WO2014208194A1 - Cross sectional corner reinforcing structural member - Google Patents

Cross sectional corner reinforcing structural member Download PDF

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Publication number
WO2014208194A1
WO2014208194A1 PCT/JP2014/061919 JP2014061919W WO2014208194A1 WO 2014208194 A1 WO2014208194 A1 WO 2014208194A1 JP 2014061919 W JP2014061919 W JP 2014061919W WO 2014208194 A1 WO2014208194 A1 WO 2014208194A1
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Prior art keywords
cross
web
section
flange
shaped cross
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PCT/JP2014/061919
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French (fr)
Japanese (ja)
Inventor
鈴木敏郎
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株式会社構造材料研究会
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Priority claimed from JP2013131225A external-priority patent/JP5510597B1/en
Priority claimed from JP2013233052A external-priority patent/JP5500472B1/en
Application filed by 株式会社構造材料研究会 filed Critical 株式会社構造材料研究会
Publication of WO2014208194A1 publication Critical patent/WO2014208194A1/en

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
    • E04C3/07—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web at least partly of bent or otherwise deformed strip- or sheet-like material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0408—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section
    • E04C2003/0413—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section being built up from several parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0426—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section
    • E04C2003/0439—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section the cross-section comprising open parts and hollow parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0452—H- or I-shaped
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0473—U- or C-shaped

Definitions

  • the beam member formed of a thin plate there are a C-shaped cross-sectional member or a Z-shaped cross-sectional member, and there is an H-shaped cross-sectional member in which a thin plate is formed and a flange is a tubular body.
  • These structural members are difficult to secure the yield point load, and they are dealt with by increasing the strength of the members by means such as reinforcing the members or devising the member joints, but they are rarely used beyond the role as secondary structural members. It was.
  • FIG. 19 is a typical cross-sectional view of a tubular body having a closed cross section at a cross-sectional corner that is an intersection of a web and a flange.
  • the twist necessary to maintain a mechanical balance as a structural member strength M T is sufficiently cope with a large torsional strength M T1, M T2 of closed cross-section which is the product of the distance between the center position of the shear stress and the stress flow indicated by the solid line arrow, the reinforcing method sectional structure plate elements This is also effective in ensuring mechanical stability of the entire member.
  • FIG. 17A is a schematic diagram showing the balance between the compression principal stress ⁇ indicated by the dotted line arrow and the tensile principal stress + ⁇ indicated by the solid line arrow for the web subjected to in-plane shearing, and the lower stage includes the web 1 and the flange 2.
  • This is a reinforced H-shaped cross-section member in which a V-shaped tubular body 4 is provided at the cross-section corner and the H-shaped cross-section member.
  • FIG. 18A is a schematic diagram showing the balance of in-plane stress of a circular metal flat plate surrounded by a circular ring.
  • the circular ring and the circular metal flat plate are inclined 45 degrees obliquely. Deforms into an ellipse with a short axis and a short axis.
  • the compressive principal stress - ⁇ of the dotted arrow accompanying the in-plane shear is balanced with the axial force ⁇ c of the circular ring, and the tension field controlled by the tensile principal stress + ⁇ of the solid arrow from the initial stage to the plastic deformation region Become.
  • FIG. 6 is a structural diagram in which a circular ring is properly arranged and a circular hole is provided inside the circular ring. It is explanatory drawing of the member bending proof strength maintenance and plastic deformation ability after a flange yield.
  • FIG. 6 is a structural diagram of a thin plate cross-section member that cooperates with corner reinforcement and a circular tube of a web. It is explanatory drawing of the yield strength maintenance and plastic deformation capability after the yielding of a thin-plate web member. It is explanatory drawing of the relationship between the twist strength of a cross-sectional corner tubular body, and web width-thickness ratio. It is a schematic diagram which shows the in-plane shear and stress-like body of the flat plate enclosed by the circular ring. It is a schematic diagram which shows a cross-sectional corner tubular body, torsional stress flow, and member torsional strength.
  • FIG. 1 is a front view of a web of a groove-shaped cross-sectional member.
  • a strip 4 is attached to the cross-sectional corners of the web 1 and the upper and lower flanges 3 to form a triangular tubular body.
  • a stiffener 6 that is divided into 6 parts in the longitudinal direction of the member and is orthogonal to the material axis is arranged. In the region near the left and right ends where plasticization progresses, the tubular body is enlarged and the tubular body is reduced in the b1-b1 cross section.
  • the cross section is b2-b2, and the cross section b3-b3 has no corner reinforcement in the central section of the member.
  • FIG. 5 shows an H-shaped cross-section member of the flange 2 having a rectangular cross section.
  • the bending rigidity around the flat plate weak axis is small, and an L-shaped cross-section member 5 is attached from both sides of the web 1 to compensate for this.
  • a tubular body that is in contact with a quadrangle is provided.
  • the stiffener 6 is divided into 6 equal parts in the longitudinal direction of the member, the tubular body is largely b1-b1 cross section in the region near the left and right ends where plasticization proceeds, and the inner 2-section is small b2-b2 cross section, Reinforce the cross-sectional corners.
  • Fig. 4 shows the analysis results when antisymmetric bending is applied to the ends of both materials.
  • the material lengths are 9,000mm, 10,800mm and 12,600mm, and three solid lines and the length of 14,400mm where signs of lateral buckling can be seen are indicated by dotted lines.
  • it does not restrain lateral deformation because of the rib effect at the flange tip.
  • the corners of the cross section are reinforced from both sides of the web, and the extremely large torsional rigidity and torsional strength of the tubular body contributes to mechanical stability and sufficient plastic deformation capability.
  • Fig. 5 shows an H-shaped cross section with 600mm width, 300mm width, 12mm flange thickness, and 6.0mm web, and is divided into 6 equal parts in the longitudinal direction of the member to provide bending stiffness around the weak axis of the flange.
  • a 6.0mm thick L-shaped cross-section member is attached to both sides of the corner web, and a tubular body with a square shape of 75mm on one side in the area near both ends of the yielding member and 50mm on the two sides is provided.
  • the corners of the cross section are not reinforced.
  • Fig. 7 (b) shows a stiffener reinforced in the direction of the material axis on one side of the web on the cross-section neutral axis in the region near both ends of the member, and directly transmits the compression axial force applied to the column member from the upper end to the lower end of the member.
  • the influence on the yield bending load in the vicinity of both ends of the member is to be reduced as much as possible.
  • FIG. 12 shows the result that the member lengths are 9,000 mm and 10,800 mm, two solid lines are flanges with a rectangular section, and two dotted lines are flanges with a rib-shaped rectangular section.
  • the vertical axis shows the plastic bending moment M p
  • the horizontal axis shows the end deformation angle, but even a thin plate with a web thickness of 6.0 mm and a width-thickness ratio of 150 ensures a bending yield load without any loss of yield strength after yielding. It turns out that making a rectangular section with ribs as a flange is effective in improving the plastic deformation capacity.
  • a circular ring and vertical stiffeners on both sides are arranged on one side of the web only at two locations near both ends, so that the web on the opposite side is parallel to the flange and overlaps the circular arc of the circular ring.
  • the L-shaped cross-section member is attached to the web and the flange, and in the region near both ends of the member, the belt plate is locally attached obliquely to the upper and lower sides of the same web surface as the circular ring to reinforce the compression flange.
  • the web plate thickness is such that shear buckling does not occur in the member middle region.
  • FIG. 14 shows the analysis results of the two different cases together, and is an H-shaped cross-section member with a member length of 9,000 mm, a flange of 300 mm ⁇ 16 mm, a web plate thickness of 6.0 mm, and a 4.5 mm width-thickness ratio of 150 and 200.
  • the two solid lines are the result of arranging a circular ring only in the plasticized region in the vicinity of both ends of the member shown in (a), and a sufficient plastic deformation capability is obtained.
  • two dotted lines showing stable mechanical properties are obtained when a circular ring is continuously arranged at regular intervals and a circular hole is provided inside the circular ring.
  • the tubular body provided in parallel with the flange has extremely high torsional rigidity, and the rigidity involved in bending torsional buckling of the member is the bending rigidity and torsion of the member.
  • the mechanical effect that stabilizes the whole member is large because it is expressed by the geometric mean of rigidity.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
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Abstract

[Problem] To ensure mechanical stability in a web and a flange that constitute a cross section in a thin-plate structural member subjected to shear bending, to maintain flexural strength after the yielding of the flange, and to improve the plastic deformation capacity of the member. [Solution] In a groove-shaped cross-sectional member and an H-shaped cross-sectional member, a rectangular cross-sectional member (4) or an L-shaped cross-sectional member (5) is disposed in parallel with upper and lower flanges (2, 3) on one or both side surfaces of a web (1), one end of the member cross-section is spliced with the web and the other end is spliced with the flange, and triangular or quadrilateral tube-shaped bodies are provided at cross-sectional corners. As illustrated in the schematic diagram, a torsional strength MＴ necessary for mechanical balance as a structural member can be supplemented by the large torsional strengths MT1，MT2 of closed cross-sections, which are the product of the distance between the shear stress indicated by the solid arrows and the center of stress flow. This makes it possible to impart an excellent mechanical property whereby localized buckling deformation is suppressed in the cross-sectional plate element, bending torsional buckling is prevented in the entire member, and strength is maintained up to the yield point load and after the yield even in a structural member constituted by a thin plate.

Description

断面隅部補強構造部材Cross-section corner reinforcement structural member
　本発明は剪断曲げを受けるウェブの両端にフランジを有する構造部材に関するもので、面内剪断を受けるウェブの剪断座屈と圧縮を受けるフランジの捩り座屈を回避し、フランジ降伏後も塑性曲げモーメントを維持して構造部材の塑性変形能力を高めることを意図するものである。特に、薄板で構成される構造部材の最適な補強方法を提案し且つ出来るだけ簡単な補強構造とする。 The present invention relates to a structural member having flanges at both ends of a web subjected to shear bending, avoiding shear buckling of the web subjected to in-plane shearing and torsional buckling of the flange subjected to compression, and a plastic bending moment after flange yielding. It is intended to increase the plastic deformation capacity of the structural member while maintaining the above. In particular, an optimum reinforcement method for a structural member made of a thin plate is proposed and a reinforcement structure as simple as possible is provided.
　部材両端から逆対称曲げモーメントを受ける構造部材について、面内剪断よるウェブの局部座屈に対する補強と材端部近傍のフランジ降伏点荷重の確保と降伏後の耐力維持に関する補強とについては提案されているものの、ウェブとフランジとを個別の視点で取扱われることが多く、部材降伏後の力学挙動としては両者に跨る要因が多々あり設計上対応する上で問題があった。 For structural members that receive anti-symmetric bending moments from both ends of the member, it has been proposed to reinforce the local buckling of the web by in-plane shearing, to secure the flange yield point load near the end of the material and to maintain the yield strength after yielding. However, the web and the flange are often handled from different viewpoints, and the mechanical behavior after the yielding of the member has a number of factors that straddle both.
　一般的に部材両端部から塑性化が進行する構造部材について、ウェブ降伏後の耐力維持に関しては板厚を上げるために降伏点の低い鋼材を使用することやウェブ面を補強して剪断座屈を回避することにより対応し、フランジ降伏後の耐力維持に関しては幅厚比を小さく制限することが主であり、他に部材端部近傍での補強や部材接合部の工夫等の試みが見られる。 Generally, for structural members whose plasticization progresses from both ends of the member, in order to maintain the proof stress after the yielding of the web, use a steel material with a low yield point in order to increase the plate thickness or reinforce the web surface for shear buckling. The main approach is to limit the width-to-thickness ratio with respect to maintaining the yield strength after flange yielding, and there are other attempts such as reinforcement in the vicinity of the end of the member and contrivance of the member joint.
　薄板で構成される梁部材については、Ｃ形断面部材乃至Ｚ形断面部材があり、又薄板を成形してフランジを管状体とするＨ形断面部材がある。これら構造部材は降伏点荷重を確保することが難しく、部材の補強や部材接合部の工夫等により部材強度を上げて対処するものの、二次的構造部材としての役割を超えて使われることは少なかった。 As for the beam member formed of a thin plate, there are a C-shaped cross-sectional member or a Z-shaped cross-sectional member, and there is an H-shaped cross-sectional member in which a thin plate is formed and a flange is a tubular body. These structural members are difficult to secure the yield point load, and they are dealt with by increasing the strength of the members by means such as reinforcing the members or devising the member joints, but they are rarely used beyond the role as secondary structural members. It was.
特開　昭５８－０１３７９３　公開特許公報Japanese Patent Laid-Open Publication No. 58-013793 特開　平０３－５０２２２３　公開特許公報Japanese Laid-Open Patent Publication No. 03-502223 特開　平０５－５０７１３３　公開特許公報Japanese Laid-Open Patent Publication No. 05-507133 特開　平０６－０１７５０７　公開特許公報Japanese Laid-Open Patent Publication No. 06-017507 特開　平１０－２２００６１　公開特許公報Japanese Patent Laid-Open No. 10-220061 特開２０１１－２０２４２４　公開特許公報Japanese Patent Application Laid-Open No. 2011-202424
　解決しようとする課題は、剪断曲げを受ける構造部材について、ウェブの剪断座屈に伴う耐力低下を回避し且つ部材両端部から進行するフランジの塑性化に対しては降伏後も塑性曲げ耐力を維持し得るようにすることである。特に、ウェブの剪断とフランジの曲げへの対応は相互に関連するため両者に最も効果的な補強方法を考え、可能な限り薄板で構成し且つ塑性変形能力の高い構造部材とする。 The problem to be solved is that for structural members subjected to shear bending, a decrease in the yield strength due to the shear buckling of the web is avoided, and the plastic bending strength is maintained even after yielding for the plasticization of the flange that progresses from both ends of the member. Is to be able to do that. In particular, since the response to web shearing and bending of the flange are related to each other, the most effective reinforcement method is considered for both, and the structural member is made as thin as possible and has a high plastic deformation capability.
　面内剪断を受けるウェブは力学的には捩りの釣合であり，圧縮軸力を受けるフランジも捩り座屈が対象であること、更にそれぞれの板要素の境界条件としてウェブに対する周辺フランジ，フランジに対する中央部ウェブは単純支持より固定支持即ち回転拘束が求められ、これら全てに共通して効果的な補強としては部材断面の捩り剛性及び捩り強さを上げることである。 The web subjected to in-plane shear is mechanically balanced in torsion, and the flange that receives compression axial force is also subject to torsional buckling. The central web requires fixed support, that is, rotational restraint rather than simple support, and an effective reinforcement common to all of them is to increase the torsional rigidity and torsional strength of the member cross section.
 ウェブの両端にフランジを有する構造部材に対する本補強方法は、ウェブの片側面乃至両側面に上下フランジと並行して矩形断面部材乃至Ｌ字形断面部材を配し且つ前記断面の一端をウェブに又他端をフランジに添接して部材断面隅部に三角形乃至四角形の管状体を設けるもので、部材に閉鎖型断面となる要素を組入れることで捩りに強い構造部材とすることである。 The present reinforcing method for a structural member having flanges at both ends of the web includes a rectangular cross-section member or an L-shaped cross-section member arranged in parallel with the upper and lower flanges on one side surface or both side surfaces of the web, and one end of the cross-section to the web. The end is attached to the flange, and a triangular or quadrangular tubular body is provided at the corner of the member cross section. By incorporating an element having a closed cross section into the member, a structural member resistant to torsion is obtained.
　面内剪断を受けるウェブが座屈変形の成長にも耐力低下しないよう、ウェブ面に円形環を添接して補強することは有効である。円形環を金属平板に添接することで円形環で囲まれるウェブは引張主応力が支配する領域となり、さらに円形環両側近傍に縦スティフナーを配し上下フランジとともに周辺を囲みトラス的力の釣合場を構成する。 It is effective to reinforce the web surface by attaching a circular ring so that the strength of the web subjected to in-plane shear does not decrease even during buckling deformation growth. The web surrounded by the circular ring is attached to the metal plate by attaching the circular ring to the area where the tensile principal stress dominates.Furthermore, a vertical stiffener is placed near both sides of the circular ring, surrounding the periphery with the upper and lower flanges, and a balance field of truss-like force. Configure.
　図１９はウェブとフランジとの交差部である断面隅部に閉鎖型断面である管状体のある代表的断面図で、模式図で示すように構造部材として力学的釣合を保つに必要な捩り強さMＴは実線矢印で示す剪断応力と応力流れの中心位置との距離の積である閉鎖型断面の大きな捩り強さMT1，MT2で十分対応でき、本補強方法は断面構成板要素についても部材全体についても力学的安定を確保する上で有効である。 FIG. 19 is a typical cross-sectional view of a tubular body having a closed cross section at a cross-sectional corner that is an intersection of a web and a flange. As shown in the schematic diagram, the twist necessary to maintain a mechanical balance as a structural member strength M T is sufficiently cope with a large torsional strength M T1, M T2 of closed cross-section which is the product of the distance between the center position of the shear stress and the stress flow indicated by the solid line arrow, the reinforcing method sectional structure plate elements This is also effective in ensuring mechanical stability of the entire member.
　ウェブとフランジとの断面隅部の補強により管状体を設けることはウェブ板厚を薄くする上で効果がある。図１７(ａ)は、面内剪断を受けるウェブについて点線矢印の圧縮主応力－σ，実線矢印の引張主応力＋σとの釣合いを示した模式図であり、下段はウェブ１とフランジ２で構成するＨ形断面部材と断面隅部にＶ字形の管状体４を設けた補強Ｈ形断面部材である。 設 け る Providing a tubular body by reinforcing the cross-sectional corners of the web and flange is effective in reducing the web plate thickness. FIG. 17A is a schematic diagram showing the balance between the compression principal stress −σ indicated by the dotted line arrow and the tensile principal stress + σ indicated by the solid line arrow for the web subjected to in-plane shearing, and the lower stage includes the web 1 and the flange 2. This is a reinforced H-shaped cross-section member in which a V-shaped tubular body 4 is provided at the cross-section corner and the H-shaped cross-section member.
　図１７(ｂ)に解析結果を示すが、H-900x300xtwx25の幅1,800mmのウェブに対する面内剪断と変形の関係で、ウェブ板厚9.0mm，7.5mm，6.0mm，4.5mmで幅厚比100，120，150，200とした結果である。Ｈ形断面部材の結果は４本の点線であり、断面隅部のウェブ両面に２辺が90mmの直角三角形となるよう6.0mm厚の帯板で補強した場合が４本の実線であるが、せん断降伏荷重を下回るもののその後安定して耐力維持される。 FIG. 17 (b) shows the analysis results. The relationship between in-plane shear and deformation for a web of 1,800 mm in width of H-900x300xtwx25, and the web thickness is 9.0 mm, 7.5 mm, 6.0 mm, 4.5 mm and the width-thickness ratio is 100. , 120, 150, 200. The result of the H-shaped cross-section member is four dotted lines, and the case where it is reinforced with a strip of 6.0mm thickness so that two sides of the web at the corner of the cross section are 90mm right-angled triangles is four solid lines. Although it is below the shear yield load, the yield strength is maintained stably thereafter.
　図１８(ａ)は円形環に囲まれた円形金属平板の面内応力の釣合いを示す模式図であり、円形環枠から剪断力が作用すると円形環と円形金属平板は斜め45度方向を長軸・短軸とする楕円形に変形する。面内剪断に伴う点線矢印の圧縮主応力－σは円形環の部材軸力σcと釣合い、加力の初期段階から塑性変形領域に至るまで実線矢印の引張主応力＋σが支配する張力場となる。 FIG. 18A is a schematic diagram showing the balance of in-plane stress of a circular metal flat plate surrounded by a circular ring. When a shearing force is applied from the circular ring frame, the circular ring and the circular metal flat plate are inclined 45 degrees obliquely. Deforms into an ellipse with a short axis and a short axis. The compressive principal stress -σ of the dotted arrow accompanying the in-plane shear is balanced with the axial force σ c of the circular ring, and the tension field controlled by the tensile principal stress + σ of the solid arrow from the initial stage to the plastic deformation region Become.
　ウェブ面の上下フランジに設けられる断面隅部補強ではウェブの剪断降伏荷重にまで到達することは難しいが、ウェブ面に円形環を設けることで面内剪断による引張主応力＋σと共に圧縮主応力－σとを弾性・塑性全領域で保持できるため、剪断曲げを受ける構造部材の降伏点荷重の確保と降伏後も耐力が低下することなく維持され、断面隅部補強と併用することで断面の薄板化が図れる。 It is difficult to reach the shear yield load of the web by reinforcing the cross-sectional corners provided on the upper and lower flanges of the web surface, but by providing a circular ring on the web surface, the compression principal stress -σ together with the tensile principal stress + σ due to in-plane shearing Can be maintained in the entire elastic and plastic region, ensuring the yield point load of the structural member subjected to shear bending and maintaining the yield strength after yielding, and reducing the cross section by combining with the corner reinforcement. Can be planned.
溝形断面部材に対する材長方向への断面隅部補強を示す構造図である。It is a structural diagram showing cross-sectional corner reinforcement in the material length direction for the groove-shaped cross-sectional member. 剪断曲げ荷重が作用する溝形断面部材の力学的挙動の説明図である。It is explanatory drawing of the mechanical behavior of the groove-shaped cross-section member to which a shear bending load acts. リブ付きフランジであるＨ形断面部材の断面隅部補強の構造図である。It is a structural diagram of the cross-sectional corner reinforcement of the H-shaped cross-section member which is a flange with a rib. 剪断曲げ荷重が作用するＨ形断面部材の力学的挙動の説明図である。It is explanatory drawing of the mechanical behavior of the H-shaped cross-section member to which a shear bending load acts. Ｌ字形断面部材で四角形管状体を設けたＨ形断面部材の構造図である。It is a structural diagram of an H-shaped cross-sectional member provided with a rectangular tubular body with an L-shaped cross-sectional member. 部材の力学的挙動と断面隅部の管状体配置とについての説明図である。It is explanatory drawing about the mechanical behavior of a member, and the tubular body arrangement | positioning of the cross-sectional corner part. 柱部材のウェブに断面中立軸上へスティフナー補強する構造図である。FIG. 6 is a structural diagram in which stiffener reinforcement is performed on a cross-section neutral axis on a column member web. 部材両端部の降伏曲げ荷重への圧縮軸力の影響に関する説明図である。It is explanatory drawing regarding the influence of the compression axial force to the yield bending load of a member both ends. 材長方向に断面成が変わるウェブへの剪断補強を示す構造図である。FIG. 3 is a structural diagram showing shear reinforcement to a web whose cross-section changes in the material length direction. 部材片側端部から降伏する大スパン部材の力学挙動の説明図である。It is explanatory drawing of the dynamic behavior of the large span member yielding from a member one side edge part. ウェブ面に円形環を配して断面隅部を補強する部材の構造図である。It is a structural diagram of the member which arrange | positions a circular ring on a web surface and reinforces a cross-sectional corner part. フランジ曲げ降伏が先行する部材の弾塑性力学挙動の説明図である。It is explanatory drawing of the elastoplastic mechanical behavior of the member preceded by a flange bending yield. 円形環の適正配置と円形環内側への円形穴を設ける構造図である。FIG. 6 is a structural diagram in which a circular ring is properly arranged and a circular hole is provided inside the circular ring. フランジ降伏後の部材曲げ耐力維持と塑性変形能力の説明図である。It is explanatory drawing of the member bending proof strength maintenance and plastic deformation ability after a flange yield. 隅部補強とウェブの円形管と連携する薄板断面部材の構造図である。FIG. 6 is a structural diagram of a thin plate cross-section member that cooperates with corner reinforcement and a circular tube of a web. 薄板ウェブ部材の降伏後の耐力維持と塑性変形能力の説明図である。It is explanatory drawing of the yield strength maintenance and plastic deformation capability after the yielding of a thin-plate web member. 断面隅部管状体の捩り強さとウェブ幅厚比との係りの説明図である。It is explanatory drawing of the relationship between the twist strength of a cross-sectional corner tubular body, and web width-thickness ratio. 円形環で囲まれた平板の面内剪断と応力状体を示す模式図である。It is a schematic diagram which shows the in-plane shear and stress-like body of the flat plate enclosed by the circular ring. 断面隅部管状体と捩り応力流れと部材捩り強さを示す模式図である。It is a schematic diagram which shows a cross-sectional corner tubular body, torsional stress flow, and member torsional strength.
　図１は溝形断面部材のウェブを正面から見たもので、ウェブ１と上下フランジ３との断面隅部に帯板４を添接し三角形となる管状体を設ける。部材長手方向に６等分して材軸と直交するスティフナー６を配し、塑性化が進行する左右両端部近傍の領域では管状体を大きくb1‐b1断面，その内側２区間では管状体を小さくb2‐b2断面とし、更に部材中央部２区間では隅部補強のないb3‐b3断面とする。 FIG. 1 is a front view of a web of a groove-shaped cross-sectional member. A strip 4 is attached to the cross-sectional corners of the web 1 and the upper and lower flanges 3 to form a triangular tubular body. A stiffener 6 that is divided into 6 parts in the longitudinal direction of the member and is orthogonal to the material axis is arranged. In the region near the left and right ends where plasticization progresses, the tubular body is enlarged and the tubular body is reduced in the b1-b1 cross section. The cross section is b2-b2, and the cross section b3-b3 has no corner reinforcement in the central section of the member.
　図３は突出リブのあるフランジのＨ形断面部材で、ウェブ１と上下フランジ３との断面隅部に帯板４を添接しウェブ面を対称にＶ字形の管状体を設ける。部材長手方向に４等分してスティフナー６を配し、塑性化が進行する左右両端部近傍の領域ではb1‐b1断面となる管状体を配し，部材中央部２区間ではフランジ両先端部のリブ効果もあり補強のないb2‐b2断面とする。 FIG. 3 shows an H-shaped cross-section member of a flange having protruding ribs, and a strip 4 is attached to the cross-sectional corners of the web 1 and the upper and lower flanges 3 to provide a V-shaped tubular body symmetrically with the web surface. A stiffener 6 is arranged in four parts in the longitudinal direction of the member, a tubular body having a b1-b1 cross section is arranged in the region near the left and right end portions where plasticization proceeds, and both end portions of the flanges are arranged in the member central two sections. B2-b2 cross section with rib effect and no reinforcement.
　図５は矩形断面であるフランジ２のＨ形断面部材で、圧縮軸力を受けるフランジとしては平板弱軸回りの曲げ剛性が小さく、これを補うべくウェブ１の両面からＬ字形断面部材５を添接して四角形となる管状体を設ける。部材長手方向に６等分してスティフナー６を配し、塑性化が進行する左右両端部近傍の領域では管状体を大きくb1‐b1断面，その内側２区間では小さくb2‐b2断面とし、部材全長に亘り断面隅部を補強する。 FIG. 5 shows an H-shaped cross-section member of the flange 2 having a rectangular cross section. As a flange receiving a compression axial force, the bending rigidity around the flat plate weak axis is small, and an L-shaped cross-section member 5 is attached from both sides of the web 1 to compensate for this. A tubular body that is in contact with a quadrangle is provided. The stiffener 6 is divided into 6 equal parts in the longitudinal direction of the member, the tubular body is largely b1-b1 cross section in the region near the left and right ends where plasticization proceeds, and the inner 2-section is small b2-b2 cross section, Reinforce the cross-sectional corners.
　図１１（ａ）は円形管が添接されたウェブ面，（ｂ）は前記逆側面の拡大図であるが、円形環８と左右に近接する縦スティフナー６とを設けこれを部材長手方向の任意区間毎に複数個配してウェブを補強する。円形環を添接することで円形環内側のウェブを引張応力面とし、円形環を中央にフランジと縦スティフナーとで周辺を囲みウェブ面の斜め引張力とトラス的力の釣合い場を構成する。 11A is a web surface with a circular tube attached thereto, and FIG. 11B is an enlarged view of the reverse side surface. A circular ring 8 and a vertical stiffener 6 adjacent to the left and right are provided in the longitudinal direction of the member. A plurality of webs are arranged for each arbitrary section to reinforce the web. By attaching the circular ring, the web inside the circular ring is used as a tensile stress surface, and the circular ring is surrounded by a flange and a vertical stiffener to form a balance field between the diagonal tensile force and the truss force of the web surface.
　図１５（ａ）は円形管が添接されたウェブ面，（ｂ）は前記逆側面の拡大図であるが、、ウェブ片側面の円形環８とウェブ逆側面で前記円弧と中立軸上で重なり合う縦スティフナー６を連続してを配し、円弧上下に沿うように且つウェブ面を対称にフランジと並行して断面隅部を補強部材４でＶ字形の管状体を構成する。断面隅部の補強によりウェブとともにフランジも薄板化することができ、塑性変形能力の高い薄板断面部材となる。 FIG. 15 (a) is a web surface with a circular tube attached, and FIG. 15 (b) is an enlarged view of the reverse side, but the circular ring 8 on one side of the web and the reverse side of the web on the arc and neutral axis. Overlapping vertical stiffeners 6 are arranged in succession, and a V-shaped tubular body is formed of reinforcing members 4 at the cross-sectional corners in parallel with the flange so that the web surface is symmetric along the top and bottom of the arc. By reinforcing the corners of the cross-section, the flange can be thinned together with the web, so that a thin-plate cross-section member having a high plastic deformation capability is obtained.
　図１は6.0mm板厚で構成する成600mm，幅200mmでフランジ先端部に60mmのリブがある溝形断面部材で、部材長手方向に６等分しスティフナーを設け、曲げ降伏する部材両端部近傍の領域では断面隅部に6.0mm板厚の帯板を斜めに添接し２辺が120mmの三角形，その内側の領域では２辺が90mmの三角形となる管状体を設け、部材中央部の２区間では断面隅部の補強はしない。 Fig. 1 shows a groove-shaped cross-section member with a thickness of 600 mm, a thickness of 600 mm, a width of 200 mm, and a 60 mm rib at the end of the flange. In this area, a 6.0mm thick strip is diagonally attached to the corner of the cross section and a triangular body with two sides of 120mm is provided, and in the inner area, a tubular body with two sides of 90mm is provided. Then, the corner of the cross section is not reinforced.
　図２は部材長さ7,200mm，9,000mm，10,800mmを３本の実線で，12,600mmを点線で示したが、点線の結果で横座屈の兆候が見られるものの捩りに弱いとされる非対称断面である溝形断面部材であっても断面隅部補強による管状体の大きな捩り剛性と捩り強さが寄与し力学的に安定する。縦軸は材端部の曲げ荷重を塑性曲げモーメントMpの比で，横軸は部材両端の変形角で示し、部材中間領域では横変形拘束は無いとしている。 Fig. 2 shows the lengths of 7,200mm, 9,000mm, and 10,800mm as three solid lines and 12,600mm as dotted lines, but the results of the dotted lines show signs of lateral buckling but are asymmetrical cross-sections that are considered to be weak to torsion Even a groove-shaped cross-sectional member is mechanically stable due to the large torsional rigidity and torsional strength of the tubular body by reinforcing the cross-sectional corners. The vertical axis indicates the bending load at the end of the material by the ratio of the plastic bending moment M p , the horizontal axis indicates the deformation angle at both ends of the member, and there is no lateral deformation restriction in the intermediate region of the member.
　図３は6.0mm板厚で構成する成600mm，幅300mmでフランジ両先端部のリブが60mmのＨ形断面部材で、部材長手方向に４等分し縦スティフナーを設け、曲げ降伏する部材両端部近傍の領域では断面隅部に6.0mm板厚の帯板を斜めに添接し２辺が90mmの三角形となる管状体をウェブ両面に添接したが、両先端部に突出リブを設けたことでフランジが安定し断面部材中央部の２区間では断面隅部の補強はしない。 Fig. 3 shows an H-shaped cross-section member with a thickness of 600 mm, a width of 300 mm, and 60 mm ribs at both ends of the flange. Both ends of the member are bent and yielded by dividing them into four equal parts in the longitudinal direction. In the nearby area, a strip with a thickness of 6.0 mm is attached diagonally to the corner of the cross section and a tubular body with two sides of 90 mm is attached to both sides of the web, but with protruding ribs at both ends. The flange is stable, and the corners of the cross section are not reinforced in the two sections at the center of the cross section member.
　図４は両材端部から逆対称曲げを受ける場合の解析結果で、材長9,000mm，10,800mm，12,600mmを３本の実線と横座屈の兆候が見られる材長14,400mmを点線で示したが、フランジ先端のリブ効果があるため横変形拘束はしない。フランジ降伏が進行する部位ではウェブ両側面から断面隅部補強され、管状体の極めて大きな捩り剛性と捩り強さが寄与して力学的に安定し十分な塑性変形能力が確保される。 Fig. 4 shows the analysis results when antisymmetric bending is applied to the ends of both materials. The material lengths are 9,000mm, 10,800mm and 12,600mm, and three solid lines and the length of 14,400mm where signs of lateral buckling can be seen are indicated by dotted lines. However, it does not restrain lateral deformation because of the rib effect at the flange tip. In the portion where the flange yielding progresses, the corners of the cross section are reinforced from both sides of the web, and the extremely large torsional rigidity and torsional strength of the tubular body contributes to mechanical stability and sufficient plastic deformation capability.
　図５は成600mm，幅300mmで板厚はフランジ12mm，ウェブ6.0mmとするＨ形断面部材で、部材長手方向に６等分しスティフナーを設け、フランジの弱軸回りの曲げ剛性を補うため断面隅部のウェブ両面に6.0mm板厚のＬ字形断面部材を添接し、降伏する部材両端部近傍の領域では一辺が75mmの，その内側の領域では２辺が50mmの四角形となる管状体を設け、部材中央部の２区間では断面隅部の補強はしない。 Fig. 5 shows an H-shaped cross section with 600mm width, 300mm width, 12mm flange thickness, and 6.0mm web, and is divided into 6 equal parts in the longitudinal direction of the member to provide bending stiffness around the weak axis of the flange. A 6.0mm thick L-shaped cross-section member is attached to both sides of the corner web, and a tubular body with a square shape of 75mm on one side in the area near both ends of the yielding member and 50mm on the two sides is provided. In the two sections of the central part of the member, the corners of the cross section are not reinforced.
  図６は部材両端から逆対称曲げを受ける場合の解析結果で、部材長さ7,200mm，9,000mm２本の実線は梁の横変形拘束の無い場合、部材長さ10,800mm，12,600mm２本の点線は梁両端部近傍の塑性化領域を挟んで横変形拘束した場合である。フランジが弾性で推移する部位ではウェブ両側面からの断面隅部補強をウェブ片側面としてもよく、又Ｈ形断面梁では横変形拘束は可能な限り設ける方がよい。 Fig. 6 shows the analysis results when the members are subjected to anti-symmetric bending from both ends. The two solid lines with the length of 7,200mm and 9,000mm are the two dotted lines with the member lengths of 10,800mm and 12,600mm, respectively. This is a case where lateral deformation is constrained across the plasticized region in the vicinity of both ends of the beam. In the portion where the flange changes by elasticity, the cross-sectional corner reinforcement from both sides of the web may be a single side of the web, and it is better to provide lateral deformation restraint as much as possible in the H-shaped cross-section beam.
　図７（ａ）は6.0mm板厚で構成する断面成450mm，幅300mmでフランジ両先端部のリブが60mmのＨ形断面部材で、柱を対象とする短い部材であるため材長方向に４等分してスティフナーを設け、曲げ降伏する部材両端部近傍の領域では断面隅部に6.0mm厚の帯板を斜めに添接し２辺が75mmの三角形となる管状体をウェブ両側面に設け、断面部材中央部の２区間では断面隅部の補強をウェブ片側面にのみ設ける。 FIG. 7 (a) is an H-shaped cross-section member having a cross-section of 450 mm, a width of 300 mm, and a rib at both ends of the flange of 60 mm, which is composed of a plate thickness of 6.0 mm. Equally stiffeners are provided, and in the region near both ends of the member to bend and yield, a 6.0mm thick strip is diagonally attached to the corners of the cross section, and tubular bodies with two sides of 75mm are provided on both sides of the web. In the two sections at the center of the cross-sectional member, the cross-section corner is reinforced only on one side of the web.
　図７（ｂ）は部材両端部近傍の領域で断面中立軸上のウェブ片側面に材軸方向へスティフナーを補強したもので、柱部材に加わる圧縮軸力を部材上端から下端へ直接伝達することで部材両端部近傍の降伏曲げ荷重への影響を極力少なくすることである。断面中立軸上のウェブ面に配置することで、軸圧縮力と部材曲げ変形とによる部材への付加曲げモーメントが抑えられる。 Fig. 7 (b) shows a stiffener reinforced in the direction of the material axis on one side of the web on the cross-section neutral axis in the region near both ends of the member, and directly transmits the compression axial force applied to the column member from the upper end to the lower end of the member. Thus, the influence on the yield bending load in the vicinity of both ends of the member is to be reduced as much as possible. By arranging on the web surface on the neutral axis of the cross section, the additional bending moment to the member due to the axial compression force and the member bending deformation can be suppressed.
　図８の２本の点線は部材長さ3,600mmで断面隅部補強だけの解析結果で、上段の圧縮軸力がない場合と下段の圧縮軸力が25tonの場合であり、２本の実線は部材両端部近傍の領域で断面中立軸上のウェブ片側面に材軸方向へスティフナー補強した上で圧縮軸力が25ton，50tonとする解析結果である。ウェブの断面積が小さい部材では圧縮軸力をスティフナーで直接流すことは有効である。 The two dotted lines in Fig. 8 are the analysis results of the section length of 3,600mm and only the cross-section corner reinforcement. The case where there is no upper compression axial force and the case where the lower compression axial force is 25 tons. This is an analysis result in which the compression axial force is 25 tons and 50 tons after stiffener reinforcement in the direction of the material axis on one side of the web on the neutral shaft in the region in the vicinity of both ends of the member. In a member having a small cross-sectional area of the web, it is effective to directly flow the compression axial force with a stiffener.
　図９（ａ）は部材長手方向に断面成が一様に変化する大スパンの梁で、断面両先端部に60mmの突出リブのある300mm幅のフランジと断面隅部の２辺が90mmの三角形となる管状体４は材長方向に同じ大きさで連続する。断面成の大きい一端から小さい他端までの区間を４分割し縦スティフナー６を設ける。部材長手方向のフランジ内応力分布が一定の圧縮軸力に近く、固定端側から材長の１／４の上下フランジ位置で横方向変形を拘束する。 Fig. 9 (a) shows a large-span beam whose cross-section changes uniformly in the longitudinal direction of the member, a 300mm wide flange with 60mm projecting ribs at both ends of the cross section, and a triangle with two sides at the cross section corners of 90mm The tubular body 4 to be continuous with the same size in the material length direction. A vertical stiffener 6 is provided by dividing a section from one end having a large cross section to the other end having a small cross section. The stress distribution in the flange in the longitudinal direction of the member is close to a constant compression axial force, and the lateral deformation is constrained at the vertical flange position that is 1/4 of the material length from the fixed end side.
　図９（ｂ）の断面成の大きい部材端部近傍領域ではウェブの剪断座屈への対処が必要となるが、断面中立軸上のスティフナーの補強は部材に加わる曲げモーメントに影響せず且つ部材降伏後も弾性が保持されるため部材断面が小さくても十分に機能する。部材降伏後に引張フランジ側に比べ圧縮フランジ側の耐力低下が生じるため、断面中立軸のずれを利用し前記スティフナーによる耐力付加でこれを補うことができる。 Although it is necessary to cope with the shear buckling of the web in the region in the vicinity of the end portion of the member having a large cross section shown in FIG. 9B, the reinforcement of the stiffener on the neutral axis of the cross section does not affect the bending moment applied to the member and the member Even after yielding, elasticity is maintained, so that even if the member cross section is small, it functions sufficiently. Since the yield strength of the compression flange side is reduced compared to the tension flange side after the yielding of the member, this can be compensated for by adding the strength by the stiffener using the deviation of the neutral axis of the cross section.
　図１０は部材先端部から剪断曲げ荷重が加わる場合の材長7,200mm，9,000mmの解析結果で、２本の実線は断面成が一端1,200mmから他端600mmの場合，２本の点線は断面成の一端が900mmから他端600mm迄緩く変化する場合である。前者では部材中央の成900mmまで断面中立軸上にスティフナー補強をしたが、後者では補強をしていない。ウェブの幅厚比が150であっても断面隅部の管状体による拘束効果が大きく降伏曲げ荷重は確保できる。 Fig. 10 shows the analysis results of material lengths of 7,200mm and 9,000mm when shear bending load is applied from the tip of the member. When the cross section is from 1,200mm to 600mm at the other end, the two dotted lines are the cross section. This is a case where one end of the composition changes gently from 900 mm to the other end of 600 mm. In the former, stiffener reinforcement was performed on the neutral axis of the cross section up to 900 mm in the center of the member, but in the latter, no reinforcement was made. Even if the width-thickness ratio of the web is 150, the restraining effect by the tubular body at the corner of the cross section is great, and the yield bending load can be secured.
　図１１（ａ）は、梁成900mmに対し板厚6.0mmのウェブ片側面に直径720mm，厚さ9.0mmの円形環とその両側に900mmx9mmの縦スティフナーとを部材長手方向へ等間隔に５ケ所配した構成で、前記ウェブの逆側面に上下フランジと並行して部材全長に亘り断面隅部にＬ字形断面部材90mmx90mmx9mmを添接して補強する構造部材である。フランジは略同じ断面積の矩形断面300mmx19mmのフランジとリブ付き断面300mmx60mmx12mmのフランジとする。 Fig. 11 (a) shows a circular ring with a diameter of 720mm and a thickness of 9.0mm on one side of a web with a thickness of 6.0mm, and a 900mmx9mm vertical stiffener on each side of the 900mm beam. In this configuration, the L-shaped cross-sectional member 90mmx90mmx9mm is attached to the opposite side surface of the web in parallel with the upper and lower flanges and the cross-sectional corners of the member are reinforced. The flange shall be a flange with a rectangular cross section of 300mmx19mm and a ribbed cross section of 300mmx60mmx12mm with approximately the same cross-sectional area.
　図１１（ｂ）は前記部材の逆側面から見た拡大図でウェブ上下にフランジと並行し且つ円形環の円弧と重なるようにＬ字形断面部材の一端をウェブに又他端をフランジに添接し、断面隅部に四角形の管状体を部材全長に亘って設けている。円形環を中央に縦スティフナーを幅900mmで配して正方形に囲むが、前記外側の領域は局部座屈が先行して起きない程度の幅に縦スティフナーを設ける。 FIG. 11B is an enlarged view as seen from the opposite side of the member. One end of the L-shaped cross-section member is attached to the web and the other end is attached to the flange so as to be parallel to the flange on the top and bottom of the web and overlap the circular arc of the circular ring. In addition, a rectangular tubular body is provided at the corner of the cross section over the entire length of the member. A circular ring is centered and a vertical stiffener is arranged with a width of 900 mm to surround a square, and the outer region is provided with a vertical stiffener so that local buckling does not occur in advance.
　図１２は部材長さは9,000mm，10,800mmとし、実線２本は矩形断面のフランジとする結果、点線２本はリブ付き矩形断面のフランジとする結果である。縦軸は塑性曲げモーメントMp，横軸は端部変形角で示すが、ウェブ板厚6.0mm，幅厚比150の薄板であっても曲げ降伏荷重が確保され降伏後も耐力低下することなく推移し、フランジとしてリブ付き矩形断面とすることは塑性変形能力向上に有効であることが判る。 FIG. 12 shows the result that the member lengths are 9,000 mm and 10,800 mm, two solid lines are flanges with a rectangular section, and two dotted lines are flanges with a rib-shaped rectangular section. The vertical axis shows the plastic bending moment M p , and the horizontal axis shows the end deformation angle, but even a thin plate with a web thickness of 6.0 mm and a width-thickness ratio of 150 ensures a bending yield load without any loss of yield strength after yielding. It turns out that making a rectangular section with ribs as a flange is effective in improving the plastic deformation capacity.
　図１３（ａ）にはウェブの片側面に円形環と両側の縦スティフナーとを両端部近傍の２ケ所にのみ配し、前記逆側面のウェブにフランジと並行し且つ円形環の円弧と重なるようにＬ字形断面部材をウェブとフランジに添接し、部材両端部近傍の領域では円形環と同じウェブ面上下にも局所的に帯板を斜めに添接し圧縮フランジを補強している。この場合部材中間部領域では剪断座屈が生じない程度のウェブ板厚であることが前提である。 In FIG. 13 (a), a circular ring and vertical stiffeners on both sides are arranged on one side of the web only at two locations near both ends, so that the web on the opposite side is parallel to the flange and overlaps the circular arc of the circular ring. The L-shaped cross-section member is attached to the web and the flange, and in the region near both ends of the member, the belt plate is locally attached obliquely to the upper and lower sides of the same web surface as the circular ring to reinforce the compression flange. In this case, it is a premise that the web plate thickness is such that shear buckling does not occur in the member middle region.
　図１３（ｂ）は円形環補強を生かして円形環内側領域に同心円となる任意径の円形穴を設ける。本例では部材両端部塑性化領域では部材成の45%で400mm径の円形穴，部材中間部で部材成の60%で550mm径の円形穴としたが、部材両端部の塑性化領域では円形環上下に断面隅部の補強材をウェブの両面に配してフランジを補強する。円形環内側のウェブ面は引張応力状態にあるため、円形穴周りは補強の必要はない。 In FIG. 13 (b), a circular hole having an arbitrary diameter that is a concentric circle is provided in the inner region of the circular ring by utilizing the circular ring reinforcement. In this example, in the plasticization region at both ends of the member, a circular hole with a diameter of 45 mm is formed at 45% of the member, and a circular hole with a diameter of 550 mm is formed at 60% of the member in the middle of the member. The flange is reinforced by arranging reinforcing members at the corners of the cross section on the upper and lower sides of the ring on both sides of the web. Since the web surface inside the circular ring is in a tensile stress state, there is no need for reinforcement around the circular hole.
  図１４は異なる前記２ケースの解析結果を一緒に示したが、部材長さ9,000mmのＨ形断面部材でフランジが300mmｘ16mmでウェブ板厚は6.0mm，4.5mm幅厚比150，200である。実線２本は（ａ）図に示す部材両端部近傍の塑性化領域にのみ円形環を配置する結果であり十分な塑性変形能力が得られる。又安定した力学性状を示す点線２本は（ｂ）図の一定間隔毎に円形環を連続配置し且つ円形環内側に円形穴を設けた場合である。 FIG. 14 shows the analysis results of the two different cases together, and is an H-shaped cross-section member with a member length of 9,000 mm, a flange of 300 mm × 16 mm, a web plate thickness of 6.0 mm, and a 4.5 mm width-thickness ratio of 150 and 200. The two solid lines are the result of arranging a circular ring only in the plasticized region in the vicinity of both ends of the member shown in (a), and a sufficient plastic deformation capability is obtained. In addition, two dotted lines showing stable mechanical properties are obtained when a circular ring is continuously arranged at regular intervals and a circular hole is provided inside the circular ring.
　図１５（ａ）は逆対称曲げを受けるＨ形断面部材でウェブを可能な限り薄くし且つ力学性能を上げるための補強構造である。部材成900mmでフランジ300mmx12mmとしウェブ片側面に直径720mm，厚さ6.0mmの円形環と前記逆側面に900mmx6mmの縦スティフナーとを部材長手方向へ等間隔に５ケ所配した構成で、断面隅部補強として上下フランジと並行し梁全長に亘りＶ字形とする管状体を設けている。 Fig. 15 (a) shows a reinforcing structure for making the web as thin as possible and improving the mechanical performance with an H-shaped cross-section member subjected to antisymmetric bending. Reinforcing the corners of the cross section with a 900mm member with a flange of 300mmx12mm, a circular ring with a diameter of 720mm and a thickness of 6.0mm on one side of the web, and five vertical stiffeners with 900mmx6mm on the opposite side in the longitudinal direction of the member. In parallel with the upper and lower flanges, a V-shaped tubular body is provided over the entire length of the beam.
　図１５（ｂ）は前記部材の逆側面から見た拡大図で、円形環を設けたウェブ面とその逆側面から前記円弧と中立軸上で重なる２本の縦スティフナーを添接し補強したことを特徴とする。断面隅部の補強では部材全長に亘り上下フランジに並行し且つ円形管上下円弧に沿うように6.0mm板厚の帯板を斜めに添接し２辺が90mmの三角形となる管状体をウェブ両面に設けている。 FIG. 15 (b) is an enlarged view seen from the reverse side of the member, and shows that the web surface provided with a circular ring and two vertical stiffeners overlapping on the neutral axis from the reverse side are attached and reinforced. Features. To reinforce the corners of the cross section, a 6.0mm thick strip is diagonally attached to both sides of the web, parallel to the upper and lower flanges and along the upper and lower circular arcs of the circular tube, and a triangle with two sides of 90mm. Provided.
  図１６はウェブ板厚を変え6.0mm，4.5mm，3.2mmを実線で，2.3mmを点線で示している。ウェブの幅厚比が150，200，280である３本の実線はフランジ降伏が先行して塑性化する場合であり降伏曲げ荷重に到達後十分な塑性変形能力が確保される。幅厚比390の点線はウェブ剪断降伏が先行する場合であり曲げ荷重を縦軸とする図では耐力が低く表現されるが、円形管補強によってウェブ剪断降伏後も安定して耐力維持される。 Fig. 16 shows the web thickness changes with 6.0mm, 4.5mm and 3.2mm as solid lines and 2.3mm as dotted lines. The three solid lines with web width-thickness ratios of 150, 200, and 280 are cases where flange yielding precedes plasticization, and sufficient plastic deformation capacity is ensured after reaching the yield bending load. A dotted line with a width-thickness ratio of 390 is a case where web shear yielding precedes, and in the figure where the bending load is a vertical axis, the yield strength is expressed low, but the yield strength is stably maintained even after web shear yielding by circular tube reinforcement.
　本実施例で扱った金属材料は、降伏点応力度σy=30kN/cm2，ヤング係数E=20,500kN/cm2の鋼材として一般的に多用される普通鋼材を利用したが、本補強構造では金属の材種や材質に拘るものではなく高降伏点鋼でも低降伏点鋼でもよい。又、押出し圧延部材乃至溶接組立部材に製作上の問題が無ければ、剛性の低い軽金属材料に対しても極めて有効な補強構造と考えられる。 Metallic material covered in this example, yield stress of σ y = 30kN / cm 2, but utilizing the generally plain steel, which is frequently used as a steel material of Young's modulus E = 20,500kN / cm 2, the reinforcing structure Then, it is not related to the type and material of the metal, and may be high yield point steel or low yield point steel. Further, if there is no problem in manufacturing the extruded rolled member or the welded assembly member, it is considered that the reinforcing structure is extremely effective even for a light metal material having low rigidity.
　溝形断面部材及びＨ形断面部材の補強方法として、ウェブの片側面乃至両側面に上下フランジと並行して補強部材を配し断面隅部に管状体を設ける単純且つ明快なものであり、部材長さによって補強領域を両材端部近傍の塑性化領域に限定する等の適切な座屈設計により、設計上必要且つ十分な断面板厚の構造部材に対して良好な力学的性能を付与することができる。 As a method for reinforcing the groove-shaped cross-section member and the H-shaped cross-section member, a simple and clear method is provided in which a reinforcing member is provided in parallel with the upper and lower flanges on one side or both sides of the web, and a tubular body is provided at the cross-sectional corner. Appropriate buckling design, such as limiting the reinforced area to the plasticized area near the ends of both materials depending on the length, gives good mechanical performance to structural members with sufficient cross-sectional thickness necessary for design be able to.
　薄板で構成される溝形断面部材及びＨ形断面部材に対し、フランジに並行して設けられる管状体は捩り剛性が極めて高く、部材の曲げ捩り座屈に関与する剛性が部材の曲げ剛性と捩り剛性の相乗平均で表されることから部材全体を安定化する力学的効果は大きく、管状体を設けることにより剪断曲げを受ける部材に対し長手方向の横座屈拘束を省くことができる等設計上，施工上の利点も大きい。 Compared to the groove-shaped cross-section member and H-shaped cross-section member made of thin plates, the tubular body provided in parallel with the flange has extremely high torsional rigidity, and the rigidity involved in bending torsional buckling of the member is the bending rigidity and torsion of the member. The mechanical effect that stabilizes the whole member is large because it is expressed by the geometric mean of rigidity. By designing the tubular body, the lateral buckling constraint in the longitudinal direction can be omitted for the member subjected to shear bending. There are also significant advantages in construction.
　断面構成板要素の薄板化に向けて、ウェブに円形環を材長方向に複数個所配することで面内剪断に対しウェブが引張応力面となり、ウェブ板厚を現状より遥かに薄くできる。これまでの剪断座屈に伴う幅厚比では面内剪断に対し必要以上に小さくせざるを得なかったが、本補強構造では必要とする最小限の板厚で構成でき且つ部材の力学的性能を飛躍的に改善できる。 In order to reduce the thickness of the cross-section component plate elements, by arranging a plurality of circular rings on the web in the material length direction, the web becomes a tensile stress surface against in-plane shear, and the web plate thickness can be made much thinner than the current situation. Conventional width-thickness ratios due to shear buckling had to be made smaller than necessary for in-plane shear, but this reinforcement structure can be configured with the minimum required plate thickness and the mechanical performance of the members Can be improved dramatically.
　断面先端部に突出リブのあるフランジとすることや断面隅部補強材により変形拘束されることでフランジ板厚もまた薄くできる。断面隅部補強により溝形断面部材やＨ形断面部材の捩りに対する弱点が大幅に改善されることから、対称断面，非対称断面に拘らず塑性変形能力の高い構造部材となり得るが、軽量・薄板の二次的構造部材に対しても力学的に安定した部材へ変貌する可能性がある。 The flange plate thickness can also be reduced by using a flange with protruding ribs at the tip of the cross section or being deformed and restrained by a cross section corner reinforcement. Reinforcement of the cross-sectional corners significantly improves the torsional weakness of the groove-shaped cross-section member and H-shaped cross-section member, so it can be a structural member with high plastic deformation ability regardless of symmetric cross section or asymmetric cross section. There is a possibility that the secondary structural member may be transformed into a mechanically stable member.
　１．　部材断面を構成するウェブ
　２．　矩形断面のフランジ
　３．　先端部リブ付きフランジ
　４．　断面隅部補強矩形断面部材
　５．　断面隅部補強Ｌ字形断面部材
　６．　材軸と直交するスティフナー
　７．　断面中立軸上のスティフナー
　８．　円形環補強部材
　９．　ウェブ面の円形穴 1. 1. Web constituting the member cross section 2. Rectangular flange 3. Flange with tip rib 4. Sectional corner reinforcing rectangular section member 5. Cross-section corner reinforcement L-shaped cross-section member 6. Stiffener perpendicular to the material axis 7. Stiffener on the neutral axis of the section 8. Circular ring reinforcing member Circular hole on the web surface

Claims (4)

  1.   ウェブの両端に片側一方向へのみフランジを有する溝形断面部材について、部材両端部近傍の領域乃至全領域にフランジ突出側のウェブ面に上下フランジと並行して矩形断面部材乃至Ｌ字形断面部材を配し且つ前記矩形断面部材乃至前記Ｌ字形断面部材の一端をウェブに又他端をフランジに添接して部材断面隅部に三角形乃至四角形の管状体を設ける、剪断曲げを受ける構造部材の補強構造。 With respect to the groove-shaped cross-section member having a flange only in one direction on one side at both ends of the web, a rectangular cross-section member or an L-shaped cross-section member is provided in parallel with the upper and lower flanges on the web surface on the flange protruding side in the entire area or the vicinity of both ends of the member. A reinforcing structure for a structural member subjected to shear bending, wherein one end of the rectangular cross-section member or the L-shaped cross-section member is attached to the web and the other end is in contact with the flange to provide a triangular or quadrangular tubular body at the cross-section corner of the member .
  2.   ウェブの両端にフランジを有するＨ形断面部材について、部材両端部近傍の領域乃至全領域にウェブの片側面乃至両側面に上下フランジと並行して矩形断面部材乃至Ｌ字形断面部材を配し且つ前記矩形断面部材乃至前記Ｌ字形断面部材の一端をウェブに又他端をフランジに添接して部材断面隅部に三角形乃至四角形の管状体を設ける、剪断曲げを受ける構造部材の補強構造。 Regarding the H-shaped cross-section member having flanges at both ends of the web, a rectangular cross-section member or an L-shaped cross-section member is arranged on one side or both side surfaces of the web in parallel with the upper and lower flanges in the region or the entire region in the vicinity of both ends of the web. A reinforcing structure for a structural member subjected to shear bending, wherein one end of a rectangular cross-section member or the L-shaped cross-section member is attached to a web and the other end is abutted to a flange, and a triangular or quadrangular tubular body is provided at a corner of the cross section of the member.
  3.   剪断曲げを受けるウェブの両端にフランジを有する構造部材について、ウェブの片側面に円形環と左右に近接する縦スティフナーとを部材長手方向に複数個添接し、ウェブの片側面乃至両側面に上下フランジと並行して矩形断面部材乃至Ｌ字形断面部材を配し且つ前記矩形断面部材乃至前記Ｌ字形断面部材の一端を円形環の円弧に沿うようウェブに又他端をフランジに添接して梁の断面隅部に三角形乃至四角形の管状体を設ける、剪断曲げを受ける構造部材の補強構造。 For a structural member having flanges at both ends of a web subjected to shear bending, a plurality of circular rings and vertical stiffeners adjacent to the left and right are attached to one side of the web in the longitudinal direction of the web, and upper and lower flanges are formed on one side or both sides of the web. A rectangular cross-section member or L-shaped cross-section member is arranged in parallel with the cross-section of the beam by attaching one end of the rectangular cross-section member to the L-shaped cross-section member to the web and the other end to the flange along the circular ring arc. A reinforcing structure for a structural member subjected to shear bending, wherein a triangular or square tubular body is provided at a corner.
  4.   剪断曲げを受けるウェブの両端にフランジを有する構造部材について、ウェブの片側面に円形環とウェブ逆側面に前記円弧と断面中立軸上で重なり合う縦スティフナーとを部材長手方向に複数個添接し、ウェブの片側面乃至両側面に上下フランジと並行して矩形断面部材乃至Ｌ字形断面部材を配し且つ前記矩形断面部材乃至前記Ｌ字形断面部材の一端を円形環の円弧に沿うようウェブに又他端をフランジに添接して梁の断面隅部に三角形乃至四角形の管状体を設ける、剪断曲げを受ける構造部材の補強構造。 For a structural member having flanges at both ends of a web subjected to shear bending, a circular ring on one side of the web and a plurality of vertical stiffeners overlapping on the cross-section neutral axis on the opposite side of the web in the longitudinal direction of the web. A rectangular cross-section member or an L-shaped cross-section member is arranged on one side or both sides of the rectangular parallelepiped in parallel with the upper and lower flanges, and one end of the rectangular cross-section member or the L-shaped cross-section member is placed on the web along the circular arc of the circular ring. A reinforcing structure for a structural member subjected to shear bending, in which a triangular or quadrangular tubular body is provided at the corner of the cross section of the beam while being attached to the flange.
PCT/JP2014/061919 2013-06-24 2014-04-29 Cross sectional corner reinforcing structural member WO2014208194A1 (en)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
JP2013-131225 2013-06-24
JP2013131225A JP5510597B1 (en) 2013-06-24 2013-06-24 Circular ring reinforcing beam member
JP2013-233052 2013-11-11
JP2013233052A JP5500472B1 (en) 2013-11-11 2013-11-11 Cross-section corner reinforcement structural member

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017166123A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure
CN113982184A (en) * 2021-11-09 2022-01-28 江苏科技大学 Cold-formed thin-walled steel assembled hollow flange member and manufacturing method thereof

Citations (3)

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Publication number Priority date Publication date Assignee Title
JPS59141658A (en) * 1983-02-01 1984-08-14 新日本製鐵株式会社 Uneven web h-shaped steel
EP0540325A1 (en) * 1991-10-29 1993-05-05 Abru Aluminium Limited Ladder
JP2007520648A (en) * 2003-06-23 2007-07-26 スモーゴン スチール ライトスチール プロダクツ プロプライエタリー リミテッド Improved beam

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59141658A (en) * 1983-02-01 1984-08-14 新日本製鐵株式会社 Uneven web h-shaped steel
EP0540325A1 (en) * 1991-10-29 1993-05-05 Abru Aluminium Limited Ladder
JP2007520648A (en) * 2003-06-23 2007-07-26 スモーゴン スチール ライトスチール プロダクツ プロプライエタリー リミテッド Improved beam

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017166123A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure
CN113982184A (en) * 2021-11-09 2022-01-28 江苏科技大学 Cold-formed thin-walled steel assembled hollow flange member and manufacturing method thereof

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