JP7369606B2 - Fatigue crack prevention structure for steel bridges with vertical stiffeners - Google Patents
Fatigue crack prevention structure for steel bridges with vertical stiffeners Download PDFInfo
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Description
本発明は、鋼床版橋、コンクリート床版橋、および無道床の鉄道橋などの垂直補剛材を備える鋼橋の疲労き裂防止構造に関する。 The present invention relates to a fatigue crack prevention structure for steel bridges including vertical stiffeners, such as steel deck bridges, concrete deck bridges, and railway bridges without trackbeds.
本件明細書中の用語について、用語「タッピングボルト」は、接合される複数の部材の少なくとも一方におけるめねじ加工が施されていない下穴に、直接にねじ込むことによって、自らねじ切りをしつつ進み、めねじを塑性変形によって形成して、ねじ接合するボルトまたはねじであり、また、自らねじ切りをしつつ進み、めねじを弾性変形によって、または切削加工して形成して、ねじ接合するボルトまたはねじを含む。「タッピングボルト」は、スレッドローリングスクリュ（略称ＴＲＳ（登録商標））、スレッドフォーミングスクリュ、タッピンねじ、タップボルトなどを含む概念として、解釈されなければならない。 Regarding the terms used in this specification, the term "tapping bolt" refers to a bolt that is screwed directly into a pilot hole that is not threaded in at least one of a plurality of members to be joined, and progresses while threading itself. Bolts or screws that are formed by plastic deformation of a female thread and screwed together, or bolts or screws that cut their own threads and are formed by elastic deformation or cutting to form a screw connection. including. "Tapping bolt" must be interpreted as a concept that includes thread rolling screws (abbreviated as TRS®), thread forming screws, self-tapping screws, tap bolts, etc.
上下方向は、鋼床版が施工された橋梁における地上から見た方向であり、図面中のみの上下方向は、その図面を指摘する。 The vertical direction is the direction seen from the ground of the bridge on which the steel deck slab has been constructed, and the vertical direction only in a drawing refers to that drawing.
従来、Ｕリブ形式の鋼床版において、デッキブレートと、箱桁などの主桁ウエブに取付けられる矩形平板である垂直補剛材の上端部とが、隅肉溶接によって接合され、この接合部付近に疲労き裂が、数多く発見されている。垂直補剛材は、主桁ウエブの座屈変形を防ぎ、デッキプレートの撓み変形および縦リブを含む面外曲げ変形の軽減、さらに疲労破壊を抑えて疲労耐久性の向上などを達成するために設けられる。このタイプのき裂は，デッキブレートを貫通することによってデッキブレートの変形を増大させ、車両の走行に影響を及ぼし、舗装の損傷を誘発する。このき裂は，輪荷重の直上載荷に伴うデッキプレートの撓み変形を垂直補剛材が拘束することによって、垂直補剛材縁のまわし溶接接合部に剛性の急変による局所的な応力集中が発生し、その繰返しによって発生する。 Conventionally, in U-rib type steel deck slabs, the deck plate and the upper end of the vertical stiffener, which is a rectangular flat plate attached to the main girder web such as a box girder, are joined by fillet welding, and the area near this joint is Many fatigue cracks have been discovered in Vertical stiffeners are used to prevent buckling deformation of the main girder web, reduce deflection deformation of deck plates and out-of-plane bending deformation including vertical ribs, and further improve fatigue durability by suppressing fatigue fractures. provided. This type of crack increases the deformation of the deck plate by penetrating the deck plate, affecting vehicle running and inducing pavement damage. This crack occurs because the vertical stiffener restrains the deflection of the deck plate due to the direct loading of the wheel load, causing a localized stress concentration due to a sudden change in rigidity at the mawashi weld joint at the edge of the vertical stiffener. This occurs through repetition.
この対策として、典型的な先行技術は、既設橋を対象に、デッキプレートと矩形平板である垂直補剛材の上端部付近に、半円切欠きを切断施工して設ける（非特許文献１）。これによって、垂直補剛材の上下方向の剛性を和らげ、デッキプレートと垂直補剛材との溶接止端部の応力集中の緩和を図る。
新設橋を対象に、横リブまたは横桁の垂直補剛材の上部を斜めに切断してウエブギャップ間隔を設け、デッキプレートと溶接しない構造もある（非特許文献２）。これによって、非特許文献１と同じように垂直補剛材の上下方向の剛性を低下させる。
As a countermeasure against this problem, a typical prior art technique is to cut and construct semicircular notches in the vicinity of the upper ends of vertical stiffeners, which are deck plates and rectangular flat plates, for existing bridges (Non-Patent Document 1). . This alleviates the vertical stiffness of the vertical stiffener, and alleviates the stress concentration at the weld toe between the deck plate and the vertical stiffener.
For newly constructed bridges, there is a structure in which the upper part of the vertical stiffener of the horizontal rib or cross beam is cut diagonally to provide a web gap interval, and it is not welded to the deck plate (Non-Patent Document 2). This reduces the vertical stiffness of the vertical stiffener as in Non-Patent Document 1.
この先行技術（非特許文献１）の新たな問題は、垂直補剛材において、半円切欠きの切断縁における上下方向の中央近傍、すなわち、半円切欠きにおける主桁ウエブ寄りの底付近で、応力集中が生じ、損傷リスクがある。他の問題は、既設橋の場合、垂直補剛材に半円切欠きを設けることによって、垂直補剛材の断面を減少させて剛性、すなわち、補剛材としての性能を低下させるので、切欠きの半径を、応力集中の緩和を図るために適切な希望する大きな値に設定することができない。垂直補剛材に半円切欠きを設ける構成は、新設する鋼橋に関連して実施されていない。
もう１つの先行技術（非特許文献２）では、垂直補剛材の上部を切断すると、当然ながら、切断個所の剛性が不足し、切断部に疲労損傷が出やすくなる、という問題がある。
A new problem with this prior art (non-patent document 1) is that in the vertical stiffener, near the vertical center of the cut edge of the semicircular notch, that is, near the bottom of the semicircular notch near the main girder web. , stress concentrations occur and there is a risk of damage. Another problem is that in the case of existing bridges, providing semicircular notches in the vertical stiffeners reduces the cross section of the vertical stiffeners and reduces their stiffness, that is, their performance as stiffeners. The radius of the notch cannot be set to a desired large value that is appropriate for alleviating stress concentration. The configuration of semicircular notches in vertical stiffeners has not been implemented in connection with newly constructed steel bridges.
Another prior art (non-patent document 2) has a problem in that when the upper part of the vertical stiffener is cut, the rigidity of the cut portion is naturally insufficient, and fatigue damage is likely to occur at the cut portion.
本発明の目的は、垂直補剛材の剛性を低下させることなく、鋼床版のデッキプレートまたはコンクリート床版などを支持する主桁の上フランジと垂直補剛材の上端部との接合部付近における応力集中を緩和させるようにした垂直補剛材を備える鋼橋の疲労き裂防止構造を提供することである。 An object of the present invention is to provide a structure near the joint between the upper flange of the main girder and the upper end of the vertical stiffener that supports a deck plate of a steel deck slab or a concrete deck slab without reducing the rigidity of the vertical stiffener. An object of the present invention is to provide a fatigue crack prevention structure for a steel bridge, which is provided with a vertical stiffener designed to alleviate stress concentration in the steel bridge.
本件明細書中、理解の便宜のために、異なる実施の形態などにおける対応する構成要素には、同じ、または、関連する参照符を付す。また、対応する内容が記載されている段落を（ ）内に示す。接合部を、溶接部または溶接と呼ぶことがある。
本発明は、
主桁２１（図２）、８４（図１５）のウエブ２３、８６に取付けられる垂直補剛材２４、８７の上端部４１と、
鋼床版１１のデッキプレート１２とが、またはコンクリート床版８２もしくは鉄道線路の枕木を支持する主桁８４の上フランジ８５とが、溶接される接合部４２付近において、
前記垂直補剛材２４、８７の前記上端部４１に、前記ウエブ２３、８６から橋軸直角方向に遠ざかる方向に延びる突出部４７、８９が形成され、
前記突出部４７、８９の先端５１から下方に連なる端面５０が、
下方になるにつれて前記ウエブ２３、８６に近付く方向に弯曲してくぼんでおり、１／４の円周である凹部５２と、
前記凹部５２の前記ウエブ２３、８６寄りに最も近い下端５４から接線方向に、前記垂直補剛材２４、８７の下端部４３まで前記ウエブ２３、８６に平行に延びる延在面５３とを含み、
前記垂直補剛材２４、８７は、
前記突出部４７、８９を有さない予め定める設計基準に従う寸法および剛性を有し、前記延在面５３を形成する矩形平板部４６、８８を有し、
前記突出部４７、８９は、前記矩形平板部４６、８８の上部に連なり、突出部長さＬ４７だけ突出して延びて凹部５２を形成し、
前記突出部４７、８９の先端５１の前記デッキプレート１２または前記上フランジ８５の下面から下方の高さＤ５１は、溶接サイズＤ４２を超え、そのサイズＤ４２に近似した値を有し、
前記凹部５２は、前記垂直補剛材２４、８７の厚さｔ２４の２～７倍の半径Ｒ５２を有する円弧に形成され（段落［００３９］）、
前記垂直補剛材２４、８７の前記上端部４１は、デッキプレート１２または前記上フランジ８５に、
前記突出部４７、８９の前記突出部長さＬ４７を有する第１溶接領域と、その第１溶接領域に続く前記ウエブ２３、８６寄りの予め定める長さＬ６３を有する第２溶接領域６３とでは、完全溶込み溶接（図９、図１１）され、
前記第２溶接領域６３よりも前記ウエブ２３、８６寄りに、前記第２溶接領域６３に続く遷移領域６６と残余の第３溶接領域６７とが形成され、前記第３溶接領域６７では、両側の溶接金属６４、６５間の溶接されないルート幅Ｗ１（図１０）が存在する両面隅肉溶接され、前記遷移領域６６では、前記ウエブ２３、８６に近付くにつれて完全溶込み溶接から両側の溶接金属間の溶接されないルート幅が、前記第２溶接領域６３における零から前記ウエブ２３、８６に近付くにつれて大きな値に変化するように設定され、
前記垂直補剛材２４、８７の前記上端部４１の前記ウエブ２３、８６寄りにスカラップ６８が形成され、
前記先端５１および前記スカラップ６８でまわし溶接され、
前記垂直補剛材２４、８７の下端部４３は、前記主桁２１（図２）、８４（図１５）の下フランジ２２の上面にメタルタッチによって当接し（段落［００４３］）、
前記垂直補剛材２４、８７の幅方向（図８の左右方向）の基端部４８は、前記ウエブ２３、８６に溶接４９されることを特徴とする垂直補剛材を備える鋼橋の疲労き裂防止構造である。
In this specification, for convenience of understanding, corresponding components in different embodiments are given the same or related reference numerals. In addition, the paragraph containing the corresponding content is shown in parentheses. A joint is sometimes referred to as a weld or a weld.
The present invention
the upper end 41 of the vertical stiffeners 24, 87 attached to the webs 23, 86 of the main girders 21 (FIG. 2), 84 (FIG. 15);
In the vicinity of the joint 42 where the deck plate 12 of the steel deck 11 or the upper flange 85 of the main girder 84 that supports the concrete deck 82 or railway sleepers is welded,
Projections 47 and 89 are formed on the upper ends 41 of the vertical stiffeners 24 and 87, and extend in a direction perpendicular to the bridge axis and away from the webs 23 and 86,
An end surface 50 that continues downward from the tip 51 of the protruding portions 47, 89,
a concave portion 52 that is curved and concave toward the webs 23, 86 as it goes downward, and has a circumference of 1/4;
an extending surface 53 extending in a tangential direction from a lower end 54 of the recess 52 closest to the webs 23, 86 to a lower end 43 of the vertical stiffener 24, 87 in parallel to the webs 23, 86;
The vertical stiffeners 24, 87 are
having rectangular flat plate portions 46, 88 that do not have the protruding portions 47, 89 and have dimensions and rigidity according to predetermined design standards and form the extending surface 53;
The protrusions 47 and 89 are connected to the upper parts of the rectangular flat plate parts 46 and 88, and extend by a protrusion length L47 to form a recess 52,
A height D51 of the tips 51 of the protrusions 47, 89 from the lower surface of the deck plate 12 or the upper flange 85 has a value that exceeds the welding size D42 and approximates the size D42,
The recess 52 is formed into an arc having a radius R52 that is 2 to 7 times the thickness t24 of the vertical stiffeners 24, 87 (paragraph [0039]),
The upper ends 41 of the vertical stiffeners 24, 87 are attached to the deck plate 12 or the upper flange 85,
A first welding region having a length L47 of the protruding portion of the protruding portions 47, 89 and a second welding region 63 having a predetermined length L63 adjacent to the webs 23, 86 following the first welding region are completely welded. Penetration welding (Fig. 9, Fig. 11) is carried out,
A transition region 66 following the second welding region 63 and a remaining third welding region 67 are formed closer to the webs 23, 86 than the second welding region 63, and in the third welding region 67, A double-sided fillet weld is performed in which there is an unwelded root width W1 (FIG. 10) between the weld metals 64 and 65, and in the transition region 66, as the webs 23 and 86 are approached, the weld changes from full penetration welding to between the weld metals on both sides. The unwelded root width is set to change from zero in the second welding area 63 to a larger value as it approaches the webs 23, 86,
A scallop 68 is formed on the upper end portion 41 of the vertical stiffener 24, 87 near the web 23, 86,
The tip 51 and the scallop 68 are welded together,
The lower end portions 43 of the vertical stiffeners 24, 87 abut on the upper surfaces of the lower flanges 22 of the main beams 21 (FIG. 2), 84 (FIG. 15) by metal touch (paragraph [0043]),
Fatigue of a steel bridge equipped with vertical stiffeners, characterized in that base ends 48 in the width direction (horizontal direction in FIG. 8) of the vertical stiffeners 24, 87 are welded 49 to the webs 23, 86. It has a crack-proof structure.
本発明によれば、箱桁橋またはＩ桁橋などにおいて、鋼床版のデッキプレートまたはコンクリート床版もしくは鉄道線路の枕木を支持する主桁の上フランジと、主桁のウエブに溶接されて取付けられる垂直補剛材の上端部とが溶接されて接合部が形成される。コンクリート床版は、鉄筋コンクリート床版またはプレストレストコンクリート床版などのコンクリート系床版を含み、そのハンチは鋼桁の上フランジによって支持される。垂直補剛材は、上下に延び、その基端部が主桁ウエブに溶接され、その上端部がデッキプレートまたは上フランジと溶接される。
垂直補剛材の上端部には、その直上に鋼床版のデッキプレートまたはコンクリート床版もしくは鉄道線路の枕木が載っていて、輪荷重が作用して溶接接合部が疲労損傷する部位であり、本発明は、同様な類似の構造の全てに適用可能である。垂直補剛材の上端部の溶接接合部付近において、その上端部には、突出部が主桁ウエブから橋軸直角方向に遠ざかる方向に延びて形成される。突出部を有する垂直補剛材は、主桁のウエブに垂直であってもよい。
コンクリート床版は、鉄道橋における一対の軌条であるレールが取付けられる軌道スラブを備える構成を含む。軌道スラブは、たとえば、コンクリート路盤の上に設置されて道床を実現する。
本発明はまた、鉄道の線路を構成する一対の軌条が取付けられる枕木を、主桁の上フランジによって、または縦桁の上フランジによって、支持する無道床の鉄道橋などにも実施できる。
According to the present invention, in a box girder bridge or an I-girder bridge, the upper flange of the main girder that supports the deck plate of the steel deck, the concrete deck, or the sleepers of the railway track is welded to the web of the main girder. The upper ends of the vertical stiffeners are welded together to form a joint. Concrete slabs include concrete-based slabs, such as reinforced concrete slabs or prestressed concrete slabs, the corbels of which are supported by upper flanges of steel girders. The vertical stiffeners extend vertically and are welded at their proximal ends to the main spar web and at their upper ends to the deck plate or top flange.
The upper end of the vertical stiffener has a steel deck plate, a concrete deck plate, or a railroad track sleeper placed directly above it, and this is the area where the welded joint is subject to fatigue damage due to wheel loads. The invention is applicable to all similar similar structures. In the vicinity of the welded joint at the upper end of the vertical stiffener, a protrusion is formed at the upper end so as to extend away from the main girder web in a direction perpendicular to the bridge axis. The vertical stiffeners with projections may be perpendicular to the web of the main spar.
Concrete decks include configurations that include a track slab to which a pair of rails on a railway bridge are attached. A track slab, for example, is installed on top of a concrete roadbed to provide a trackbed.
The present invention can also be applied to a railroad bridge without a trackbed, in which sleepers to which a pair of rails constituting a railroad track are attached are supported by the upper flange of the main girder or by the upper flange of the longitudinal girder.
突出部の先端から下方に連なる端面は、下方になるにつれて主桁ウエブに近付く方向に弯曲してくぼんだ凹部と、その凹部の主桁ウエブ寄りに最も近い下端から、垂直補剛材の下端部まで主桁ウエブに平行に延びる延在面とを含む。凹部は、円または楕円などの一部でもよいが、その他の丸みをおびた弯曲した形状を有してもよく、フィレット構造と呼ぶこともできる。延在面は、凹部の主桁ウエブ寄りに最も近い下端から、垂直補剛材の下端部まで主桁ウエブに平行に延びる。この延在面は、突出部とともに働いて、鋼床版のデッキプレートと垂直補剛材の上端部との接合部付近における応力集中が、またはコンクリート床版を支持する主桁の上フランジと垂直補剛材の上端部との接合部付近における応力集中が、緩和、抑制されて全体的にバランスさせるように、延びて形成され、主桁ウエブにほぼ平行に、もしくは、わずかに傾斜して延びてもよく、または、上下方向に沿って橋軸直角方向の凹凸などが形成されてもよく、このような改変も本発明の精神に含まれる。 The end surface that continues downward from the tip of the protrusion includes a concave portion that curves downward toward the main girder web, and a concave portion that extends from the lower end of the concave portion closest to the main girder web to the lower end of the vertical stiffener. and an extending surface extending parallel to the main girder web. The recess may be a part of a circle or an ellipse, but may also have other rounded or curved shapes, and may also be referred to as a fillet structure. The extension surface extends parallel to the main spar web from the lower end of the recess closest to the main spar web to the lower end of the vertical stiffener. This extension plane works in conjunction with the protrusion to reduce stress concentration near the joint between the deck plate of the steel deck and the top of the vertical stiffener, or perpendicular to the top flange of the main girder supporting the concrete deck. It is formed to extend so that the stress concentration near the joint with the upper end of the stiffener is relaxed, suppressed, and balanced overall, and extends approximately parallel to the main girder web or at a slight inclination. Alternatively, unevenness in the direction perpendicular to the bridge axis may be formed along the vertical direction, and such modifications are also included in the spirit of the present invention.
したがって、垂直補剛材の上端部は、凹部が形成される突出部を有するので、突出部における剛性が、垂直補剛材の残余の部分に比べて、低下される。そのため、特に、突出部の先端とデッキプレートまたは前記上フランジとに作用する応力を低減することができ、垂直補剛材の上端部付近における溶接接合部に局所的な応力集中が緩和され、デッキプレートまたは上フランジに進展する疲労き裂の発生が防がれる。凹部は、応力集中および疲労き裂などの発生を防ぐために最適な寸法、形状を選ぶことができ、この場合、凹部が大きくても、その凹部による垂直補剛材の剛性の不足が生じないように構成することができる。本発明は、新設する鋼橋に関連して好適に実施することができるが、既設橋の補修のためにも実施することができる。
凹部の端面は弯曲して滑らかであり、その凹部の主桁ウエブ寄りに最も近い下端から、延在面が垂直補剛材の下端部まで主桁ウエブに平行に延びるので、垂直補剛材に応力集中が発生することが防がれる。そのため、垂直補剛材の疲労損傷を防ぐことができる。
本発明によれば、垂直補剛材の矩形平板部は、本来必要な寸法および剛性、たとえば、上下方向の剛性を有するように予め定める設計基準に従って、従来どおりの実務で容易に設計して構成することができる。矩形平板部の上部と、それに連なって主桁ウエブから橋軸直角方向に遠ざかる方向に延びる突出部とは、垂直補剛材の上端部４１を構成する。矩形平板部と突出部とを有する垂直補剛材は、たとえば、単一枚の厚さが一様な鋼板から容易に製造できる。
突出部の先端の高さＤ５１は、溶接サイズＤ４２を超え、そのサイズＤ４２に近似した値を有する。したがって、突出部の先端は、接合部の溶接止端よりも下方まで延び、凹部が、垂直補剛材の上端部のデッキプレートまたは前記上フランジの下面との溶接強度を低下することはない。しかも、その凹部の上端をデッキプレートまたは前記上フランジの下面に近付けて突出部の先端の上下方向の剛性を弱めることができるので、デッキプレートまたは前記上フランジに作用する応力を可及的に緩和できる。
L039_16L039_16 凹部は、垂直補剛材の厚さｔ２４の２～７倍、好ましくは、３～５倍の半径を有する円弧を含んで形成される。これによって、本件発明者は、前述の応力緩和を上首尾に達成でき、応力集中の発生を防止でき、疲労損傷を防ぐことができることを確認した。
本発明によれば、主桁ウエブと平行な延在面は、凹部の下端から接線方向に延びるので、垂直補剛材における応力集中の発生を防止できる。
凹部は、たとえば、円の１／４の円周を成す円弧であってもよい。凹部５２である円の半径Ｒ５２（図８）を大きくすると、接合部４２の応力は減るが、母材部である垂直補剛材２４の応力は増え、また、半径Ｒ５２を小さくすると、その逆になるので、接合部４２と垂直補剛材２４の各応力の両者がバランスよく応力緩和できる最適な半径Ｒ５２が選択される。
本発明によれば、垂直補剛材の上端部におけるデッキプレートまたは前記上フランジとの溶接による接合部において、突出部では、デッキプレートまたは前記上フランジに完全溶込み溶接され、さらに突出部から主桁ウエブ寄りの予め定める遷移領域でも、同じく完全溶込み溶接されてもよい。これによって、少なくとも突出部は、デッキプレートまたは前記上フランジに大きな溶接強度で固定されて一体になるので、デッキプレートまたは前記上フランジからの下向きの力が突出部に円滑に作用して応力緩和され、特に、突出部の先端付近に応力集中が発生することはない。完全溶込み溶接は、たとえば、レ形または
Ｋ形などの開先溶接によって実現してもよい。突出部、さらに遷移領域よりも主桁ウエブ寄りの領域では、両面隅肉溶接され、実施の他の形態では、片面隅肉溶接または部分溶込み溶接されてもよい。本発明の他の考え方によれば、垂直補剛材の上端部とデッキプレートまたは前記上フランジとの接合部は、完全溶込み溶接されてもよい。
本発明によれば、デッキプレート側だけではなく、上部がコンクリート床版の場合と同様に、垂直補剛材側の溶接止端部や、溶接ルート部からの疲労き裂の発生も防止できる。
本発明は、
主桁２１（図２）、横桁８（図５）、および横リブ９（図６）のうちから選ばれる１つが有するウエブ２３に取付けられる垂直補剛材２４、１０１、１０２の上端部４１と、
前記鋼床版１１のデッキプレート１２とが溶接される接合部４２付近において、
前記垂直補剛材２４、１０１、１０２の前記上端部４１に、前記ウエブ２３から橋軸直角方向に遠ざかる方向に延びる突出部４７が形成され、
前記突出部４７の先端５１から下方に連なる端面５０が、
下方になるにつれて前記ウエブ２３に近付く方向に弯曲してくぼんでおり、１／４の円周である凹部５２と、
前記凹部５２の前記ウエブ２３寄りに最も近い下端５４から接線方向に、前記垂直補剛材２４、１０１、１０２の下端部４３まで前記ウエブ２３に平行に延びる延在面５３とを含み、
前記垂直補剛材２４、１０１、１０２は、
前記突出部４７を有さない予め定める設計基準に従う寸法および剛性を有し、前記延在面５３を形成する矩形平板部４６を有し、
前記突出部４７は、前記矩形平板部４６の上部に連なり、突出部長さＬ４７だけ突出して延びて凹部５２を形成し、
前記突出部４７の先端５１の前記デッキプレート１２の下面から下方の高さＤ５１は、溶接サイズＤ４２を超え、そのサイズＤ４２に近似した値を有し、
前記凹部５２は、前記垂直補剛材２４、１０１、１０２の厚さｔ２４の２～７倍の半径Ｒ５２を有する円弧に形成され（段落［００３９］）、
前記垂直補剛材２４、１０１、１０２の前記上端部４１は、デッキプレート１２に、
前記突出部４７の前記突出部長さＬ４７を有する第１溶接領域と、その第１溶接領域に続く前記ウエブ２３寄りの予め定める長さＬ６３を有する第２溶接領域６３とでは、完全溶込み溶接（図９、図１１）され、
前記第２溶接領域６３よりも前記ウエブ２３寄りに、前記第２溶接領域６３に続く遷移領域６６と残余の第３溶接領域６７とが形成され、前記第３溶接領域６７では、両側の溶接金属６４、６５間の溶接されないルート幅Ｗ１（図１０）が存在する両面隅肉溶接され、前記遷移領域６６では、前記ウエブ２３に近付くにつれて完全溶込み溶接から両側の溶接金属間の溶接されないルート幅が、前記第２溶接領域６３における零から前記ウエブ２３に近付くにつれて大きな値に変化するように設定され、
前記垂直補剛材２４、１０１、１０２の前記上端部４１の前記ウエブ２３寄りにスカラップ６８が形成され、
前記先端５１および前記スカラップ６８でまわし溶接され、
前記垂直補剛材２４、８７の前記下端部４３は、主桁２１（図２）、横桁８（図５）、および横リブ９（図６）のうちの前記１つの下フランジ２２の上面にメタルタッチによって当接し（段落［００４３］）、
前記垂直補剛材２４、１０１、１０２の幅方向（図８の左右方向）の基端部４８は、ウエブ２３に溶接４９されることを特徴とする垂直補剛材を備える鋼橋の疲労き裂防止構造である。
本発明によれば、前述と同じように、鋼床版のデッキプレートと垂直補剛材の上端部との接合部付近における応力集中が、緩和、抑制される。主桁、横桁、および横リブは、後述の実施の形態の鋼橋における構成だけでなく、その他の構成も含み、たとえば、ウエブの上下にフランジをそれぞれ有する構成であってもよい。
本発明はまた、鉄道の線路を一対の軌条とともに構成する枕木を、主桁、横桁、横リブ、または縦桁の上フランジによって支持する無道床の鉄道橋などにも実施できる。本発明は、下路Ｉ桁や下路トラスの縦桁の上フランジに枕木が載る構成も含む。
後述の実施の形態では、鋼橋１は、鋼床版１１のデッキプレート１２が、主桁２１（図２）、横桁８（図５）、および横リブ９（図６）の上フランジを兼ねて構成される。
本発明は、
前記第２溶接領域６３の長さＬ６３は、前記垂直補剛材２４の厚さｔ２４の２．０～２．５倍であり、前記遷移領域６６の長さＬ６６は、前記垂直補剛材２４の厚さｔ２４の３～６倍であることを特徴とする（段落［００３９］）。
Thus, the upper end of the vertical stiffener has a protrusion in which the recess is formed, so that the stiffness at the protrusion is reduced compared to the remaining part of the vertical stiffener. Therefore, in particular, the stress acting on the tip of the protrusion and the deck plate or the upper flange can be reduced, and the local stress concentration at the weld joint near the upper end of the vertical stiffener is alleviated, and the deck This prevents fatigue cracks from propagating to the plate or upper flange. The optimal size and shape of the recess can be selected to prevent stress concentration and the occurrence of fatigue cracks, etc. In this case, even if the recess is large, the vertical stiffener should not lack rigidity due to the recess. It can be configured as follows. Although the present invention can be suitably implemented in connection with newly constructed steel bridges, it can also be implemented for repairing existing bridges.
The end surface of the recess is curved and smooth, and the extension surface extends parallel to the main girder web from the lower end of the recess closest to the main girder web to the lower end of the vertical stiffener. Stress concentrations are prevented from occurring. Therefore, fatigue damage to the vertical stiffener can be prevented.
According to the present invention, the rectangular plate portion of the vertical stiffener can be easily designed and constructed in accordance with a predetermined design standard in accordance with a predetermined design standard so as to have originally required dimensions and stiffness, for example, stiffness in the vertical direction. can do. The upper part of the rectangular flat plate part and the protruding part connected thereto and extending away from the main girder web in the direction perpendicular to the bridge axis constitute the upper end part 41 of the vertical stiffener. A vertical stiffener having a rectangular plate and a protrusion can be easily manufactured, for example, from a single, uniformly thick steel plate.
The height D51 of the tip of the protrusion exceeds the weld size D42 and has a value close to the weld size D42. Therefore, the tip of the protrusion extends below the weld toe of the joint, and the recess does not reduce the strength of the weld between the upper end of the vertical stiffener and the lower surface of the deck plate or the upper flange. Furthermore, the upper end of the recess can be brought closer to the lower surface of the deck plate or the upper flange to weaken the vertical rigidity of the tip of the protrusion, thereby alleviating the stress acting on the deck plate or the upper flange as much as possible. can.
L039_16L039_16 The recess is formed including a circular arc having a radius of 2 to 7 times, preferably 3 to 5 times, the thickness t24 of the vertical stiffener. As a result, the inventor of the present invention has confirmed that the aforementioned stress relaxation can be successfully achieved, stress concentration can be prevented from occurring, and fatigue damage can be prevented.
According to the present invention, since the extending surface parallel to the main girder web extends tangentially from the lower end of the recess, it is possible to prevent stress concentration from occurring in the vertical stiffener.
The recess may be, for example, an arc having a circumference of 1/4 of a circle. If the radius R52 (FIG. 8) of the circle that is the recess 52 is increased, the stress in the joint 42 will decrease, but the stress in the vertical stiffener 24, which is the base material, will increase, and vice versa. Therefore, the optimum radius R52 is selected that allows stress relaxation of both the joint portion 42 and the vertical stiffener 24 in a well-balanced manner.
According to the present invention, in the welded joint with the deck plate or the upper flange at the upper end of the vertical stiffener, the protruding part is fully penetration welded to the deck plate or the upper flange, and furthermore, the main part from the protruding part A predetermined transition region near the girder web can also be fully penetrated welded. As a result, at least the protrusion is fixed to the deck plate or the upper flange with great welding strength and is integrated with the deck plate or the upper flange, so that downward force from the deck plate or the upper flange can smoothly act on the protrusion and relieve stress. In particular, no stress concentration occurs near the tip of the protrusion. Full penetration welds are, for example, rectangular or
It may be realized by groove welding such as a K-shape. The protrusion, and also the area closer to the main girder web than the transition area, is double-sided fillet welded, and in other embodiments may be single-sided fillet welded or partial penetration welded. According to another aspect of the invention, the joint between the upper end of the vertical stiffener and the deck plate or said upper flange may be full penetration welded.
According to the present invention, it is possible to prevent fatigue cracks from occurring not only from the deck plate side but also from the weld toe and weld root on the vertical stiffener side, as in the case where the upper part is a concrete slab.
The present invention
The upper end 41 of the vertical stiffeners 24, 101, 102 is attached to the web 23 of one selected from the main girder 21 (FIG. 2), the transverse beam 8 (FIG. 5), and the transverse rib 9 (FIG. 6). and,
In the vicinity of the joint 42 where the steel deck plate 11 and the deck plate 12 are welded,
A protrusion 47 that extends away from the web 23 in a direction perpendicular to the bridge axis is formed on the upper end 41 of the vertical stiffener 24, 101, 102,
An end surface 50 extending downward from the tip 51 of the protrusion 47 is
a concave portion 52 that is curved and concave toward the web 23 as it goes downward and has a circumference of 1/4;
an extending surface 53 extending in a tangential direction from a lower end 54 of the recess 52 closest to the web 23 to a lower end 43 of the vertical stiffener 24, 101, 102 in parallel to the web 23;
The vertical stiffeners 24, 101, 102 are
It has a rectangular flat plate part 46 that does not have the protrusion part 47 and has dimensions and rigidity according to predetermined design standards and forms the extension surface 53,
The protruding portion 47 is connected to the upper part of the rectangular flat plate portion 46, and extends by a protruding portion length L47 to form a recessed portion 52,
A height D51 of the tip 51 of the protrusion 47 from the lower surface of the deck plate 12 has a value that exceeds the welding size D42 and approximates the size D42,
The recess 52 is formed into an arc having a radius R52 that is 2 to 7 times the thickness t24 of the vertical stiffeners 24, 101, 102 (paragraph [0039]),
The upper ends 41 of the vertical stiffeners 24, 101, 102 are attached to the deck plate 12,
A first welding area having a length L47 of the protruding part of the protrusion 47 and a second welding area 63 having a predetermined length L63 adjacent to the web 23 following the first welding area are complete penetration welded ( 9, 11),
A transition region 66 following the second welding region 63 and a remaining third welding region 67 are formed closer to the web 23 than the second welding region 63, and in the third welding region 67, weld metal on both sides is formed. Both sides are fillet welded in which there is an unwelded root width W1 (FIG. 10) between 64 and 65, and in the transition region 66, the unwelded root width between the weld metals on both sides changes from full penetration welding as it approaches the web 23. is set to change from zero in the second welding region 63 to a larger value as it approaches the web 23,
A scallop 68 is formed near the web 23 of the upper end portion 41 of the vertical stiffener 24, 101, 102,
The tip 51 and the scallop 68 are welded together,
The lower end 43 of the vertical stiffener 24, 87 is located on the upper surface of the lower flange 22 of the one of the main beams 21 (FIG. 2), cross beams 8 (FIG. 5) and transverse ribs 9 (FIG. 6). by a metal touch (paragraph [0043]),
The base end portions 48 of the vertical stiffeners 24, 101, 102 in the width direction (horizontal direction in FIG. 8) are welded 49 to the web 23. It has a tear-proof structure.
According to the present invention, as described above, stress concentration near the joint between the deck plate of the steel deck and the upper end of the vertical stiffener is alleviated and suppressed. The main girders, cross beams, and horizontal ribs include not only the configurations in the steel bridge of the embodiment described later, but also include other configurations, for example, they may have flanges at the top and bottom of the web, respectively.
The present invention can also be implemented in railway bridges without trackbeds, etc., in which sleepers that constitute a railway track together with a pair of rails are supported by main girders, cross beams, horizontal ribs, or upper flanges of longitudinal girders. The present invention also includes a structure in which sleepers are mounted on the upper flange of the longitudinal girder of the lower I-girder or the lower passage truss.
In the embodiment described below, the steel bridge 1 is such that the deck plate 12 of the steel deck 11 connects the upper flanges of the main girder 21 (FIG. 2), the cross beam 8 (FIG. 5), and the horizontal rib 9 (FIG. 6). It is also composed of
The present invention
The length L63 of the second welding region 63 is 2.0 to 2.5 times the thickness t24 of the vertical stiffener 24, and the length L66 of the transition region 66 is 2.0 to 2.5 times the thickness t24 of the vertical stiffener 24. (paragraph [0039]).
本発明は、
（ａ）デッキプレート１２の下面に橋軸方向に延び、デッキプレート１２を補剛する閉断面縦リブ１３が設けられ、
（ａ１）橋軸方向に沿ってデッキプレート１２に垂直な対称面１４に関して左右対称に構成され、
（ａ２）デッキプレートの下面とともに橋軸方向に延びる閉空間を形成する縦リブ本体１５であって、
（ａ２－１）平板状下フランジ１７、および
（ａ２－２）下フランジ１７の両側部にそれぞれ連なって立上がる平板状ウエブ１８を有する縦リブ本体１５、および
（ａ３）デッキプレート１２の下面に配置され、縦リブ本体１５の各ウエブ１８の上端部にそれぞれ連なり、橋軸直角方向に外向きに形成される平板状取付けフランジ１６を有する閉断面縦リブ１３、ならびに
（ｂ）橋軸方向に間隔をあけて配置されるタッピングボルト３１であって、
取付けフランジ１６およびデッキプレート１２に厚さ方向に貫通して予めそれぞれ形成される複数の直円筒形の各支圧接合用下穴３５、３６に、取付けフランジ１６からデッキプレート１２へ締め込まれてめねじを自ら形成しながら進み、
デッキプレート１２および取付けフランジ１６を気密に支圧接合し、
タッピングボルト３１の端部は、デッキプレート１２の上面に突出しないタッピングボルト３１を含むことを特徴とする。
The present invention
(a) A closed cross-section vertical rib 13 is provided on the lower surface of the deck plate 12, extending in the bridge axis direction and stiffening the deck plate 12,
(a1) It is configured symmetrically with respect to a symmetry plane 14 perpendicular to the deck plate 12 along the bridge axis direction,
(a2) A vertical rib main body 15 forming a closed space extending in the bridge axis direction together with the lower surface of the deck plate,
(a2-1) a flat lower flange 17; (a2-2) a vertical rib main body 15 having flat webs 18 that stand up in series on both sides of the lower flange 17; and (a3) a lower surface of the deck plate 12. (b) a closed section vertical rib 13 having a flat mounting flange 16 which is arranged and connected to the upper end of each web 18 of the vertical rib main body 15 and is formed outward in the direction perpendicular to the bridge axis; Tapping bolts 31 arranged at intervals,
The mounting flange 16 is screwed into the deck plate 12 into a plurality of right cylindrical pilot holes 35 and 36 for bearing pressure joining, which are formed in advance through the mounting flange 16 and the deck plate 12 in the thickness direction. Proceed while forming the screw by yourself,
The deck plate 12 and the mounting flange 16 are airtightly joined together,
The end of the tapping bolt 31 is characterized by including the tapping bolt 31 that does not protrude from the upper surface of the deck plate 12.
本発明によれば、デッキプレートの下面に閉断面縦リブの取付けフランジが支圧接合ボルトであるタッピングボルトによって支圧接合され、デッキプレートが補剛されて鋼橋などの橋梁の鋼床版が構成される。タッピングボルトによる支圧接合は、高力ボルトとナットとによる摩擦接合とは異なり、水密性、気密性を確保し、デッキプレートからの漏水を防ぐ。また、デッキプレートと縦リブとを接合する溶接継手が存在しないので、そのビード貫通亀裂およびデッキ貫通亀裂が発生せず、疲労亀裂に起因する問題が根源から一掃される。 According to the present invention, the mounting flange of the closed cross-section vertical rib is connected to the lower surface of the deck plate by the tapping bolt, which is a bearing connection bolt, and the deck plate is stiffened, and the steel deck of a bridge such as a steel bridge is strengthened. configured. Bearing pressure joining using tapping bolts, unlike friction joining using high-strength bolts and nuts, ensures watertightness and airtightness and prevents water leakage from the deck plate. Furthermore, since there is no welded joint that joins the deck plate and the longitudinal rib, cracks through the bead and through the deck do not occur, and problems caused by fatigue cracks are eliminated from the source.
鋼床版は、デッキプレートが縦リブと横リブとで補剛され、舗装が施されて構成される。鋼床版は、縦桁、横桁などの床組または主桁、主構などで支持される。横リブは、床組の横桁として兼用させることもできる。桁橋の構造要素の主構造は、典型的には、箱桁形式の主桁に横桁からの荷重を受けさせるものと、Ｉ桁形式の縦桁を主桁とし、横リブからの荷重を縦桁に受けさせるものとがあり、これらの主桁は、荷重を、支承を介して下部構造に伝達する。鋼床版のデッキプレートは、これらの主桁の上フランジを構成してもよい。 A steel deck plate is constructed by stiffening the deck plate with vertical ribs and horizontal ribs and paving it. Steel deck slabs are supported by floor structures such as longitudinal girders and cross girders, main girders, and main structures. The horizontal ribs can also be used as crossbeams for the floor assembly. The main structure of the structural elements of a girder bridge is typically a box girder type main girder that receives the load from the horizontal girders, and an I girder type vertical girder that receives the load from the horizontal ribs. These main girders transmit the load to the substructure via bearings. The deck plates of the steel deck may form the upper flanges of these main girders.
デッキプレートの下面に閉断面縦リブの取付けフランジが支圧接合ボルトであるタッピングボルトによって支圧接合され、ここには、溶接継手が存在しない。したがって、溶接継手の疲労損傷に大きな悪影響を与える応力集中や溶接欠陥、残留応力がなく、デッキプレートへの疲労亀裂の進展などがなくなり、疲労耐久性の向上などの高品質の確保が容易である。そのため、輪荷重位置のデッキプレートの最小板厚を薄くできる。 The mounting flange of the closed cross-section vertical rib is connected to the lower surface of the deck plate by a tapping bolt, which is a bearing connection bolt, and there is no welded joint here. Therefore, there are no stress concentrations, weld defects, or residual stress that have a large negative impact on fatigue damage in welded joints, and there is no growth of fatigue cracks in the deck plate, making it easy to ensure high quality such as improved fatigue durability. . Therefore, the minimum thickness of the deck plate at the wheel load position can be reduced.
支圧接合用下穴は、軸線方向に一様な円形断面を有する直円筒形である。鋼床版の製造にあたっては、取付けフランジに橋軸方向に等間隔をあけて列を成して、ボール盤などのドリル工具の刃物によって、複数の各支圧接合用下穴を予め形成しておく。取付けフランジの各支圧接合用下穴によって、ドリル工具の刃物を案内して、デッキプレートに、取付けフランジと対を成して対応する支圧接合用下穴を削孔する。これによって、取付けフランジとデッキプレートとにおける複数の対を成す各下穴は、同一内径で、共通な一直線上に軸線を有する。したがって、タッピングボルトを、取付けフランジからデッキプレートへ締め込んで進めてゆき、タッピングボルトは、自らねじ切りをしつつ進めて、めねじを塑性変形によって形成する。こうして正確な位置に施工して、鋼床版を高精度で製造でき、その製造の作業性がよい。 The pressure-bearing joint pilot hole has a right cylindrical shape with a uniform circular cross section in the axial direction. In manufacturing the steel deck, a plurality of pilot holes for bearing pressure joints are formed in advance in rows on the mounting flange at equal intervals in the bridge axis direction using a cutting tool of a drill tool such as a drill press. A cutting tool of a drill tool is guided by each pilot hole for bearing pressure joining in the mounting flange to form a corresponding pilot hole for bearing pressure joining in the deck plate, forming a pair with the mounting flange. Thereby, each of the plurality of pairs of prepared holes in the mounting flange and the deck plate have the same inner diameter and have an axis on a common straight line. Therefore, the tapping bolt is tightened and advanced from the mounting flange to the deck plate, and the tapping bolt advances while threading itself to form an internal thread by plastic deformation. In this way, steel deck slabs can be manufactured with high precision by construction at accurate locations, and the workability of manufacturing is good.
タッピングボルトの端部は、デッキプレートまたは前記上フランジの上面に突出しないので、そのボルトの端部がデッキプレート上の舗装を損傷せず、前記上フランジ上のコンクリート床版を損傷しない。 Since the ends of the tapping bolts do not protrude above the deck plate or the upper surface of the upper flange, the ends of the bolts do not damage the pavement on the deck plate and do not damage the concrete slab on the upper flange.
本発明は、
閉断面縦リブ１３は、縦リブ本体１５の各ウエブ１８の上端部と取付けフランジ１６の下面とが直角または直角に近似した角度で連ねて溶接されて構成されることを特徴とする。
The present invention
The closed cross-section vertical rib 13 is characterized in that the upper end of each web 18 of the vertical rib main body 15 and the lower surface of the mounting flange 16 are welded together at a right angle or an angle close to a right angle.
本発明によれば、縦リブ本体の各ウエブの上端部と取付けフランジの下面とを溶接して、直角または直角に近似した角度で連ねる。したがって、縦リブ本体の各ウエブの上端部を、複雑な面外変形を受けるデッキプレートに溶接せずに、デッキプレートとの間に設けた幅の狭い、したがって、面外変形の影響をほとんど受けない取付けフランジに溶接する接合構造とし、また、前述のとおり、デッキプレートおよび取付けフランジをタッピングボルトで支圧接合することによって、その接合構造の溶接金属の疲労損傷を抑えることができる。本発明の実施の他の形態では、閉断面縦リブは、縦リブ本体と平板状取付けフランジとが単一枚の鋼板の曲げ加工によって製造されてもよい。 According to the present invention, the upper end of each web of the longitudinal rib main body and the lower surface of the mounting flange are welded and connected at a right angle or an angle close to a right angle. Therefore, instead of welding the upper end of each web of the longitudinal rib body to the deck plate, which is subject to complex out-of-plane deformation, a narrow width is provided between the web and the deck plate, which is therefore hardly affected by out-of-plane deformation. In addition, as mentioned above, by welding the deck plate and the mounting flange to the mounting flange using tapping bolts, fatigue damage to the weld metal of the joint structure can be suppressed. In another embodiment of the present invention, the closed cross-section longitudinal rib may be manufactured by bending a single steel plate in which the longitudinal rib body and the flat mounting flange are formed.
デッキプレート、前記上フランジ、縦リブ、垂直補剛材などは、構造用鋼から成る。タッピングボルトは、高力ボルトなどの高張力鋼製であってもよいが、他の材料から成ってもよい。 The deck plate, said top flange, longitudinal ribs, vertical stiffeners, etc. are made of structural steel. The tapping bolts may be made of high strength steel, such as high strength bolts, but may also be made of other materials.
図１は、本発明の実施の一形態の一部の断面図である。箱桁橋１は、鋼床版１１を持つ、主桁である箱桁２１を有し、後述の図３に示されるとおり、３径間連続鋼床版橋である。鋼床版１１は、鋼板から成るデッキプレート１２の下面に、閉断面縦トラフリブ１３（以下、Ｕリブ１３という）が取付けられて補剛されて構成される。Ｕリブ１３は、デッキプレート１２に垂直な対称面１４に関して左右対称に構成され、橋軸方向（図１の紙面に垂直方向）に沿って延びる縦リブ本体１５と、デッキプレート１２の下面に配置される平板状取付けフランジ１６とを有する。縦リブ本体１５は、デッキプレート１２の下面とともに橋軸方向に延びる閉空間を形成し、平板状下フランジ１７と、その両側部にそれぞれ連なって立上がる平板状ウエブ１８とを有する。縦リブ本体１５の各ウエブ１８の上端部と、取付けフランジ１６の下面とは、後述の図１３に接合部２０が示されるとおり、溶接されてそれぞれ連なり、橋軸直角方向（図１の左右方向）に外向きに延びる。Ｕリブ１３において、下フランジ１７とウエブ１８との成す角度、および縦リブ本体１５の各ウエブ１８の上端部と取付けフランジ１６の下面との成す角度は、直角または直角に近似した角度で連ねて溶接されて構成され、縦リブ本体１５の断面形状は、たとえば、矩形、またはほぼ矩形である逆台形である。 FIG. 1 is a cross-sectional view of a portion of an embodiment of the present invention. The box girder bridge 1 has a box girder 21 which is a main girder and has a steel deck slab 11, and is a three-span continuous steel deck bridge as shown in FIG. 3, which will be described later. The steel deck plate 11 is constructed by attaching closed cross-section vertical trough ribs 13 (hereinafter referred to as U ribs 13) to the lower surface of a deck plate 12 made of a steel plate for stiffening. The U rib 13 is configured symmetrically with respect to a plane of symmetry 14 perpendicular to the deck plate 12, and is arranged on the lower surface of the deck plate 12 and a vertical rib main body 15 extending along the bridge axis direction (perpendicular to the plane of the paper in FIG. 1). It has a flat mounting flange 16. The vertical rib main body 15 forms a closed space extending in the bridge axis direction together with the lower surface of the deck plate 12, and has a flat lower flange 17 and flat webs 18 that stand in series on both sides of the lower flange 17. The upper end of each web 18 of the vertical rib main body 15 and the lower surface of the mounting flange 16 are welded and connected in a row in the direction perpendicular to the bridge axis (in the left-right direction in FIG. ) extends outward. In the U rib 13, the angle formed between the lower flange 17 and the web 18, and the angle formed between the upper end of each web 18 of the vertical rib main body 15 and the lower surface of the mounting flange 16 are set at a right angle or an angle close to a right angle. The longitudinal rib main body 15 is constructed by welding, and has a cross-sectional shape of, for example, a rectangle or an inverted trapezoid that is substantially rectangular.
図２は、箱桁２１の一部を切欠いて斜めから見た断面図である。箱桁２１は、上フランジとして働くデッキプレート１２と、下フランジ２２と、橋軸直角方向に間隔をあけて両側に配置される対を成す主桁ウエブ２３と、主桁ウエブ２３の内面に橋軸方向に間隔をあけて固定される本発明に従う垂直補剛材２４と、マンホール２５を介して橋軸方向に等間隔をあけて上下にそれぞれ配置される上横リブ２６、下横リブ２７と、下フランジ２２に固定される開断面縦リブ２８と、さらに補剛材２９、３０、３９などを有し、デッキプレート１２の下面に複数のＵリブ１３が橋軸直角方向に間隔をあけて固定されて構成される。図２では、対を成す主桁ウエブ２３のうち、一方の主桁ウエブ２３とそれに取付けられる垂直補剛材２４とが図示され、対称に配置される他方の構成は省略される。Ｕリブ１３および縦リブ２８は、上横リブ２６および下横リブ２７をそれぞれ貫通して延びる。
図２を参照して、Ｕリブ1３と上横リブ２６との交差位置において、連結部材９１は、第１取付け片９２と第２取付け片９３とが屈曲して連なってＬ字状断面を有する。交差位置用タッピングボルト９４は、第１取付け片９２からＵリブ1３のウエブ１８へ締め込まれて進み、Ｕリブ1３のウエブ１８と第１取付け片９２とを支圧接合する。ボルト９５は、上横リブ２６と第２取付け片９３とを接合する。デッキプレート１２の下面には、橋軸直角方向（図２の左右方向）に隣接するＵリブ１３の間で、上横リブ２６の上横リブ上端部が溶接接合される。
上横リブ２６と連結部材９１の第２取付け片９３とを接合するボルト９５は、タッピングボルトによって支圧接合されてもよく、または高力ボルトとナットとの組合せによって摩擦接合されてもよい。そのため、Ｕリブ１５と上横リブ２６とは、高い強度で接合され、Ｕリブ１５と上横リブ２６との交差位置における溶接接合は存在しないので、上横リブ２６に形成される、Ｕリブ１５の直下方のスリット９８付近において、従来技術の溶接止端部を起点としてＵリブ１５または上横リブ２６に発生する疲労亀裂の問題が解消される。こうして、疲労耐久性に優れた鋼床版１１が実現される。
上横リブ２６には、橋軸直角方向の横リブ上端部に関して両側で、縦リブ間隔スカラップ９７が形成される。縦リブ間隔スカラップ９７は、デッキプレート１２の下面における取付けフランジ１６の橋軸直角方向外方位置（図２の取付けフランジ１６に関して左右外方）から、橋軸直角方向に、ウエブ１８の縦リブ本体上端部付近にまで連なり、かつ、タッピングボルト３１のボルト頭３２（図１３を参照）よりも下方に、延びる。この連結部材９１を含む交差部の構成は、図４～図７では、図面の煩雑を避けるために、省略してある。
FIG. 2 is a cross-sectional view of the box girder 21, partially cut away and viewed from an angle. The box girder 21 includes a deck plate 12 serving as an upper flange, a lower flange 22, a pair of main girder webs 23 arranged on both sides with an interval in the direction perpendicular to the bridge axis, and a bridge on the inner surface of the main girder web 23. Vertical stiffeners 24 according to the present invention fixed at intervals in the axial direction, and upper and lower horizontal ribs 26 and lower horizontal ribs 27 arranged vertically at equal intervals in the bridge axis direction via the manhole 25. , has an open section vertical rib 28 fixed to the lower flange 22, and further includes stiffeners 29, 30, 39, etc., and a plurality of U ribs 13 are arranged on the lower surface of the deck plate 12 at intervals in the direction perpendicular to the bridge axis. Fixed and configured. In FIG. 2, one of the paired main spar webs 23 and the vertical stiffener 24 attached thereto are illustrated, and the configuration of the other symmetrically arranged main spar web 23 is omitted. The U rib 13 and the vertical rib 28 extend through the upper horizontal rib 26 and the lower horizontal rib 27, respectively.
Referring to FIG. 2, at the intersection of the U rib 13 and the upper horizontal rib 26, the connecting member 91 has an L-shaped cross section with the first attachment piece 92 and the second attachment piece 93 bent and connected. . The intersecting position tapping bolt 94 is tightened and advanced from the first attachment piece 92 to the web 18 of the U rib 13, and joins the web 18 of the U rib 13 and the first attachment piece 92 with bearing pressure. The bolt 95 joins the upper horizontal rib 26 and the second attachment piece 93. The upper ends of the upper lateral ribs 26 are welded to the lower surface of the deck plate 12 between the U ribs 13 adjacent to each other in the direction perpendicular to the bridge axis (the left-right direction in FIG. 2).
The bolt 95 that connects the upper horizontal rib 26 and the second attachment piece 93 of the connecting member 91 may be joined by bearing pressure using a tapping bolt, or may be joined by friction using a combination of a high-strength bolt and a nut. Therefore, the U rib 15 and the upper lateral rib 26 are joined with high strength, and there is no welding joint at the intersection position of the U rib 15 and the upper lateral rib 26. In the vicinity of the slit 98 directly below the weld 15, the problem of fatigue cracks occurring in the U rib 15 or the upper horizontal rib 26 starting from the weld toe of the prior art is solved. In this way, the steel deck slab 11 with excellent fatigue durability is realized.
Vertical rib spacing scallops 97 are formed on both sides of the upper horizontal rib 26 with respect to the upper end of the horizontal rib in the direction perpendicular to the bridge axis. The vertical rib spacing scallop 97 extends from the outer position of the mounting flange 16 on the lower surface of the deck plate 12 in the direction perpendicular to the bridge axis (left and right outward with respect to the mounting flange 16 in FIG. 2) to the longitudinal rib main body of the web 18 in the direction perpendicular to the bridge axis. It continues to the vicinity of the upper end and extends below the bolt head 32 of the tapping bolt 31 (see FIG. 13). The configuration of the intersection including this connecting member 91 is omitted in FIGS. 4 to 7 to avoid complication of the drawings.
図３は箱桁橋１の側面図であり、図４は図３の箱桁橋１の簡略化した左側面図であり、図５は図３の切断面線Ｖ－Ｖから見た簡略化した断面図であり、図６は図３の切断面線ＶＩ－ＶＩから見た簡略化した断面図である。これらの図面を参照して、下部構造である橋脚２は、柱３、４と、上下の梁５、６によって構成され、各梁５、６によって、支承７を介して、上部構造である鋼床版１１を持つ上下の各箱桁２１が支持される。上下の各箱桁２１の構成は類似し、図４では、対応する部分には参照符の同じ数字に添え字ａ、ｂを付して個別的に示し、総括的に添え字ａ、ｂを省略して説明する。上下の箱桁２１は、いわゆる並列２箱桁橋を構成する。各並列２箱桁橋における対を成す箱桁２１は、図５に示される横桁８に繋がれ、各箱桁２１の主桁ウエブ２３は、図６に示される横リブ９に固定される。図４のマンホール９５は橋脚２上でここから人が出入りする箱桁２１の出入り口であり、図５のマンホール９６は橋脚２の間の箱桁２１の中で、人が通るためのものである。 3 is a side view of the box girder bridge 1, FIG. 4 is a simplified left side view of the box girder bridge 1 in FIG. 3, and FIG. 5 is a simplified left side view of the box girder bridge 1 in FIG. FIG. 6 is a simplified cross-sectional view taken along the section line VI-VI in FIG. 3. Referring to these drawings, the pier 2 that is the lower structure is composed of columns 3 and 4 and upper and lower beams 5 and 6, and each beam 5 and 6 connects the steel that is the upper structure via a support 7. Each of the upper and lower box girders 21 having a floor slab 11 is supported. The configurations of the upper and lower box girders 21 are similar, and in FIG. The explanation will be omitted. The upper and lower box girders 21 constitute what is called a parallel two box girder bridge. The pair of box girders 21 in each parallel two box girder bridge are connected to the transverse girder 8 shown in FIG. 5, and the main girder web 23 of each box girder 21 is fixed to the transverse rib 9 shown in FIG. . The manhole 95 in FIG. 4 is an entrance to the box girder 21 on the pier 2 through which people enter and exit, and the manhole 96 in FIG. .
図７は、箱桁２１の一部の平面図である。タッピングボルト４１は、橋軸方向（図７の左右方向）に間隔をあけて配置される。各タッピングボルト３１は、取付けフランジ１６からデッキプレート１２に厚さ方向に貫通して締め込まれて、めねじを自ら形成しながら進み、タッピングボルト４１の外周面がデッキプレート１２および取付けフランジ１６を気密に支圧接合する。 FIG. 7 is a plan view of a portion of the box girder 21. The tapping bolts 41 are arranged at intervals in the bridge axis direction (left-right direction in FIG. 7). Each tapping bolt 31 is tightened from the mounting flange 16 to the deck plate 12 in the thickness direction, forming an internal thread by itself, and the outer circumferential surface of the tapping bolt 41 connects the deck plate 12 and the mounting flange 16. Pressure-tightly bonded.
図８は、垂直補剛材２４の上端部４１と鋼床版１１のデッキプレート１２とが溶接される接合部４２の付近を示す拡大断面図である。接合部４２は、図８において斜線を施して示される。垂直補剛材２４は、上下に延び、主桁ウエブ２３に垂直であり、矩形平板部４６と、突出部４７とを含む。垂直補剛材２４の幅方向（図８の左右方向）の基端部４８は、主桁ウエブ２３の図８における左方に臨む内面に溶接され、その接合部は参照符４９で示される。矩形平板部４６は、突出部４７を有さない予め定める設計基準に従う寸法および上下方向の剛性を有し、主桁ウエブ２３から橋軸直角方向（図８の左右方向）に遠ざかる方向（図８の左方）に長さＬ４６だけ延びて形成される。予め定める設計基準は、たとえば、道路橋示方書（公益社団法人日本道路協会編集）または設計施工会社などにおいて規定する基準などであってもよい。これによって、後述のスカラップ６８（図８を参照）による強度の低下および疲労損傷を防ぐために溶接金属によって埋める作業は不要であり、施工が容易である。 FIG. 8 is an enlarged sectional view showing the vicinity of the joint 42 where the upper end 41 of the vertical stiffener 24 and the deck plate 12 of the steel deck 11 are welded. The joint portion 42 is shown shaded in FIG. The vertical stiffener 24 extends vertically, is perpendicular to the main girder web 23 , and includes a rectangular flat plate portion 46 and a protruding portion 47 . A proximal end 48 of the vertical stiffener 24 in the width direction (horizontal direction in FIG. 8) is welded to the inner surface of the main girder web 23 facing left in FIG. The rectangular flat plate part 46 does not have a protruding part 47 and has dimensions and vertical rigidity according to a predetermined design standard, and has a direction (Fig. 8 (on the left side) by a length L46. The predetermined design standard may be, for example, the specifications for road bridges (edited by the Japan Road Association) or the standards stipulated by a design and construction company. As a result, it is not necessary to fill the scallop with weld metal in order to prevent a decrease in strength and fatigue damage caused by the scallop 68 (see FIG. 8), which will be described later, and the construction is easy.
突出部４７は、矩形平板部４６の上部に連なり、主桁ウエブ２３から橋軸直角方向に遠ざかる方向（図８の左方）に長さＬ４７だけ突出して延びて形成される。垂直補剛材２４の主桁ウエブ２３から橋軸直角方向に遠ざかる方向（図８の左方）に臨む端面５０は、突出部４７において、その先端５１と、その先端５１から下方に連なる凹部５２とを有する。端面５０は、突出部４７の下方に連なる矩形平板部４６の延在面５３を有する。延在面５３は、凹部５２の主桁ウエブ２３寄りに最も近い下端５４から、垂直補剛材２４の下端部４３（図１を参照）まで主桁ウエブ２３にほぼ平行に延びる。凹部５２の上端５５は、先端５１に連なる。凹部５２は、下方になるにつれて主桁ウエブ２３に近付く方向（図８の右方）に弯曲してくぼんで形成される。突出部４７の先端５１は、デッキプレート１２の下面から下方に凹部５２の上端５５までの高さＤ５１を有する。凹部５２は、その上端５５から下端５４までの高さＤ５２を有する。中心５６は、突出部４７の先端５１を含みデッキプレート１２の下面に垂直であって、かつ、主桁ウエブ２３に平行である縦の仮想平面５７内にある。凹部５２の円弧部分は、中心５６を有する円の１／４の円周であってもよく、この構成では、延在面５３は、凹部５２の下端５４から接線方向に主桁ウエブ２３と平行に延び、凹部５２の下端５４と円の中心５６とは、デッキプレート１２の下面に平行な横の仮想平面５８内にある。 The protruding part 47 is connected to the upper part of the rectangular flat plate part 46, and is formed to protrude and extend by a length L47 in a direction away from the main girder web 23 in the direction perpendicular to the bridge axis (to the left in FIG. 8). An end surface 50 of the vertical stiffener 24 facing away from the main girder web 23 in the direction perpendicular to the bridge axis (left side in FIG. 8) has a tip 51 of the protrusion 47 and a recess 52 extending downward from the tip 51. and has. The end surface 50 has an extension surface 53 of the rectangular flat plate portion 46 that continues below the protrusion portion 47 . The extension surface 53 extends substantially parallel to the main spar web 23 from the lower end 54 of the recess 52 closest to the main spar web 23 to the lower end 43 of the vertical stiffener 24 (see FIG. 1). An upper end 55 of the recess 52 is connected to the tip 51. The recessed portion 52 is formed as a concave curve in a direction toward the main girder web 23 (to the right in FIG. 8) as it goes downward. The tip 51 of the protrusion 47 has a height D51 from the lower surface of the deck plate 12 downward to the upper end 55 of the recess 52. The recess 52 has a height D52 from its upper end 55 to its lower end 54. Center 56 lies in a vertical imaginary plane 57 that includes tip 51 of protrusion 47 and is perpendicular to the lower surface of deck plate 12 and parallel to main spar web 23 . The arc portion of the recess 52 may be one-fourth the circumference of a circle having a center 56; in this configuration, the extending surface 53 is parallel to the main girder web 23 in a tangential direction from the lower end 54 of the recess 52. The lower end 54 of the recess 52 and the center 56 of the circle lie in a lateral imaginary plane 58 parallel to the lower surface of the deck plate 12 .
垂直補剛材２４の上端部４１における溶接の接合部４２では、突出部４７の長さＬ４７の溶接領域と、それに続く主桁ウエブ２３寄りの長さＬ６３の溶接領域６３とにおいて完全溶け込み溶接される。溶接領域６３よりも主桁ウエブ２３寄りの遷移領域６６では、長さＬ６６にわたって主桁ウエブ２３に近付くにつれて完全溶け込み溶接から隅肉溶接に徐々に遷移するように溶接が形成される。さらに主桁ウエブ２３寄りの残余の溶接領域６７では、隅肉溶接される。溶接接合部４２は、先端５１でまわし溶接される。 At the welded joint 42 at the upper end 41 of the vertical stiffener 24, complete penetration welding is performed in the welding area of length L47 of the protrusion 47 and the following welding area 63 of length L63 closer to the main girder web 23. Ru. In the transition region 66 closer to the main girder web 23 than the weld region 63, welding is formed so as to gradually transition from full penetration welding to fillet welding as it approaches the main girder web 23 over a length L66. Further, in the remaining welding area 67 near the main girder web 23, fillet welding is performed. The weld joint 42 is welded by turning at the tip 51.
寸法の一例を述べる。デッキプレート１２の厚さ１２ｍｍ、主桁ウエブ２３の厚さ９ｍｍであり、垂直補剛材２４の厚さｔ２４は９ｍｍである。矩形平板部４６の長さＬ４６は１２０ｍｍ、突出部４７の長さＬ４７は３０ｍｍ、完全溶込みの溶接領域６３の長さＬ６３は２０ｍｍ、遷移領域６６の長さＬ６６は４０ｍｍである。垂直補剛材２４は、その上端部４１、下端部４３間の高さ８７９～２０００ｍｍを有する。接合部４２の溶接サイズＤ４２は６～８ｍｍ、突出部４７の先端５１の高さＤ５１は１０ｍｍ、突出部４７の凹部５２の高さＤ５２および円弧の半径Ｒ５２は３０ｍｍ、後述のスカラップ６８の円弧の半径Ｒ６８は３５ｍｍである。 An example of dimensions will be described. The thickness of the deck plate 12 is 12 mm, the thickness of the main girder web 23 is 9 mm, and the thickness t24 of the vertical stiffener 24 is 9 mm. The length L46 of the rectangular flat plate portion 46 is 120 mm, the length L47 of the protruding portion 47 is 30 mm, the length L63 of the fully penetrated welding region 63 is 20 mm, and the length L66 of the transition region 66 is 40 mm. The vertical stiffener 24 has a height between its upper end 41 and lower end 43 of 879 to 2000 mm. The welding size D42 of the joint 42 is 6 to 8 mm, the height D51 of the tip 51 of the protrusion 47 is 10 mm, the height D52 of the recess 52 of the protrusion 47 and the radius R52 of the arc is 30 mm, and the arc of the scallop 68 described below is The radius R68 is 35 mm.
これらの寸法は、本発明の精神の範囲内で多くの改変が可能である。凹部５２を円弧で実現する実施の形態では、その高さＤ５２は、円弧の半径Ｒ５２であり、垂直補剛材２４の厚さｔ２４の２～７倍（たとえば、約２０～６０ｍｍ）、好ましくは、３～５倍（たとえば、約３０～４５ｍｍ）であってもよく、この値の範囲内で凹部５２の半径Ｒ５２はまた、スカラップ６８の半径Ｒ６８とほぼ等しい値に選ばれてもよいが、その半径Ｒ６８の２倍未満であってもよい。突出部４７の長さＬ４７は、凹部５２の高さＤ５２および半径Ｒ５２とほぼ等しい値に選ばれてもよい。溶接領域６３の長さＬ６３は、垂直補剛材２４の厚さｔ２４の２倍以上であり、２．０～２．５倍であってもよく、好ましくは、２．０～２．２倍であり、たとえば、１８～２３ｍｍである。遷移領域６６の長さＬ６６は、垂直補剛材２４の厚さｔ２４の３～６倍であり、好ましくは、４～５倍である。 Many modifications to these dimensions are possible within the spirit of the invention. In embodiments in which the recess 52 is realized as a circular arc, its height D52 is the radius R52 of the circular arc and is preferably between 2 and 7 times the thickness t24 of the vertical stiffener 24 (for example approximately 20-60 mm). , 3 to 5 times (for example, about 30 to 45 mm), and within this range the radius R52 of the recess 52 may also be chosen to be approximately equal to the radius R68 of the scallop 68, but It may be less than twice its radius R68. The length L47 of the protrusion 47 may be selected to be approximately equal to the height D52 and radius R52 of the recess 52. The length L63 of the welding region 63 is at least twice the thickness t24 of the vertical stiffener 24, and may be 2.0 to 2.5 times, preferably 2.0 to 2.2 times. For example, it is 18 to 23 mm. The length L66 of the transition region 66 is between 3 and 6 times the thickness t24 of the vertical stiffener 24, preferably between 4 and 5 times.
図９は、図８の切断面線ＩＸ－ＩＸから見た断面図である。前述の図８における接合部４２は、デッキプレート１２の下面と垂直補剛材２４の突出部４７とにおいて、図９の溶接金属６１、６２で示されるとおり、レ形の開先溶接による完全溶込み溶接、または実質的に完全溶込み溶接によって実現され、溶接金属６１、６２がわずかに離間してもよく、本件明細書では、このような実質的に完全溶込み溶接される構成も完全溶込み溶接と呼ぶ。 FIG. 9 is a sectional view taken along section line IX-IX in FIG. The joint 42 in FIG. 8 described above is a complete welding process between the lower surface of the deck plate 12 and the protrusion 47 of the vertical stiffener 24, as shown by the weld metals 61 and 62 in FIG. This may be accomplished by full penetration welding or substantially full penetration welding, where the weld metals 61, 62 are slightly spaced apart, and such substantially full penetration welded configurations are also referred to herein as full penetration welding. This is called immersion welding.
突出部４７の先端５１のデッキプレート１２の下面から下方へ凹部５２の上端５５までの高さＤ５１は、溶接部４２の溶接サイズＤ４２を超え、その溶接サイズＤ４２に近似した値を有し、たとえば、溶接サイズＤ４２よりも１～５ｍｍだけ大きい値であり、さらに好ましくは、２～４ｍｍだけ大きい値である。凹部５２の上端５５がデッキプレート１２の下面に近付くほど、突出部４７による下方への応力緩和の効果が大きい。こうして、凹部５２は亀裂発生位置の溶接接合部４２を直接改良するので、応力集中の緩和に、前述の先行技術（非特許文献１）に比べて、より有効になる。先行技術（非特許文献１）では、垂直補剛材の上端部付近に設けられる半円切欠きは、溶接部から下方に比較的離れた位置で形状を変えて形成されるので、どうしても溶接部の疲労亀裂発生を抑制する効果が間接的になり、不充分である。 The height D51 of the tip 51 of the protrusion 47 from the lower surface of the deck plate 12 downward to the upper end 55 of the recess 52 exceeds the weld size D42 of the weld portion 42 and has a value approximate to the weld size D42, for example. , is a value larger than weld size D42 by 1 to 5 mm, more preferably 2 to 4 mm larger. The closer the upper end 55 of the recess 52 is to the lower surface of the deck plate 12, the greater the effect of downward stress relaxation by the protrusion 47. In this way, the recess 52 directly improves the weld joint 42 at the location of the crack, making it more effective in alleviating stress concentration than the prior art described above (Non-Patent Document 1). In the prior art (Non-Patent Document 1), the semicircular notch provided near the upper end of the vertical stiffener is formed at a position relatively far downward from the welding part and has a different shape, so it inevitably cuts into the welding part. The effect of suppressing the occurrence of fatigue cracks is indirect and is insufficient.
接合部４２は、矩形平板部４６の突出部４７に連なる長さＬ６３にわたる溶接領域６３においても、図９と同じく完全溶込み溶接によって実現される。
図１０は、図８の切断面線Ｘ－Ｘから見た断面図である。前述の図８における接合部４２は、デッキプレート１２の下面と垂直補剛材２４の矩形平板部４６における主桁ウエブ２３寄りの残余の溶接領域６７では、図１０の溶接金属６４、６５で示されるとおり、両面隅肉溶接され、実施の他の形態では、片面隅肉溶接または部分溶込み溶接されてもよい。溶接金属６４、６５間には、溶接されない幅（以下、ルート幅という）Ｗ１が存在する。
The joint portion 42 is also realized by full penetration welding in the welding region 63 extending over a length L63 continuous to the protruding portion 47 of the rectangular flat plate portion 46, as in FIG.
FIG. 10 is a sectional view taken along the section line XX in FIG. 8. 8, the remaining welding area 67 near the main girder web 23 between the lower surface of the deck plate 12 and the rectangular flat plate portion 46 of the vertical stiffener 24 is shown as weld metals 64 and 65 in FIG. As described above, it is fillet welded on both sides, and in other embodiments, it may be fillet welded or partially penetrated on one side. A width W1 that is not welded (hereinafter referred to as root width) exists between the weld metals 64 and 65.
遷移領域６６では、図１０に示される両側の溶接金属６４、６５間の溶接されないルート幅Ｗ１が、完全溶込み溶接される溶接領域６３における零から、主桁ウエブ２３に（したがって、溶接領域６７に）近付くにつれて両側隅肉溶接によって両側の溶接金属が離間して大きな値に変化するように設定される。接合部４２、４９は、垂直補剛材２４の上端部４１と下端部４３とにウエブ２３寄りに（図１、図８）形成されるスカラップ６８、６９でまわし溶接される。スカラップ６８は、半径Ｒ６８を有する円弧である。主桁ウエブ２３は、デッキプレート１２の下面に隅肉溶接７１される。垂直補剛材２４の下端部４３は、下フランジ２２の上面にメタルタッチによって当接し、溶接されない。接合部４２の溶接前に、デッキプレート１２の下面と垂直補剛材２４の上端部４１との間にルート間隔が設けられてもよい。 In the transition region 66, the unwelded root width W1 between the weld metals 64, 65 on both sides shown in FIG . ), the weld metal on both sides is separated by fillet welding on both sides, and the value changes to a large value. The joints 42, 49 are welded by scallops 68, 69 formed at the upper end 41 and lower end 43 of the vertical stiffener 24 closer to the web 23 (FIGS. 1 and 8) . The scallop 68 is a circular arc having a radius R68. The main girder web 23 is fillet welded 71 to the lower surface of the deck plate 12. The lower end 43 of the vertical stiffener 24 abuts the upper surface of the lower flange 22 by metal touch and is not welded. Before welding the joint 42, a root spacing may be provided between the lower surface of the deck plate 12 and the upper end 41 of the vertical stiffener 24.
図１１は、本発明の実施の他の形態における図８の切断面線ＩＸ－ＩＸに対応する位置から見た断面図である。注目すべきは、デッキプレート１２の下面と垂直補剛材２４の突出部４７とにおいて、図１１の溶接金属７３、７４で示されるとおり、Ｋ形の開先溶接による完全溶込み溶接によって実現される。 FIG. 11 is a cross-sectional view of another embodiment of the present invention, viewed from a position corresponding to section line IX-IX in FIG. It should be noted that the lower surface of the deck plate 12 and the protrusion 47 of the vertical stiffener 24 are realized by full penetration welding by K-shaped groove welding, as shown by weld metals 73 and 74 in FIG. Ru.
図１２は、垂直補剛材２４の製造工程を示す平面図である。単一枚の厚さが一様な鋼板７６を準備し、鋼板７６を切断して複数の垂直補剛材２４を製造する。対を成す各垂直補剛材２４を、長さ方向（図１２の上下方向）を交互に逆に、かつ、突出部４７同士を対向させ、対を成す各組の垂直補剛材２４の基端部４８同士を対向させた姿勢として、鋼板７６から切り出す。突出部４７同士が対向することによって、鋼板７６から除去される部分７７の無駄をできるだけ少なくできる。 FIG. 12 is a plan view showing the manufacturing process of the vertical stiffener 24. A single steel plate 76 having a uniform thickness is prepared, and the steel plate 76 is cut to produce a plurality of vertical stiffeners 24. The vertical stiffeners 24 of each pair are alternately reversed in the length direction (vertical direction in FIG. 12) and the protrusions 47 are made to face each other. The steel plate 76 is cut out with the ends 48 facing each other. By arranging the protrusions 47 to face each other, waste of the portion 77 removed from the steel plate 76 can be minimized.
図１３は、タッピングボルト３１によってデッキプレート１２とＵリブ１３の取付けフランジ１６とが支圧接合される構成を示す拡大断面図である。縦リブ本体１５の各ウエブ１８の上端部と、外向きの取付けフランジ１６の下面とは、溶接によって接合部２０で固定される。タッピングボルト３１は、六角のボルト頭３２と、座金部３３と、軸部３４とが一体的に形成され、その外表面はデッキプレート１２および取付けフランジ１６の鋼材よりも高硬度に表面処理加工される。軸部３４には、その首下長さＬ３４の全長にわたって、おねじ山が刻設される。タッピングボルト３１の首下長さＬ３４は、デッキプレート１２の厚さｔ１２と取付けフランジ１６の厚さｔ１６との和以下に選ばれる（Ｌ３４≦（ｔ１２＋ｔ１６））。これによって、タッピングボルト３１の図１３における上方の遊端部は、デッキプレート１２上の舗装１９を損傷しない。 FIG. 13 is an enlarged cross-sectional view showing a structure in which the deck plate 12 and the mounting flange 16 of the U rib 13 are joined with bearing pressure by the tapping bolts 31. As shown in FIG. The upper end of each web 18 of the longitudinal rib body 15 and the lower surface of the outward mounting flange 16 are fixed at a joint 20 by welding. The tapping bolt 31 has a hexagonal bolt head 32, a washer 33, and a shaft 34 that are integrally formed, and its outer surface is treated to have a higher hardness than the steel of the deck plate 12 and the mounting flange 16. Ru. A male thread is formed on the shaft portion 34 over the entire length of the length L34 below the neck. The underneck length L34 of the tapping bolt 31 is selected to be less than or equal to the sum of the thickness t12 of the deck plate 12 and the thickness t16 of the mounting flange 16 (L34≦(t12+t16)). As a result, the upper free end of the tapping bolt 31 in FIG. 13 does not damage the pavement 19 on the deck plate 12.
図１４は、タッピングボルト３１が締め込まれる取付けフランジ１６の支圧接合用下穴３５とデッキプレート１２の支圧接合用下穴３６とを示す断面図である。取付けフランジ１６には、たとえば、工場などで支圧接合用下穴３５が予め削孔される。デッキプレート１２には、たとえば、ボール盤のドリルを支圧接合用下穴３５によって案内して、支圧接合用下穴３６を削孔する。支圧接合用下穴３５、３６の内径Ｄ３５，Ｄ３６は、タッピングボルト３１の外径Ｄ３１未満である（Ｄ３５＝Ｄ３６＜Ｄ３１）。寸法の一例を述べると、取付けフランジ１６の厚さｔ１６は、縦リブ本体１５と同じく９ｍｍである。支圧接合用下穴３５、３６の内径Ｄ３５、Ｄ３６はφ１５．５ｍｍであり、タッピングボルト３１の外径Ｄ３１はφ１６ｍｍである。 FIG. 14 is a sectional view showing the prepared hole 35 for bearing pressure joining of the mounting flange 16 into which the tapping bolt 31 is tightened and the prepared hole 36 for bearing pressure joining of the deck plate 12. In the mounting flange 16, a pilot hole 35 for bearing pressure bonding is pre-drilled, for example, at a factory. For example, a drill of a drilling machine is guided through the bearing pressure joining pilot hole 35 to drill a bearing pressure joining pilot hole 36 in the deck plate 12 . The inner diameters D35 and D36 of the bearing pressure welding prepared holes 35 and 36 are smaller than the outer diameter D31 of the tapping bolt 31 (D35=D36<D31). To give an example of dimensions, the thickness t16 of the mounting flange 16 is 9 mm, which is the same as that of the vertical rib main body 15. The inner diameters D35 and D36 of the bearing pressure welding prepared holes 35 and 36 are 15.5 mm, and the outer diameter D31 of the tapping bolt 31 is 16 mm.
Ｕリブ１３の取付けフランジ１６をデッキプレート１２に取付けるにあたり、ボルト頭３２に取付けフランジ１６およびデッキプレート１２に向けて押し付け力を作用しながら、インパクトドライバーなどで回転駆動することによって、タッピングボルト３１は、めねじ加工が施されていない支圧接合用下穴3５，３６に、めねじを自ら形成しながら進んで、めねじを塑性変形によって形成して、支圧接合を達成する。取付けフランジ１６およびデッキプレート１２との隙間は、ほぼ零である。タッピングボルト３１によれば、めねじの塑性変形は切削屑を生じないので、そのような切削屑がデッキプレート１２の上方へ送り出されて舗装１９を損傷することはない。 When attaching the mounting flange 16 of the U rib 13 to the deck plate 12, the tapping bolt 31 is rotated by an impact driver or the like while applying a pressing force to the bolt head 32 toward the mounting flange 16 and the deck plate 12. , proceed while forming internal threads by themselves in the pilot holes 35 and 36 for bearing pressure joining which have not been subjected to internal thread processing, and form the female threads by plastic deformation to achieve bearing pressure joining. The gap between the mounting flange 16 and the deck plate 12 is approximately zero. According to the tapping bolt 31, plastic deformation of the female thread does not produce cutting waste, so such cutting waste will not be sent out above the deck plate 12 and damage the pavement 19.
垂直補剛材２４の突出部４７は、Ｕリブ１３の外向き（図１３の右方）に延びる取付けフランジ１６との橋軸直角方向の間隔Ｌ１６（図１を参照）を可及的に小さする。これによって、デッキプレート１２および舗装１９の移動荷重などによる上下の変位を小さく抑えて、特に、舗装１９の損傷を防ぐことができる。外向きの両側の取付けフランジ１６はまた、橋軸直角方向に隣接する垂直補剛材２４の間隔を、同じく、可及的に小さくするのに役立つ。 The protruding portion 47 of the vertical stiffener 24 minimizes the distance L16 (see FIG. 1) in the direction perpendicular to the bridge axis between the U rib 13 and the mounting flange 16 extending outward (to the right in FIG. 13). do. As a result, vertical displacement of the deck plate 12 and the pavement 19 due to moving loads can be suppressed to a small extent, and damage to the pavement 19 can be particularly prevented. The outward facing mounting flanges 16 on both sides also serve to keep the distance between adjacent vertical stiffeners 24 transversely to the bridge axis as small as possible.
図１５は、本発明の実施の他の形態のコンクリート床版橋８１における一部の断面図である。コンクリート床版８２は、鉄筋コンクリート床版またはプレストレストコンクリート床版など、および鋼とコンクリートとの合成構造を採用した床版などのコンクリート系床版を含む。コンクリート床版８２のハンチ８３は、鋼桁である主桁８４の上フランジ８５によって支持される。主桁８４のウエブ８６のための垂直補剛材８７は、矩形平板部８８と突出部８９とを含む。図１５における前述の実施の形態に対応する溶接の接合部には、同じ参照符を付して示す。主桁８４に関連する他の構成は、前述の箱桁２１に関連する構成に類似する。 FIG. 15 is a cross-sectional view of a part of a concrete slab bridge 81 according to another embodiment of the present invention. The concrete floor slab 82 includes concrete floor slabs such as reinforced concrete floor slabs or prestressed concrete floor slabs, and floor slabs that employ a composite structure of steel and concrete. The corbel 83 of the concrete slab 82 is supported by the upper flange 85 of the main girder 84, which is a steel girder. The vertical stiffener 87 for the web 86 of the main spar 84 includes a rectangular plate portion 88 and a protrusion 89 . Weld joints corresponding to the previous embodiments in FIG. 15 are designated with the same reference numerals. Other configurations related to the main girder 84 are similar to those related to the box girder 21 described above.
本発明の実施のさらに他の形態では、鋼橋における横桁８（図５）または横リブ９（図６）が有するウエブに、垂直補剛材１０１、１０２が取付けられる構成において、本発明が前述と同様にして実施されてもよい。また、本発明の考え方に従う垂直補剛材は、図２の上下の横リブ２６または２７に設けられてもよい。 In yet another embodiment of the present invention, the present invention is applied in a configuration in which vertical stiffeners 101 and 102 are attached to webs of crossbeams 8 (FIG. 5) or lateral ribs 9 (FIG. 6) in a steel bridge. It may be implemented in the same manner as described above. Vertical stiffeners according to the idea of the invention may also be provided in the upper and lower transverse ribs 26 or 27 in FIG.
本発明は、前述の種類の橋だけでなく、吊橋、箱桁橋、トラス橋、鋼桁橋およびそのほかの種類の鋼床版およびコンクリート床版を備える橋に関連して広範囲に実施することができる。本発明は、橋以外の鋼構造物などに関連しても実施することができる。 The invention can be broadly implemented in connection with bridges of the aforementioned types, as well as suspension bridges, box girder bridges, truss bridges, steel girder bridges and other types of bridges with steel decks and concrete decks. can. The present invention can also be implemented in connection with steel structures other than bridges.
１ 箱桁橋
１１ 鋼床版
１２ デッキプレート
１３ 閉断面縦リブ
１４ 対称面
１５ 縦リブ本体
１６ 取付けフランジ
１７ 下フランジ
１８ ウエブ
２１ 箱桁
２３、８６ 主桁ウエブ
２４、８７、１０１、１０２ 垂直補剛材
３１ タッピングボルト
３５、３６ 支圧接合用下穴
４１ 垂直補剛材２４の上端部
４２ 接合部
４３ 垂直補剛材２４の下端部
４６、８８ 矩形平板部
４７、８９ 突出部
５０ 端面
５１ 突出部４７の先端
５２ 凹部
５３ 延在面
５４ 凹部５２の下端
６３ 溶接領域
６６ 遷移領域
６７ 残余の領域
８１ コンクリート床版橋
８２ コンクリート床版
８４ 主桁
８５ 上フランジ
1 Box girder bridge 11 Steel deck slab 12 Deck plate 13 Closed section vertical rib 14 Symmetry plane 15 Vertical rib body 16 Mounting flange 17 Lower flange 18 Web 21 Box girder 23, 86 Main girder web 24, 87, 101, 102 Vertical stiffening Material 31 Tapping bolt 35, 36 Prepared hole for bearing pressure joint 41 Upper end of vertical stiffener 24 42 Joint part 43 Lower end of vertical stiffener 24 46, 88 Rectangular flat plate part 47, 89 Projection part 50 End surface 51 Projection part 47 52 Recess 53 Extension surface 54 Lower end of recess 52 63 Welding area 66 Transition area 67 Remaining area 81 Concrete slab bridge 82 Concrete slab 84 Main girder 85 Upper flange
Claims (5)
鋼床版のデッキプレートとが、またはコンクリート床版もしくは鉄道線路の枕木を支持する主桁の上フランジとが、溶接される接合部付近において、
前記垂直補剛材の前記上端部に、前記ウエブから橋軸直角方向に遠ざかる方向に延びる突出部が形成され、
前記突出部の先端から下方に連なる端面が、
下方になるにつれて前記ウエブに近付く方向に弯曲してくぼんでおり、１／４の円周である凹部と、
前記凹部の前記ウエブ寄りに最も近い下端から接線方向に、前記垂直補剛材の下端部まで前記ウエブに平行に延びる延在面とを含み、
前記垂直補剛材は、
前記突出部を有さない予め定める設計基準に従う寸法および剛性を有し、前記延在面を形成する矩形平板部を有し、
前記突出部は、前記矩形平板部の上部に連なり、突出部長さＬ４７だけ突出して延びて凹部を形成し、
前記突出部の先端の前記デッキプレートまたは前記上フランジの下面から下方の高さＤ５１は、溶接サイズＤ４２を超え、そのサイズＤ４２に近似した値を有し、
前記凹部は、前記垂直補剛材の厚さｔ２４の２～７倍の半径Ｒ５２を有する円弧に形成され、
前記垂直補剛材の前記上端部は、前記デッキプレートまたは前記上フランジに、
前記突出部の前記突出部長さＬ４７を有する第１溶接領域と、その第１溶接領域に続く前記ウエブ寄りの予め定める長さＬ６３を有する第２溶接領域とでは、完全溶込み溶接され、
前記第２溶接領域よりも前記ウエブ寄りに、前記第２溶接領域に続く遷移領域と残余の第３溶接領域とが形成され、前記第３溶接領域では、両側の溶接金属間の溶接されないルート幅Ｗ１が存在する両面隅肉溶接され、前記遷移領域では、前記ウエブに近付くにつれて完全溶込み溶接から両側の溶接金属間の溶接されないルート幅が、前記第２溶接領域における零から前記ウエブに近付くにつれて大きな値に変化するように設定され、
前記垂直補剛材の前記上端部の前記ウエブ寄りにスカラップが形成され、
前記先端および前記スカラップでまわし溶接され、
前記垂直補剛材の前記下端部は、前記主桁の下フランジの上面にメタルタッチによって当接し、
前記垂直補剛材の幅方向の基端部は、前記ウエブに溶接されることを特徴とする垂直補剛材を備える鋼橋の疲労き裂防止構造。 an upper end of a vertical stiffener attached to the web of the main girder;
In the vicinity of the joint where the deck plate of the steel deck slab or the upper flange of the main girder supporting the concrete deck slab or railroad track sleeper is welded,
A protrusion extending away from the web in a direction perpendicular to the bridge axis is formed at the upper end of the vertical stiffener;
An end surface extending downward from the tip of the protrusion is
a concave portion that is curved and concave in a direction approaching the web as it goes downward, and has a circumference of 1/4;
an extending surface extending in a tangential direction from a lower end of the recess closest to the web to a lower end of the vertical stiffener parallel to the web;
The vertical stiffener is
having a rectangular flat plate portion that does not have the protruding portion and has dimensions and rigidity according to predetermined design standards and forms the extending surface;
The protrusion is connected to the upper part of the rectangular flat plate part, and extends by a protrusion length L47 to form a recess,
A height D51 of the tip of the protruding portion from the lower surface of the deck plate or the upper flange has a value that exceeds welding size D42 and approximates the size D42,
The recess is formed into an arc having a radius R52 that is 2 to 7 times the thickness t24 of the vertical stiffener,
The upper end of the vertical stiffener is attached to the deck plate or the upper flange;
Complete penetration welding is performed in a first welding area having the protrusion length L47 of the protrusion and a second welding area following the first welding area and having a predetermined length L63 closer to the web,
A transition region following the second welding region and a remaining third welding region are formed closer to the web than the second welding region, and in the third welding region, the width of the unwelded root between the weld metals on both sides is W1 is fillet welded on both sides, and in the transition region, the unwelded root width between the weld metals on both sides changes from zero in the second weld region to a full penetration weld as it approaches the web, and as it approaches the web, is set to change to a large value,
a scallop is formed near the web at the upper end of the vertical stiffener;
the tip and the scallop are welded together;
The lower end of the vertical stiffener contacts the upper surface of the lower flange of the main girder by metal touch,
A fatigue crack prevention structure for a steel bridge comprising a vertical stiffener, wherein a base end in the width direction of the vertical stiffener is welded to the web .
鋼床版のデッキプレートとが溶接される接合部付近において、
前記垂直補剛材の前記上端部に、前記ウエブから橋軸直角方向に遠ざかる方向に延びる突出部が形成され、
前記突出部の先端から下方に連なる端面が、
下方になるにつれて前記ウエブに近付く方向に弯曲してくぼんでおり、１／４の円周である凹部と、
前記凹部の前記ウエブ寄りに最も近い下端から接線方向に、前記垂直補剛材の下端部まで前記ウエブに平行に延びる延在面とを含み、
前記垂直補剛材は、
前記突出部を有さない予め定める設計基準に従う寸法および剛性を有し、前記延在面を形成する矩形平板部を有し、
前記突出部は、前記矩形平板部の上部に連なり、突出部長さＬ４７だけ突出して延びて凹部を形成し、
前記突出部の先端の前記デッキプレートの下面から下方の高さＤ５１は、溶接サイズＤ４２を超え、そのサイズＤ４２に近似した値を有し、
前記凹部は、前記垂直補剛材の厚さｔ２４の２～７倍の半径Ｒ５２を有する円弧に形成され、
前記垂直補剛材の前記上端部は、前記デッキプレートに、
前記突出部の前記突出部長さＬ４７を有する第１溶接領域と、その第１溶接領域に続く前記ウエブ寄りの予め定める長さＬ６３を有する第２溶接領域とでは、完全溶込み溶接され、
前記第２溶接領域よりも前記ウエブ寄りに、前記第２溶接領域に続く遷移領域と残余の第３溶接領域とが形成され、前記第３溶接領域では、両側の溶接金属間の溶接されないルート幅Ｗ１が存在する両面隅肉溶接され、前記遷移領域では、前記ウエブに近付くにつれて完全溶込み溶接から両側の溶接金属間の溶接されないルート幅が、前記第２溶接領域における零から前記ウエブに近付くにつれて大きな値に変化するように設定され、
前記垂直補剛材の前記上端部の前記ウエブ寄りにスカラップが形成され、
前記先端および前記スカラップでまわし溶接され、
前記垂直補剛材の前記下端部は、主桁、横桁、および横リブのうちの前記１つの下フランジの上面にメタルタッチによって当接し、
前記垂直補剛材の幅方向の基端部は、前記ウエブに溶接されることを特徴とする垂直補剛材を備える鋼橋の疲労き裂防止構造。 an upper end of a vertical stiffener attached to a web of one selected from the main girder, the cross beam, and the transverse rib;
Near the joint where the steel deck plate and the deck plate are welded,
A protrusion extending away from the web in a direction perpendicular to the bridge axis is formed at the upper end of the vertical stiffener;
An end surface extending downward from the tip of the protrusion is
a concave portion that is curved and concave in a direction approaching the web as it goes downward, and has a circumference of 1/4;
an extending surface extending in a tangential direction from a lower end of the recess closest to the web to a lower end of the vertical stiffener parallel to the web;
The vertical stiffener is
having a rectangular flat plate portion that does not have the protruding portion and has dimensions and rigidity according to predetermined design standards and forms the extending surface;
The protrusion is connected to the upper part of the rectangular flat plate part, and extends by a protrusion length L47 to form a recess,
The height D51 of the tip of the protrusion below the lower surface of the deck plate exceeds the welding size D42 and has a value close to the size D42,
The recess is formed into an arc having a radius R52 that is 2 to 7 times the thickness t24 of the vertical stiffener,
The upper end of the vertical stiffener is attached to the deck plate;
Complete penetration welding is performed in a first welding area having the protrusion length L47 of the protrusion and a second welding area following the first welding area and having a predetermined length L63 closer to the web,
A transition region following the second welding region and a remaining third welding region are formed closer to the web than the second welding region, and in the third welding region, the width of the unwelded root between the weld metals on both sides is W1 is fillet welded on both sides, and in the transition region, the unwelded root width between the weld metals on both sides changes from zero in the second weld region to a full penetration weld as it approaches the web, and as it approaches the web, is set to change to a large value,
a scallop is formed near the web at the upper end of the vertical stiffener;
the tip and the scallop are welded together;
The lower end of the vertical stiffener abuts the upper surface of the lower flange of the one of the main girders, cross beams, and transverse ribs by metal touch;
A fatigue crack prevention structure for a steel bridge comprising a vertical stiffener, wherein a base end in the width direction of the vertical stiffener is welded to the web .
（ａ１）橋軸方向に沿ってデッキプレートに垂直な対称面に関して左右対称に構成され、
（ａ２）デッキプレートの下面とともに橋軸方向に延びる閉空間を形成する縦リブ本体であって、
（ａ２－１）平板状下フランジ、および
（ａ２－２）下フランジの両側部にそれぞれ連なって立上がる平板状ウエブを有する縦リブ本体、および
（ａ３）デッキプレート１２の下面に配置され、縦リブ本体の各ウエブの上端部にそれぞれ連なり、橋軸直角方向に外向きに形成される平板状取付けフランジを有する閉断面縦リブ、ならびに
（ｂ）橋軸方向に間隔をあけて配置されるタッピングボルトであって、
取付けフランジおよびデッキプレートに厚さ方向に貫通して予めそれぞれ形成される複数の直円筒形の各支圧接合用下穴に、取付けフランジからデッキプレートへ締め込まれてめねじを自ら形成しながら進み、
デッキプレートおよび取付けフランジを気密に支圧接合し、
タッピングボルトの端部は、デッキプレート１２の上面に突出しないタッピングボルトを含むことを特徴とする請求項１または２に記載の垂直補剛材を備える鋼橋の疲労き裂防止構造。 (a) A closed cross-section vertical rib is provided on the lower surface of the deck plate, extending in the bridge axis direction and stiffening the deck plate,
(a1) It is configured symmetrically with respect to a symmetry plane perpendicular to the deck plate along the bridge axis direction,
(a2) A vertical rib main body forming a closed space extending in the bridge axis direction together with the lower surface of the deck plate,
(a2-1) A flat plate-shaped lower flange; (a2-2) A vertical rib body having flat plate-shaped webs that stand up in a row on both sides of the lower flange; and (a3) A vertical rib body disposed on the lower surface of the deck plate 12 and vertically closed-section longitudinal ribs each connected to the upper end of each web of the rib body and having flat mounting flanges facing outward in a direction perpendicular to the bridge axis; and (b) tappings arranged at intervals in the bridge axis direction. A bolt,
The thread is tightened from the mounting flange to the deck plate, forming a female thread by itself, into a plurality of right cylindrical pressure-bearing joint pilot holes that are formed in advance through the mounting flange and the deck plate in the thickness direction. ,
The deck plate and mounting flange are airtightly joined together,
The fatigue crack prevention structure for a steel bridge with vertical stiffeners according to claim 1 or 2, wherein the end of the tapping bolt includes a tapping bolt that does not protrude from the upper surface of the deck plate 12.
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| JP2008223393A (en) | 2007-03-14 | 2008-09-25 | Jfe Engineering Kk | High fatigue enduring steel structure |
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| JP2016069808A (en) | 2014-09-26 | 2016-05-09 | 片山ストラテック株式会社 | Reinforcing structure for steel plate floor |
| JP2018009385A (en) | 2016-07-14 | 2018-01-18 | 昌弘 坂野 | Steel deck structure joining longitudinal rib and deck plate by one-sided bolt |
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| JP2008050774A (en) | 2006-08-22 | 2008-03-06 | Univ Kansai | Method of repairing steel floor plate |
| JP2008223393A (en) | 2007-03-14 | 2008-09-25 | Jfe Engineering Kk | High fatigue enduring steel structure |
| JP2012202194A (en) | 2011-03-28 | 2012-10-22 | Nippon Steel Corp | Reinforcement structure of steel structure and reinforcement method of the same |
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