (JP, A) Jikken 2-3843 (JP, Y2) Jikkaku 57-26896 (JP, Y2)
Claims (1)
上面にプレキャスト床版を敷設するに際し、前記トラス
構体を構成する全ての上弦材，縦桁および横桁の上フラ
ンジ表面に、所定の間隔毎に複数本を一組としたスタッ
ドよりなるアンカー手段を垂設するとともに、全ての上
弦材，縦桁および横桁の上フランジの上面四周に前記プ
レキャスト床版がもつ不陸の吸収調整作用をもち、か
つ、ネオプレンチューブなど筒構造の緩衝部材を隙間な
く囲繞接着固定せしめ、このように構成された前記トラ
ス構体上に前記アンカー手段が介入する方形孔を備えた
プレキャスト床版を載設し、前記方形孔を介し、該方形
孔及びプレキャスト床版の下面と各上弦材，縦桁および
横桁の上フランジ表面との間に形成された空所にモルタ
ルを注入充填したことを特徴とする橋梁における床版の
据付け構造。1. When laying a precast floor slab on the upper surface of a truss structure which constitutes a main member of a bridge, a predetermined gap is provided on the upper flange surfaces of all upper chord members, stringers and cross girders constituting the truss structure. Anchor means consisting of a set of multiple studs is hung vertically, and the precast floor slab has the effect of adjusting the unevenness on the upper four rims of the upper flanges of all upper chord members, stringers, and girders. Mochi, and the tubular cushioning member such as a neoprene tube is fixed by surrounding and adhering without a gap, and the precast floor slab having a square hole in which the anchor means intervenes is placed on the truss structure thus configured, Through the square hole, mortar was injected and filled into the void formed between the square hole and the lower surface of the precast floor slab and the upper flange surface of each upper chord member, stringer and cross girder. Installation structure of floor slab in bridge.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6136343A JP2523447B2 (en) | 1994-05-26 | 1994-05-26 | Floor slab installation structure in bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6136343A JP2523447B2 (en) | 1994-05-26 | 1994-05-26 | Floor slab installation structure in bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07317021A JPH07317021A (en) | 1995-12-05 |
| JP2523447B2 true JP2523447B2 (en) | 1996-08-07 |
Family
ID=15172988
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6136343A Expired - Fee Related JP2523447B2 (en) | 1994-05-26 | 1994-05-26 | Floor slab installation structure in bridge |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2523447B2 (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3867345B2 (en) * | 1997-05-23 | 2007-01-10 | 繁之 松井 | Girder bridge |
| JPH11222815A (en) * | 1998-02-06 | 1999-08-17 | Kasahara Kogyo Kk | Sealant between bridge girder floor slabs |
| JP2001262513A (en) * | 2000-03-17 | 2001-09-26 | Nippon Steel Corp | Cable stayed bridge having composite synthetic steel tube beam material with slab and method of installing the beam material |
| JP2008169573A (en) * | 2007-01-10 | 2008-07-24 | Mitsui Eng & Shipbuild Co Ltd | Main beam bridge with small number of main beams |
| JP4855311B2 (en) * | 2007-03-27 | 2012-01-18 | 株式会社Ｉｈｉインフラシステム | Precast erection method |
| JP5178123B2 (en) * | 2007-10-02 | 2013-04-10 | 株式会社Ｉｈｉインフラシステム | Tube-type water-stop material and water-stop method using tube-type water-stop material |
| JP2013189803A (en) * | 2012-03-14 | 2013-09-26 | Railway Technical Research Institute | Composite beam and construction method of composite beam |
| CN106049250B (en) * | 2016-07-29 | 2018-05-11 | 中铁大桥勘测设计院集团有限公司 | A kind of ballast structure and its construction method for steel truss girder cable-stayed bridge |
| CN108166390B (en) * | 2018-02-10 | 2018-11-02 | 平顶山市公路工程公司 | A kind of Collison fence for bridge |
-
1994
- 1994-05-26 JP JP6136343A patent/JP2523447B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07317021A (en) | 1995-12-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP3844743B2 (en) | Box girder bridge structure and its construction method | |
| JP2523447B2 (en) | Floor slab installation structure in bridge | |
| JPH0424306A (en) | Method of laying floor plate for prefabricated house | |
| JP2003253621A (en) | Continuous beam structure for continuing existing simple beam bridge | |
| JP2001336117A (en) | Cross section division type precast segment construction method | |
| JP2000017613A (en) | Connection of corrugated steel plate web girder | |
| JP3869236B2 (en) | Seismic reinforcement method for existing reinforced concrete viaduct | |
| JP2750556B2 (en) | Manufacturing method of prestressed concrete girder | |
| US5966764A (en) | Roll beam girder system for bridges | |
| CN217204610U (en) | Low multilayer does not need to support assembled ultra high performance concrete frame structure and building | |
| CN214696353U (en) | S-shaped connecting node of full precast concrete floor slab | |
| JP2963879B2 (en) | Bridge girder | |
| CN112593482B (en) | Prefabricated assembled concrete diaphragm structure and construction method | |
| CN114934434A (en) | Prefabricated steel truss concrete small box girder and prefabricated assembled type combined girder bridge comprising same | |
| JP2019199711A (en) | Method for rebuilding bridge | |
| JP3208682B2 (en) | Joint structure between core wall and steel beam | |
| JP4437064B2 (en) | Construction method and formwork structure of concrete floor slab for composite floor slab bridge | |
| JP4627383B2 (en) | Replaced steel deck bridge | |
| CN112854579A (en) | Profiled steel sheet section steel supporting system and construction method | |
| JP2002275833A (en) | Continuing method of simple beam of existing bridge and continuous beam structure | |
| JP3950747B2 (en) | Bridge girder | |
| JPH083935A (en) | Joint structure between precast floor slab and bridge girder for constituting bridge subgrade | |
| JPH0521522Y2 (en) | ||
| JPH1150416A (en) | Prefabricated bridge unit and prefabricated bridge | |
| JP2620118B2 (en) | Net formwork method for walls and floors |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |