JP2006336231A - Composite floor slab - Google Patents

Composite floor slab Download PDF

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JP2006336231A
JP2006336231A JP2005159711A JP2005159711A JP2006336231A JP 2006336231 A JP2006336231 A JP 2006336231A JP 2005159711 A JP2005159711 A JP 2005159711A JP 2005159711 A JP2005159711 A JP 2005159711A JP 2006336231 A JP2006336231 A JP 2006336231A
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steel
steel plate
floor slab
composite floor
shape
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Toshiyuki Nakagawa
敏之 中川
Yasutomo Yanagimoto
泰伴 柳本
Yoshihisa Toyama
義久 遠山
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Nippon Steel Corp
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Sumitomo Metal Industries Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a composite floor slab having high rigidity of a steel shell panel state, endurable against a heavy machinery load in construction, capable of securing sufficient rigidity even in an overhang part, capable of coping even with supposed any large main girder interval, and capable of realizing high fatigue durability, in the sandwich type composite floor slab. <P>SOLUTION: This composite floor slab 1 is composed of a steel shell panel composed of an upper steel plate 2, a lower steel plate 3 and H shape steel 4 arranged between these upper-lower steel plates and connecting the upper-lower steel plates. The H shape steel 4 is arranged in a plurality at a predetermined interval in the bridge axis direction in parallel to the direction orthogonal to the bridge axis direction. A lower flange 4b of the H shape steel 4 and the lower steel plate 3 are joined by welding, and an upper flange 4a of the H shape steel 4 and the upper steel plate 2 are joined by frictional joining of a high strength bolt. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、鋼橋の床版などに用いられ、主構造を鋼製部材で構成し、内部に充填材を充填したサンドイッチ型の複合床版に関するものである。   The present invention relates to a sandwich type composite floor slab which is used for a steel slab floor slab and the like, the main structure is made of a steel member, and the inside is filled with a filler.

鋼橋に用いられる床版に要求される性能として、(1)鋼橋のコスト縮減の目的から現場施工の省力化と、少主桁化に対応できる床版の長支間化、(2)ライフサイクルコスト低減の目的から疲労耐久性の向上が要求される。これらの要求を満足できる床版形式として、上下に鋼板を有し、内部に中詰コンクリートを充填した床版形式のサンドイッチ型複合床版がある。   The performance required for floor slabs used in steel bridges is as follows: (1) Labor saving on site construction for the purpose of reducing the cost of steel bridges, and long spans for floor slabs that can accommodate fewer main girders, (2) Life Improvement of fatigue durability is required for the purpose of reducing cycle cost. As a floor slab type that can satisfy these requirements, there is a sandwich type composite floor slab that has steel plates on the top and bottom and is filled with filled concrete.

従来のサンドイッチ型複合床版としては、底鋼板の上にCT形鋼を主桁方向に所定の間隔をおいて並列配置し、この主桁の上にデッキプレートを載せ、現場隅肉溶接で固定し、内部に高流動コンクリートを充填するもの、あるいは上鋼板と下鋼板を多数の貫通ボルト・ナットで連結したもの(例えば、特許文献1〜3)などがある。
特開2000−87490号公報 特開2000−346026号公報 特開2001−55711号公報
As a conventional sandwich type composite floor slab, CT steel bars are arranged in parallel in the main girder direction on the bottom steel plate, and a deck plate is placed on the main girder and fixed by spot fillet welding. In addition, there are those in which high fluidity concrete is filled, or those in which an upper steel plate and a lower steel plate are connected by a large number of through bolts and nuts (for example, Patent Documents 1 to 3).
JP 2000-87490 A JP 2000-346026 A JP 2001-55711 A

前述の上鋼板と下鋼板を貫通ボルト・ナットで連結する構造の場合、鋼製部材(上鋼板+貫通ボルト+下鋼板:鋼殻パネル)のみの状態で剛性を保持するのが困難(不安定)であり、施工時荷重に対して剛性が不足するなどの問題が生じる。また、多種類の床版厚さへの対応が不可能であり、ある一定の床版厚で対応できる範囲内での適用しかないといった問題がある。さらに、具体的に詳述すると、以下のような問題点がある。   In the case of the structure in which the upper steel plate and lower steel plate are connected with through bolts and nuts, it is difficult to maintain rigidity only with steel members (upper steel plate + through bolt + lower steel plate: steel shell panel) (unstable) ) And problems such as insufficient rigidity with respect to the load during construction occur. In addition, there is a problem that it is impossible to deal with various types of floor slab thickness, and there is only application within a range that can be dealt with with a certain floor slab thickness. More specifically, there are the following problems.

(1) 剛性が小さいため、施工時の重機(架設クレーン・ミキサー車・アジテータ等)を鋼殻パネル上で使用することができない。
(2) 剛性が小さく、かつ、鋼殻パネル内部に骨材となる部材がないため、特に張出部においては、鋼殻パネル敷設時の自重やコンクリート打設時の荷重に対して支保工が必要となる。
(3) 剛性が小さく、かつ、高さを変えることが困難なため、適用できる主桁間隔に制約がある。そのため、小支間長への対応しかできない。長支間への対応が困難である。
(4) 新設橋への適用を考えると、従来の合成床版(底鋼板と底鋼板に取り付けられたずれ止め構造によりコンクリートと一体化する構造。橋梁等に用いられる一般的な床版形式)に比べて疲労耐久性に劣る。
(1) Because of its low rigidity, heavy machinery (construction cranes, mixer trucks, agitators, etc.) during construction cannot be used on steel shell panels.
(2) Since the rigidity is small and there is no aggregate member inside the steel shell panel, especially in the overhanging part, support work against the weight of the steel shell panel laying and the load when placing concrete is not possible. Necessary.
(3) Since the rigidity is small and it is difficult to change the height, the applicable main girder spacing is limited. Therefore, it can only deal with the head of the small branch. It is difficult to deal with long spans.
(4) Considering application to new bridges, conventional composite floor slabs (structures that are integrated with concrete by a slip-off structure attached to the bottom steel plate and bottom steel plate. Common floor slab format used for bridges, etc.) Inferior to fatigue durability.

本発明は、前述のような問題の解決を図ったものであり、サンドイッチ型の複合床版において、鋼殻パネル状態の剛性が高く、施工時の重機荷重等に耐えることができ、張出部においても十分な剛性を確保することができ、想定されるいかなる大きな主桁間隔にも対応することができ、高い疲労耐久性を実現することができる複合床版を提供するものである。   The present invention is intended to solve the above-described problems. In the sandwich type composite floor slab, the steel shell panel has a high rigidity and can withstand heavy machinery loads during construction. Therefore, it is possible to provide a composite floor slab that can ensure sufficient rigidity, can cope with any large main girder spacing assumed, and can realize high fatigue durability.

本発明の請求項1に係る複合床版は、上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼(H形鋼、I形鋼、その他の上下フランジを有する形鋼)が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の上フランジに上鋼板が添接されてボルト接合されていることを特徴とする。   A composite floor slab according to claim 1 of the present invention is a composite floor slab having an upper steel plate and a lower steel plate, and a shape steel having upper and lower flanges (H-shape steel, I-shape steel, and other shape steel having upper and lower flanges. ) Are arranged in parallel between the upper steel plate and the lower steel plate at a predetermined interval, and the upper steel plate is attached and bolted to the upper flange of the shape steel.

例えば、図1、図2に示すように、予め工場等で下鋼板に形鋼の下フランジを溶接で接合しておき、主桁方向(橋軸方向)に間隔をおいて複数列配置された形鋼の上フランジに上鋼板を重ね、高力ボルト1面摩擦接合により接合する。従来技術のように上下の鋼板を直接貫通ボルト等で連結して鋼製部材(鋼殻パネル)を構成することなく、骨材となる形鋼と上鋼板・下鋼板を接合することで鋼殻パネル(中詰材充填前)の剛性を高めたものである。なお、本発明で用いる「形鋼」は、ロール成形で一体成形されたもの、鋼板等を溶接等で組み立てものを含む。   For example, as shown in FIGS. 1 and 2, a lower flange of a shape steel is previously joined to a lower steel plate by welding at a factory or the like, and a plurality of rows are arranged at intervals in the main girder direction (bridge axis direction). The upper steel plate is overlapped on the upper flange of the shape steel and joined by high-strength bolt one surface friction welding. Without connecting steel plates (steel shell panels) by directly connecting the upper and lower steel plates with through bolts, etc., as in the prior art, the steel shells are joined by joining the structural steel and the upper and lower steel plates. This is a panel with increased rigidity (before filling with filling material). The “section steel” used in the present invention includes those formed integrally by roll forming and those assembled by welding or the like.

鋼殻パネルの一般部(図2(a)参照)に限らず、現場継手部においても同様に、形鋼の上フランジに添接板の機能を持たせることで、高力ボルトによる1面摩擦接合構造が可能となる(図2(b)参照)。また、現場継手部の上鋼板の上に上側添接板を設置することで、高力ボルトによる2面摩擦接合構造が可能となる(図2(c)参照)。現場継手部においても、一般部と同様に、骨材となる形鋼と上鋼板・下鋼板を接合することで鋼殻パネルの剛性を高めることができる。なお、一般部・現場継手部において上フランジ幅の広い形鋼を用いれば、ボルト2列配置も可能である(図2(d)参照)。高力ボルトは、公知の片側から施工可能な方法(図8参照)を利用することで、鋼板を形鋼フランジに接合することができる。   Not only the general part of the steel shell panel (see Fig. 2 (a)), but also in the field joint part, the upper surface flange of the shape steel has the function of a contact plate, so that one-surface friction with high-strength bolts A joining structure is possible (see FIG. 2B). In addition, by installing the upper joining plate on the upper steel plate of the field joint portion, a two-surface friction joining structure using a high-strength bolt is possible (see FIG. 2C). In the field joint part, as in the general part, the rigidity of the steel shell panel can be increased by joining the shape steel as the aggregate and the upper steel plate / lower steel plate. In addition, if a shape steel with a wide upper flange is used in the general part and the field joint part, two rows of bolts can be arranged (see FIG. 2D). A high-strength bolt can join a steel plate to a shaped steel flange by using a known method (see FIG. 8) that can be constructed from one side.

現場継手部における下鋼板の継手構造は、立上り片同士を高力ボルトで接合する引張り接合構造(図2(b)〜(d)参照)、あるいは添接板と高力ボルトによる摩擦接合構造(図5参照)を用いることができる。   The joint structure of the lower steel plate in the field joint part is a tensile joint structure (see FIGS. 2B to 2D) in which the rising pieces are joined with high-strength bolts, or a friction joint structure with an attachment plate and high-strength bolts ( FIG. 5) can be used.

本発明の請求項2に係る複合床版は、上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼(H形鋼、I形鋼、その他の上下フランジを有する形鋼)が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の下フランジに下鋼板が添接されてボルト接合されていることを特徴とする。   The composite floor slab according to claim 2 of the present invention is a composite floor slab having an upper steel plate and a lower steel plate, and a section steel having upper and lower flanges (H-section steel, I-section steel, other shape steel having upper and lower flanges) ) Are arranged in parallel between the upper steel plate and the lower steel plate at a predetermined interval, and the lower steel plate is attached and bolted to the lower flange of the shape steel.

例えば、図3に示すように、図2の鋼殻パネルを上下逆にして用いる場合であり、損傷した既設床版の取替え工事等に適用することができる。一般部及び現場継手部の構成は、図2の場合と同様である。接合施工は下面からの特殊な作業となるが、図2の場合のように鋼殻パネル上面にボルト頭や添接板による凹凸がなく、防水層や舗装の施工性が良い利点がある。   For example, as shown in FIG. 3, it is a case where the steel shell panel of FIG. 2 is used upside down, and can be applied to replacement work for a damaged existing floor slab. The structures of the general part and the field joint part are the same as in the case of FIG. Although the joining work is a special work from the lower surface, there is an advantage that the workability of the waterproof layer and the pavement is good because there is no unevenness due to the bolt head or the attachment plate on the upper surface of the steel shell panel as in the case of FIG.

本発明の請求項3に係る複合床版は、上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の上フランジに上鋼板が添接されてボルト接合され、前記形鋼の下フランジに下鋼板が添接されてボルト接合されていることを特徴とする。   The composite floor slab according to claim 3 of the present invention is a composite floor slab having an upper steel plate and a lower steel plate, and the shape steel having upper and lower flanges are arranged in parallel with a predetermined interval between the upper steel plate and the lower steel plate. The upper steel plate is attached to the upper flange of the shape steel and bolted, and the lower steel plate is attached to the lower flange of the shape steel and bolted.

例えば、図4に示すように、上鋼板と下鋼板の両方を形鋼のフランジにボルト接合する場合である。現場継手部は、図2及び図3の継手構造を用いることができる。上下鋼板ともにボルト接合することで、溶接工程を削減することができ、工場での製作が容易となる。   For example, as shown in FIG. 4, it is a case where both an upper steel plate and a lower steel plate are bolted to a flange of a shape steel. The joint structure of FIG.2 and FIG.3 can be used for a field joint part. By bolting the upper and lower steel plates together, the welding process can be reduced and manufacturing at the factory becomes easy.

本発明の請求項4に係る複合床版は、請求項1〜請求項3までのいずれか一つに記載の複合床版において、下鋼板の下面に形鋼が設けられていることを特徴とする。   The composite floor slab according to claim 4 of the present invention is the composite floor slab according to any one of claims 1 to 3, wherein a shape steel is provided on a lower surface of the lower steel plate. To do.

例えば、図6に示すように、鋼殻パネルの下面にH形鋼等の形鋼を取り付ける場合であり、鋼殻パネル内部の形鋼の下にボルト接合や溶接で取り付けるのが好ましい。鋼殻パネルの下面に形鋼を取り付けることで床版支間方向の剛性を高くすることができ、内部コンクリート厚を低減でき、床版の死荷重を軽減できる。   For example, as shown in FIG. 6, it is a case where shape steel, such as H-section steel, is attached to the lower surface of a steel shell panel, and it is preferable to attach it under the shape steel inside a steel shell panel by bolt joining or welding. By attaching the shape steel to the lower surface of the steel shell panel, the rigidity in the direction of the floor slab span can be increased, the internal concrete thickness can be reduced, and the dead load of the floor slab can be reduced.

本発明の請求項5に係る複合床版は、請求項4に記載の複合床版において、下鋼板下面の形鋼の下面に鋼板が設けられていることを特徴とする。   The composite floor slab according to claim 5 of the present invention is the composite floor slab according to claim 4, wherein a steel plate is provided on the lower surface of the shape steel on the lower surface of the lower steel plate.

例えば、図7に示すように、主桁との取り合い構造において、形鋼の下面に底板となる鋼板を設け、この形鋼に主桁を挟むように隔壁部材を設けることにより、充填材を施工することができ、主桁と鋼殻パネルを一体化することができる。   For example, as shown in FIG. 7, in the structure with the main girder, the bottom plate is provided with a steel plate that serves as a bottom plate, and a partition member is provided between the shape steel so that the main girder is sandwiched. The main girder and the steel shell panel can be integrated.

(1) 上鋼板と下鋼板は形鋼を介して接合される構造のため、形鋼方向では各々が箱断面を形成し、その箱断面としての機能は高力ボルトの摩擦接合により確実に補償される構造であり、箱断面の剛性は十分に施工時の重機荷重等に耐え得る構造であるため、鋼殻パネル状態(中詰材充填前)での剛性を格段に向上させることができ、鋼殻パネル上に施工車両を搭載することが可能となり、効率的な施工が可能となる。
(2) 上記のように形鋼方向には各々に箱断面が形成され、また形鋼は連続して支間部から張出部に配置されているため、張出部においても十分な剛性を確保できる。従って、敷設時も鋼殻パネルは自立できる構造のため、張出部において、鋼殻パネル敷設時の自重やコンクリート打設時の荷重に対して支保工が不要となる。
(3) 上記のように形鋼方向には各々に箱断面が形成されることで剛性が高く、形鋼はサイズの種類を変えることができるため、必要に応じて形鋼のサイズを変えることで大きな剛性を確保できる。従って、想定されるいかなる大きな主桁間隔にも対応が可能となる。
(4) 上記同様に形鋼による骨材を有するサンドイッチ構造を形成するため、中詰材充填後の供用時荷重(大型車)に対する疲労耐久性が大幅に向上する。
(1) Since the upper and lower steel plates are joined via a section steel, each forms a box section in the direction of the section steel, and the function of the box section is reliably compensated by high-strength bolt friction welding. Because the structure of the box cross section has sufficient rigidity to withstand heavy machinery loads during construction, the rigidity in the steel shell panel state (before filling the filling material) can be significantly improved. The construction vehicle can be mounted on the steel shell panel, and efficient construction becomes possible.
(2) As mentioned above, box sections are formed in the direction of the shape steel, and since the shape steel is continuously arranged from the span part to the overhang part, sufficient rigidity is secured even in the overhang part. it can. Therefore, since the steel shell panel can be self-supported even during laying, no support work is required at the overhanging portion with respect to its own weight when laying the steel shell panel or a load when placing concrete.
(3) As mentioned above, the box cross-section is formed in each direction of the shape steel, so that rigidity is high and the shape of the shape steel can be changed, so the size of the shape steel can be changed as necessary. Can secure great rigidity. Therefore, it is possible to cope with any large main digit interval that is assumed.
(4) Since a sandwich structure having aggregates of shaped steel is formed in the same manner as described above, the fatigue durability against in-service loads (large vehicles) after filling the filling material is greatly improved.

以下、本発明を図示する実施形態に基づいて説明する。図1は、本発明の複合床版の一実施形態を示す鉛直断面図である。図2〜図7は、本発明の複合床版の種々の実施形態を示す鉛直断面図である。図8は、本発明で用いるボルト接合方法の例を示す鉛直断面図である。   Hereinafter, the present invention will be described based on the illustrated embodiments. FIG. 1 is a vertical sectional view showing an embodiment of a composite floor slab of the present invention. 2 to 7 are vertical sectional views showing various embodiments of the composite floor slab of the present invention. FIG. 8 is a vertical cross-sectional view showing an example of a bolt joining method used in the present invention.

図1、図2は、本発明の複合床版1の上鋼板ボルト接合タイプである。本発明の複合床版1は、基本的に、上鋼板2と、下鋼板3と、これら上下鋼板の間に配置されて上下鋼板を連結するH形鋼4とからなる鋼殻パネルで構成されている。H形鋼4は、主桁方向(橋軸方向)に直交する方向と平行に、主桁方向に所定の間隔をおいて複数配設され、また平行フランジ4a、4bが上下に位置するように配置されている。図1、図2(a)の一般部において、H形鋼4の下フランジ4bと下鋼板3は、溶接で接合され、H形鋼4の上フランジ4aと上鋼板2は高力ボルト摩擦接合により接合されている。   1 and 2 are the upper steel plate bolt joint types of the composite floor slab 1 of the present invention. The composite floor slab 1 of the present invention is basically composed of a steel shell panel comprising an upper steel plate 2, a lower steel plate 3, and an H-section steel 4 arranged between these upper and lower steel plates to connect the upper and lower steel plates. ing. A plurality of H-section steels 4 are arranged in parallel to the direction orthogonal to the main girder direction (bridge axis direction) at a predetermined interval in the main girder direction, and the parallel flanges 4a and 4b are positioned vertically. Has been placed. 1 and 2 (a), the lower flange 4b of the H-shaped steel 4 and the lower steel plate 3 are joined by welding, and the upper flange 4a of the H-shaped steel 4 and the upper steel plate 2 are joined by high-strength bolt friction welding. It is joined by.

H形鋼4の上フランジ4aと上鋼板2には、所定の間隔をおいてボルト孔5が穿設されており、上フランジ4aに上鋼板2を重ね、ボルト6及びナット7で接合する。このボルト接合の際には、片側施工となるため、一般的に使用される高力ボルトは使用できず、図8に示すワンサイド方式でボルト接合する。   Bolt holes 5 are formed in the upper flange 4a of the H-shaped steel 4 and the upper steel plate 2 at a predetermined interval, and the upper steel plate 2 is stacked on the upper flange 4a and joined by bolts 6 and nuts 7. Since this one-side construction is used for this bolt joining, generally used high-strength bolts cannot be used, and the bolts are joined by the one-side method shown in FIG.

図8(a)は、頭締めトルシア型高力ボルト6とナット固定金具8を用いる方法であり、予め下フランジ4bの下面にナット7をナット固定金具8で固定しておき、上からボルト6を装着し、トルクレンチで締め付け、ピンテールの破断で所定のトルクを導入する。図8(b)は、頭締め高力六角ボルト6とナット固定金具8を用いる方法である。図8(c)は、トルシア型高力ボルト6とボルト落下防止治具9を用いる方法であり、予め上フランジ4aにボルト6を固定しておく。   FIG. 8A shows a method using a head-clamped torcia-type high-strength bolt 6 and a nut fixing bracket 8. The nut 7 is fixed to the lower surface of the lower flange 4b in advance with the nut fixing bracket 8, and the bolt 6 is viewed from above. Is tightened with a torque wrench, and a predetermined torque is introduced by breaking the pin tail. FIG. 8B shows a method using a head-tightening high-strength hexagon bolt 6 and a nut fixing bracket 8. FIG. 8C shows a method using the torcia type high strength bolt 6 and the bolt drop prevention jig 9, and the bolt 6 is fixed to the upper flange 4 a in advance.

このボルト接合部で伝達する力は、複合床版1に交通車両等の鉛直荷重が作用した際に発生するせん断力を水平せん断力(床版作用力)として上鋼板2からH形鋼4の上フランジ4aに伝達する。その際、上鋼板2と上フランジ4a間にずれ力が発生し、そのずれ力をボルト摩擦接合で伝達する。このずれ力は、高力ボルト1面摩擦接合の強度で十分に伝達できることが確認されている。   The force transmitted at the bolt joint is obtained from the upper steel plate 2 to the H-section steel 4 by using a horizontal shear force (floor slab acting force) as a shear force generated when a vertical load such as a traffic vehicle acts on the composite floor slab 1. This is transmitted to the upper flange 4a. At that time, a displacement force is generated between the upper steel plate 2 and the upper flange 4a, and the displacement force is transmitted by bolt friction bonding. It has been confirmed that this displacement force can be sufficiently transmitted with the strength of high-strength bolt one-surface friction welding.

図2(b)〜(d)は、一般部の現場継手部の構造の例である。図2(b)、(d)は、1面摩擦接合、図2(c)は、2面摩擦接合の場合である。下鋼板3同士の連結は、下鋼板3の端部を立ち上げ、この立上り片3a同士を高力ボルト10で接合する引張り接合構造とされている。上鋼板には、継手部の上鋼板2Aを用い、これを隣り合うH形鋼4間に掛け渡し、上フランジ4aを添接板として高ボルト摩擦接合する添接板継手構造とされている。   2B to 2D are examples of the structure of the field joint portion of the general portion. FIGS. 2B and 2D show the case of one-surface friction welding, and FIG. 2C shows the case of two-surface friction welding. The lower steel plates 3 are connected to each other by a tensile joining structure in which the end portions of the lower steel plates 3 are raised and the rising pieces 3a are joined with the high-strength bolts 10. As the upper steel plate, the upper steel plate 2A of the joint portion is used, and this is spanned between the adjacent H-section steels 4, and the connecting plate joint structure is formed by high bolt friction bonding using the upper flange 4a as the connecting plate.

この場合も、図8(a)、(b)の方法により、予めナット7をナット固定金具8で上フランジ4aの下面に固定しておくか、図8(c)の方法により、ボルト6をボルト落下防止治具9で固定しておくことで、下鋼板3を敷設して引張り接合した後に、現場で設置する上鋼板2、2AをH形鋼4の上フランジ4aに設置し、ボルト接合することができる。   Also in this case, the nut 7 is previously fixed to the lower surface of the upper flange 4a with the nut fixing bracket 8 by the method of FIGS. 8A and 8B, or the bolt 6 is fixed by the method of FIG. 8C. By fixing with the bolt fall prevention jig 9, the lower steel plate 3 is laid and joined by tension, and then the upper steel plates 2 and 2A installed at the site are installed on the upper flange 4a of the H-shaped steel 4 and bolted. can do.

図2(c)の場合は、上フランジ4aと添接板11で上鋼板2、2Aを挟み込む形式のため、図8(a)、(b)の方法で施工する際、継手部と隣接するボルト取付部に関しては、工場製作段階で仮ボルトまたは高力ボルトを仮止めしておき、上側の添接板11を設置する前に、一旦、上記の仮ボルトまたは仮止めした高力ボルトは取り外し、添接板11を設置後に高力ボルトの本締め作業を行う手順となる。   In the case of FIG. 2 (c), the upper steel plates 2 and 2A are sandwiched between the upper flange 4a and the attachment plate 11, so that when the construction is carried out by the method of FIGS. 8 (a) and 8 (b), it is adjacent to the joint portion. Regarding the bolt mounting part, the temporary bolt or the high strength bolt is temporarily fixed at the factory production stage, and the temporary bolt or the temporarily fixed high strength bolt is once removed before the upper attachment plate 11 is installed. This is the procedure for performing the final tightening operation of the high-strength bolt after the attachment plate 11 is installed.

ボルト接合部で伝達する力は、上記と同様のずれ力(床版作用力)と、連続合成桁構造においては、その負曲げ作用部は上鋼板を引張り主要部材として設計するため、上鋼板2、2Aに作用する引張力を伝達する(主桁作用)。上記のずれ力(床版作用力)に対しては、図2(b)の1面摩擦接合で同様に対応でき、引張力の伝達(主桁作用)に関しては、その作用力の大きい部位で図2(c)の2面摩擦接合構造が適用できる。   The force transmitted at the bolt joint is the same displacement force (floor slab action force) as above, and in the continuous composite girder structure, the negative bending action part is designed as a main member by pulling the upper steel plate. 2A transmits the tensile force acting on 2A (main girder action). The above-described displacement force (floor slab acting force) can be dealt with in the same manner by the one-surface friction welding shown in FIG. 2B, and the tensile force transmission (main girder action) is performed at a portion where the acting force is large. The two-surface friction bonding structure shown in FIG.

図2(c)は、図2(b)に対して、上鋼板2を上側添接板11と下側添接板(H形鋼上フランジ)4aで挟み込むことで、2面摩擦接合を可能にした構造であり、1面摩擦に対して2倍の強度を発揮し、ボルト本数を削減できる構造となる。   FIG. 2 (c) shows that the upper steel plate 2 is sandwiched between the upper joining plate 11 and the lower joining plate (H-shaped steel upper flange) 4a with respect to FIG. In this structure, the strength is doubled with respect to one-surface friction, and the number of bolts can be reduced.

図2(d)は、図2(b)において、H形鋼の上フランジ4aの幅が大きい場合、または鋼板で組み立てられたH形鋼の上フランジ4aの幅を広くした場合に、ボルト6の配列を2列にした例である。この図2(d)は、図2(c)の機能と同様に、引張力の伝達(主桁作用)に関して、その作用力の大きい部位で適用する構造となる。   FIG. 2D shows the bolt 6 in FIG. 2B when the width of the upper flange 4a of the H-shaped steel is large, or when the width of the upper flange 4a of the H-shaped steel assembled with the steel plate is increased. This is an example in which the array is arranged in two columns. FIG. 2D shows a structure in which a tensile force transmission (main girder action) is applied at a site where the acting force is large, similarly to the function of FIG. 2C.

以上の図2(a)〜(d)の現場施工においては、橋面上からの作業であり、足場を必要としない。   2 (a) to 2 (d) are work from the bridge surface and do not require a scaffold.

図3は、下鋼板ボルト接合タイプであり、図2を逆さにして施工する例である。例えば、損傷した既設床版の取替え工事等に適用する事例であり、現場継手部の施工は床版下面に足場が設置され、床版下面から施工する。接合施工は、下面からの特殊な施工となるが、図2のように上面にボルト頭や添接板による凹凸が生じず、防水層や舗装の施工性が良い。   FIG. 3 shows a lower steel plate bolt joint type, which is an example in which FIG. 2 is inverted. For example, it is an example applied to the replacement work of a damaged existing floor slab, and the construction of the field joint is performed from the bottom of the floor slab with a scaffold installed on the bottom of the floor slab. The joint construction is a special construction from the lower surface, but as shown in FIG. 2, the upper surface does not have irregularities due to the bolt head or the attachment plate, and the workability of the waterproof layer and the pavement is good.

図4は、上下鋼板ボルト接合タイプであり、上鋼板2と下鋼板3の両方をH形鋼4の上下フランジ4a、4bに高力ボルト摩擦接合する例である。上鋼板2、下鋼板3ともにH形鋼4にボルト接合することで溶接工程の削減ができ、かつ、溶接作業熟練工の省力化も図れる。殆どの鋼製部材の製作工程がボルト接合工程になるため、工場での組み立て、製作が容易になる。なお、この場合の現場継手構造は、図2(b)〜(d)、図3(b)〜(d)を適用できる。   FIG. 4 is an example of an upper and lower steel plate bolt joint type, and is an example in which both the upper steel plate 2 and the lower steel plate 3 are frictionally joined to the upper and lower flanges 4 a and 4 b of the H-section steel 4. Both the upper steel plate 2 and the lower steel plate 3 can be bolted to the H-section steel 4 to reduce the welding process and to save labor for skilled workers in welding work. Since the manufacturing process of most steel members is a bolt joining process, assembly and manufacturing at the factory becomes easy. In addition, FIG.2 (b)-(d) and FIG.3 (b)-(d) are applicable to the field joint structure in this case.

図5は、継手部の上下面添接板継手構造であり、図2(b)〜(d)における下鋼板3の継手構造を添接板12と高力ボルト13により摩擦接合とする例である。高力ボルトによる引張り接合構造に比べて、施工時の誤差吸収が摩擦継手拡大孔や添接板のサイズにより吸収可能なため、施工誤差吸収用の継手構造として用いることができる。   FIG. 5 shows an upper and lower surface contact plate joint structure of the joint portion, and an example in which the joint structure of the lower steel plate 3 in FIGS. 2 (b) to 2 (d) is friction bonded by the contact plate 12 and the high strength bolt 13. is there. Compared to a tensile joint structure using high-strength bolts, error absorption at the time of construction can be absorbed by the size of the friction joint expansion hole and the attachment plate, so that it can be used as a joint structure for absorbing construction errors.

以上の実施形態の何れの場合も、鋼殻パネル内部の各セルにコンクリート等の中詰材を充填することで、橋梁等の床版に適用可能な合成床版として機能する。   In any of the above embodiments, each cell inside the steel shell panel is filled with a filling material such as concrete to function as a composite floor slab applicable to a floor slab such as a bridge.

図6、図7は、図2、図3の鋼殻バネルの下面に形鋼を取り付けた下面リブ補強構造の例である。図6は、図2、図3の鋼殻パネルの下面にH形鋼14をボルト接合や溶接で取り付ける例であり、下面に形鋼を取り付けることで、床版支間方向の剛性を高くすることができ、コンクリート厚を低減でき、床版の死荷重を軽減できる効果がある。   6 and 7 are examples of a bottom rib reinforcing structure in which a shape steel is attached to the bottom surface of the steel shell bunnels of FIGS. FIG. 6 is an example in which the H-section steel 14 is attached to the lower surface of the steel shell panel of FIGS. 2 and 3 by bolting or welding. By attaching the shape steel to the lower surface, the rigidity in the direction between the floor slabs is increased. The concrete thickness can be reduced, and the dead load of the floor slab can be reduced.

図7は、図6における構造の主桁との取り合い構造に関する例であり、下面に取り付けたH形鋼14に隔壁となる部材15と、H形鋼14の下面に底板となる鋼板部材16を取り付けることで、充填材を施工でき、主桁20と鋼殻パネルをずれ止め21と充填材で一体化することができる。   FIG. 7 is an example relating to the structure of engagement with the main girder of the structure in FIG. 6, with a member 15 serving as a partition wall on the H-section steel 14 attached to the lower surface, and a steel plate member 16 serving as a bottom plate on the lower surface of the H-section steel 14. By attaching, a filler can be constructed and the main girder 20 and the steel shell panel can be integrated with the stopper 21 and the filler.

本発明の複合床版の一実施形態(上鋼板ボルト接合タイプ)を示す鉛直断面図である。It is a vertical sectional view showing one embodiment (upper steel plate bolt joint type) of the composite floor slab of the present invention. 図1の複合床版(上鋼板ボルト接合タイプ)の部分を示す鉛直断面図であり、(a)は一般部、(b)〜(d)は継手部である。FIG. 2 is a vertical sectional view showing a portion of the composite floor slab (upper steel plate bolted type) in FIG. 1, (a) is a general part, and (b) to (d) are joint parts. 本発明の複合床版の他の実施形態(下鋼板ボルト接合タイプ)を示す鉛直断面図であり、(a)は一般部、(b)〜(d)は継手部である。It is a vertical sectional view which shows other embodiment (lower steel plate bolting type) of the composite floor slab of this invention, (a) is a general part, (b)-(d) is a joint part. 本発明の複合床版の他の実施形態(上下鋼板ボルト接合タイプ)を示す一般部の鉛直断面図である。It is a vertical sectional view of the general part showing other embodiments (upper and lower steel plate bolt joint type) of the composite floor slab of the present invention. 本発明の複合床版の継手部における下鋼板の継手構造の異なる実施形態を示す鉛直断面図である。It is a vertical sectional view which shows different embodiment of the joint structure of the lower steel plate in the joint part of the composite floor slab of this invention. 本発明の複合床版の下面にリブ補強を施した実施形態を示す鉛直断面図である。It is a vertical sectional view showing an embodiment in which rib reinforcement is applied to the lower surface of the composite floor slab of the present invention. 本発明の複合床版の下面にリブ補強を施した他の実施形態を示す鉛直断面図である。It is a vertical sectional view which shows other embodiment which gave rib reinforcement to the lower surface of the composite floor slab of this invention. 本発明の複合床版に用いる片側から施工できるボルトの構造を示す鉛直断面図である。It is a vertical sectional view which shows the structure of the volt | bolt which can be constructed from the one side used for the composite floor slab of this invention.

符号の説明Explanation of symbols

1…複合床版
2…上鋼板
2A…継手部の鋼板
2a…立上り片
3…下鋼板
3A…継手部の鋼板
3a…立上り片
4…H形鋼
4a…上フランジ
4b…下フランジ
5…ボルト孔
6…高力ボルト
7…ナット
8…ナット固定金具
9…ボルト落下防止治具
10…高力ボルト
11…添接板
12…添接板
13…高力ボルト
14…H形鋼
15…隔壁部材
16…鋼板部材
20…主桁
21…ずれ止め
DESCRIPTION OF SYMBOLS 1 ... Composite floor slab 2 ... Upper steel plate 2A ... Steel plate 2a ... Rising piece 3 ... Lower steel plate 3A ... Steel plate 3a ... Rising piece 4 ... H-shaped steel 4a ... Upper flange 4b ... Lower flange 5 ... Bolt hole 6 ... High-strength bolt 7 ... Nut 8 ... Nut fixing bracket 9 ... Bolt drop prevention jig 10 ... High-strength bolt 11 ... Jaw plate 12 ... Jaw plate 13 ... High-strength bolt 14 ... H-section steel 15 ... Partition member 16 ... Steel member 20 ... Main girder 21 ... Slip prevention

Claims (5)

上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の上フランジに上鋼板が添接されてボルト接合されていることを特徴とする複合床版。   A composite slab having an upper steel plate and a lower steel plate, in which shape steels having upper and lower flanges are arranged in parallel at a predetermined interval between the upper steel plate and the lower steel plate, and the upper steel plate is attached to the upper flange of the shape steel. Composite floor slab characterized by being in contact and bolted. 上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の下フランジに下鋼板が添接されてボルト接合されていることを特徴とする複合床版。   A composite floor slab having an upper steel plate and a lower steel plate, wherein a shape steel having upper and lower flanges is arranged in parallel with a predetermined interval between the upper steel plate and the lower steel plate, and the lower steel plate is attached to the lower flange of the shape steel. Composite floor slab characterized by being in contact and bolted. 上鋼板と下鋼板を有する複合床版であって、上下フランジを有する形鋼が上鋼板と下鋼板の間に所定の間隔をおいて並列配置され、前記形鋼の上フランジに上鋼板が添接されてボルト接合され、前記形鋼の下フランジに下鋼板が添接されてボルト接合されていることを特徴とする複合床版。   A composite slab having an upper steel plate and a lower steel plate, in which shape steels having upper and lower flanges are arranged in parallel at a predetermined interval between the upper steel plate and the lower steel plate, and the upper steel plate is attached to the upper flange of the shape steel. A composite floor slab characterized by being joined and bolted, and having a lower steel plate attached to a lower flange of the shape steel and bolted. 請求項1〜請求項3までのいずれか一つに記載の複合床版において、下鋼板の下面に形鋼が設けられていることを特徴とする複合床版。   The composite floor slab according to any one of claims 1 to 3, wherein a shape steel is provided on a lower surface of the lower steel plate. 請求項4に記載の複合床版において、下鋼板下面の形鋼の下面に鋼板が設けられていることを特徴とする複合床版。   5. The composite floor slab according to claim 4, wherein a steel plate is provided on the lower surface of the shape steel on the lower surface of the lower steel plate.
JP2005159711A 2005-05-31 2005-05-31 Composite floor slab Withdrawn JP2006336231A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106312355A (en) * 2016-10-31 2017-01-11 中国冶集团有限公司 Method for welding bridge cornice decorative sheets
JP2020197065A (en) * 2019-06-03 2020-12-10 株式会社竹中工務店 Steel plate slab structure, and construction method of the same
CN114687290A (en) * 2022-04-07 2022-07-01 浙江交工集团股份有限公司 Construction method of shaped steel cast-in-place slab steel mixed beam
JP7452745B2 (en) 2020-03-23 2024-03-19 Jfeエンジニアリング株式会社 Jackets, jacket structures and methods of constructing jacket structures

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106312355A (en) * 2016-10-31 2017-01-11 中国冶集团有限公司 Method for welding bridge cornice decorative sheets
JP2020197065A (en) * 2019-06-03 2020-12-10 株式会社竹中工務店 Steel plate slab structure, and construction method of the same
JP7307596B2 (en) 2019-06-03 2023-07-12 株式会社竹中工務店 Construction method of steel plate slab structure
JP7452745B2 (en) 2020-03-23 2024-03-19 Jfeエンジニアリング株式会社 Jackets, jacket structures and methods of constructing jacket structures
CN114687290A (en) * 2022-04-07 2022-07-01 浙江交工集团股份有限公司 Construction method of shaped steel cast-in-place slab steel mixed beam
CN114687290B (en) * 2022-04-07 2024-04-26 浙江交工集团股份有限公司 Construction method of steel-cast-in-situ plate steel-concrete composite beam

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