WO1996023939A1 - Perfectionnement d'un element de charpente a profil en forme de c - Google Patents

Perfectionnement d'un element de charpente a profil en forme de c Download PDF

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Publication number
WO1996023939A1
WO1996023939A1 PCT/AU1996/000051 AU9600051W WO9623939A1 WO 1996023939 A1 WO1996023939 A1 WO 1996023939A1 AU 9600051 W AU9600051 W AU 9600051W WO 9623939 A1 WO9623939 A1 WO 9623939A1
Authority
WO
WIPO (PCT)
Prior art keywords
structural member
web
section
channel
width
Prior art date
Application number
PCT/AU1996/000051
Other languages
English (en)
Inventor
Gregory Hancock
Michael Celeban
Original Assignee
The Broken Hill Proprietary Company Limited
The University Of Sydney
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by The Broken Hill Proprietary Company Limited, The University Of Sydney filed Critical The Broken Hill Proprietary Company Limited
Priority to AU45320/96A priority Critical patent/AU690808B2/en
Publication of WO1996023939A1 publication Critical patent/WO1996023939A1/fr

Links

Classifications

    • 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
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00—Roofs; Roof construction with regard to insulation
    • E04B7/02—Roofs; Roof construction with regard to insulation with plane sloping surfaces, e.g. saddle roofs
    • 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
    • E04C2003/0421—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 comprising one single unitary part
    • 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
    • E04C2003/0434—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 open cross-section free of enclosed cavities
    • 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

  • This invention relates to a structural member which is intended to be used as a load bearing element in a skeletal structure.
  • the invention has been developed as a purlin for use in a roof-supporting building structure and the invention is hereinafter described in the context of a purlin. However, it will be understood that the invention does have broader application, to a structural member which is suitable for use in any load bearing structure.
  • a purlin typically is formed as a rolled steel member having a C-section.
  • a basic form of purlin has two spaced-apart parallel flanges which are joined at one end by a flat web and which are formed at the other end with relatively small inwardly directed lips.
  • the lips associated with the respective flanges lie in the same plane and lie parallel to the web.
  • This basic configuration has been modified by various manufacturers to include return lips (to be hereinafter described) and/or to include longitudinally extending deformations within the web. The modifications have been made deliberately in an attempt to increase the bending strength and/or for the purpose of producing application specific section geometries.
  • the present invention has been developed with the object of providing a section configuration that provides for increased strength relative to that obtained from the basic purlin configuration and, importantly, which has regard for factors that influence bending strength under different load and/or support conditions.
  • the main factors that determine the design load are the span and the section bending capacity, the latter being the product of the effective section modulus about the major principal axis and the yield stress of the material forming the section.
  • the effective section modulus about the major principal axis controls the design.
  • the effective section modulus depends upon the disposition of material in the section and the slenderness of the component parts of the section.
  • Section slenderness predisposes the purlin to buckling and it can be shown that, at short half-wavelengths, two modes of buckling can occur. These modes are referred to herein as “local” and “distortional” buckling and they will be described in more detail in a following drawing- related description. If a purlin is unbraced over a relatively long length and is subject to bending about the major principal axis, two factors function principally to control the section design. These are referred to herein as “flexural-torsional” buckling and “twisting" deformation and they are described also in more detail in the following drawing-related description. If a sufficiently long unbraced length of purlin is considered, the flexural-torsional buckling will control the section design and not the section bending capacity as determined by the abovementioned local and distortional buckling.
  • the present invention is directed to the creation of a purlin structure which provides for optimisation of resistance to the three forms of buckling.
  • the present invention seeks to reconcile these conflicting difficulties by providing an elongate structural member which is cold formed from rolled steel and which is formed with a C-shaped cross-section (or "C-section") having two spaced-apart parallel flanges, a web joining one end of the respective flanges, a lip located at the other end of each of the flanges, a lip return projecting into the C-shaped cross-section from the marginal edge of each of the lips, and at least one longitudinally extending channel-shaped recess formed within the web and projecting into the C-shaped cross- . section.
  • C-shaped cross-section or "C-section”
  • the structural member is characterised in that each of the lips projects in a direction outwardly from the C-shaped cross-section to form an obtuse angle ⁇ with the associated flange and in that the angle ⁇ is greater than 90° but not greater than 135°. It has been determined that, by forming both of the lips in a manner to establish the obtuse angle ⁇ between the lips and the associated flanges, the flexural- torsional buckling stress of the structural member is enhanced without substantially increasing the potential for local and distortional buckling. This determination has been made by performing finite strip buckling analyses in the design of the member.
  • the structural member preferably is formed so that the angle ⁇ between each of the flanges and the associated lips lies within the range 95° to 125° and most preferably within the range 105° to 120°.
  • the width of the lips and the lip returns will be determined in part by other sectional dimensions of the structural member and by load bearing requirements of the member. Similar conditions and factors relating to the shear centre eccentricity of the member will determine the width and, more particularly, the depth of the channel-shaped recess within the web.
  • each lip preferably has a width equal to 20% to 60% of the width of the associated flange and most preferably has a width equal to 30% to 60% of the width of the associated flange.
  • each lip return preferably has a width equal to 30% to 100% of the associated lip width and most preferably has a width equal to 30% to 80% of the associated lip width.
  • the channel-shaped recess When a single channel-shaped recess is formed within the web, the channel-shaped recess preferably has a width within the range 25% to 80% of the total width of the web in which it is located, and the channel-shaped recess preferably has a depth within the range 3 to 20 times the thickness of the metal forming the web.
  • the need to minimise the shear centre eccentricity may become less critical than the need to minimise the extent to which the channel-shaped recess projects into the C-section. This situation may arise in circumstances when ancillary elements such as cleats and brackets are to be secured to the surface of the web.
  • each channel-shaped recess preferably has a width in the order of 5% to 20% of the total width of the web and preferably has a depth within the range 0.5 to 3.0 times the thickness of the metal forming the web.
  • each channel-shaped recess preferably has an arcuate cross-section.
  • FIG. 3 shows a first preferred form of C-section purlin in accordance with the present invention
  • Figures 4, 5 and 6 show diagrammatically three different types of buckling that may occur in a purlin under load conditions
  • Figure 7 shows diagrammatically twisting deformation as may occur in a purlin under load conditions
  • Figure 8 shows graphs of buckling stress versus buckled half-wavelengths for three different purlin sections
  • Figure 9 shows the embodiment of the C-section purlin as illustrated in Figure 3 but with dimension legends that are referred to in Table 1 in the specification
  • Figure 10 shows a second preferred form of a C-section purlin in accordance with the present invention
  • Figure 11 shows the same purlin as illustrated in Figure 10 but with dimension legends included that are referred to in Table 2 in the specification.
  • the basic C-section purlin configuration as shown in Figure 1, is cold formed from rolled steel and has two spaced-apart parallel flanges 10 which are joined at one end by a flat web 11. The other end of each flange 10 is formed with a relatively small lip 12. The two lips 12 lie in the same plane and lie parallel to the web 11.
  • FIG. 2 A successful modification of the basic purlin configuration is shown in Figure 2. It also comprises a C-section purlin but includes a return lip 13 at the marginal edge of each of the lips 12. The return lips 13 project into the C-section and lie parallel to the flanges 10.
  • the modified purlin further includes a longitudinally extending channel-shaped recess 14 in the web.
  • the channel-shaped recess 14 typically has a depth in the region of 1.5 to 4.0 times the thickness of the metal from which the purlin is formed.
  • the modified purlin of Figure 2 When subjected to finite strip buckling analyses, the modified purlin of Figure 2 exhibits local buckling and distortional buckling at stress levels significantly greater than those applicable to the basic purlin configuration of Figure 1.
  • the effects of such local buckling and distortional buckling are illustrated in Figures 4 and 5 respectively, and the buckling stress levels applicable to the prior art purlins of Figures 1 and 2 are graphed in curves A and B respectively in Figure 8.
  • the shear centre eccentricity (e) is identified in Figure 7 of the drawings, which figure also illustrates the effect of twisting deformation.
  • the potential for twisting deformation increases with shear centre eccentricity.
  • the purlin section that is shown in Figure 3 has been developed to improve upon the flexural-torsional buckling characteristics of the modified Figure 2 purlin, whilst maintaining relatively high local and distortional buckling stress levels and. reducing the shear centre eccentricity (e) to a level approaching that of the basic prior art purlin of Figure 1.
  • the preferred form of purlin has a superficial similarity with the prior art purlins of Figures 1 and 2 and the same reference numerals are employed to identify like parts.
  • the purlin as illustrated in Figure 3 is characterised by the inclusion of lips 15 which are inclined outwardly from the C-section.
  • Each lip forms an obtuse angle ⁇ with its associated flange and, as will be clear from the following description, benefits may be derived by making the angle ⁇ something greater than 90° but less than 180°.
  • the lips preferably are inclined at an angle ⁇ between 95° and 125° and most preferably between 105° and 120°.
  • the preferred form of purlin as shown in Figure 3 also has a relatively deep longitudinally extending channel-shaped recess 16 which is formed within the web 11 and which projects into the C-section.
  • the channel- shaped recess preferably has a depth which is in the order of 3 to 20 times the thickness of the web 11.
  • the basic purlin of Figure 1 was first adapted by increasing the effective width of the flanges 10 by inclining the lips 15. This had the effect of increasing the flexural-torsional buckling stress level by a significant extent, increasing the local buckling stress level by a small amount and reducing the distortional buckling stress level by a significant amount. It also had the effect of increasing the shear centre eccentricity by a small but significant extent.
  • the distortional buckling stress level is improved by increasing the stiffness of the lip 15 for movement in the vertical direction and, thus, by increasing the length of the lips 15 and/or increasing the length of the return lips 13.
  • a greater advantage is obtained by increasing the length of the lips 15 because an increase in the length of the return lips 13 will not produce as great an increase in the unbraced section capacity as increasing the length of the lip 15.
  • the relatively deep channel 16 is incorporated in the section shown in Figure 3 to produce an effective reduction in the shear centre eccentricity.
  • Dimensions that have been developed in creation of the specific purlin section as illustrated in Figure 3 are identified in Figure 9 and shown in the following Table 1. The dimensions applicable to the Figure 3 embodiment are compared with corresponding dimensions of prior art purlins of the type shown in Figures 1 and 2.
  • the C-section purlin as shown in Figure 3 and having the dimensions provided in Table 1 exhibits local and distortional buckling stress levels at 443 MPa and 419 MPa respectively, both of these being close to the normal material yield stress of 450 MPa.
  • the newly developed purlin has its greatest advantage over the prior art purlins in unbraced designs and designs with widely spaced braces where flexural-torsional buckling controls the design strength.
  • the flexural-torsional buckling stresses for an unbraced length of 5,000 mm have been shown to be approximately 28% higher than the modified prior art purlin structure and 72% higher than the basic prior art purlin structure for corresponding steel increases of 8% and 20% respectively.
  • the local and distortional buckling stresses are comparable with those of the modified prior art purlin section and substantially higher than those of the basic prior art purlin section.
  • the loading eccentricity is comparable with the basic prior art purlin section and substantially less than that of the modified prior art purlin section.
  • the purlin which is shown in Figure 10 is similar to that which is shown in Figure 3 and the same reference numerals are used to identify like parts.
  • the purlin embodiment as shown in Figure 10 has been developed to accommodate the mounting of ancillary elements such as cleats and brackets (not shown) to the web 11 and it is formed with four parallel channel-shaped recesses 17.
  • the channel-shaped recesses 17 are provided to contribute to improvement of the local buckling stress level of the purlin and, whilst they do not serve to reduce the shear centre eccentricity to the same extent as the relatively deep channel-shaped recess 16 shown in Figure 3, the channel-shaped recesses 17 will be appropriate in purlins in which a marginally larger shear centre eccentricity may be tolerated.
  • Each of the channel-shaped recesses 17 is provided with a generally arcuate form which blends smoothly into the web 11.
  • Each recess projects into the C-section of the purlin by an amount (i.e. to a depth) equal to approximately 0.5 to 3.0 times the thickness of the metal forming the web, depending upon other dimensional and load supporting requirements of the purlin.
  • the purlin which is shown in Figure 10 and having the dimensions provided in Table 2, Type 3, has been shown to exhibit local and distortional buckling stress levels at 457 MPa and 427 MPa respectively.
  • the flexural-torsional buckling stresses for an unbraced length of 5000 mm have been shown to be approximately 7% higher than the modified prior art purlin structure (as shown in Figure 2) and 39% higher than the basic prior art purlin structure (as shown in Figure 1) for corresponding steel increases of 0% and 10% respectively.
  • each recess might be formed with a 3 mm radius and be blended into the web by a fillet of 3 mm radius.
  • the purlins may be fabricated by using any known forming procedure, for example by cold forming rolled steel that has been produced by either a cold rolling or a hot rolling process.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Paper (AREA)

Abstract

La présente invention concerne un élément de charpente qui est usiné à froid à partir d'acier laminé et qui a la forme d'une panne. Cet élément de charpente possède un profil en travers en forme de C composé de deux semelles (10) parallèles espacées, d'une âme (11) réunissant une des extrémités desdites semelles, d'une balèvre (15) située à l'autre extrémité de chacune desdites semelles, d'un retour de balèvre (13) se projetant à l'intérieur du profil en forme de C à partir du bord marginal de chacune des balèvres (15), et d'au moins un évidement (16 ou 17) en forme de rigole allongée longitudinalement et formée à l'intérieur de l'âme (11) et se projetant également à l'intérieur du profil en forme de C. Cet élément de charpente se caractérise en ce que les deux balèvres (15) se projettent vers l'extérieur du profil en forme de C et forment un angle obtus υ avec les semelles respectives. En usinant chacune des balèvres de façon à former cet angle obtus entre balèvres et semelles correspondantes, on renforce la résistance au flambement à la flexion et à la torsion de l'élément de charpente sans pratiquement accroître la possibilité de flambement par déformation.
PCT/AU1996/000051 1995-02-02 1996-02-02 Perfectionnement d'un element de charpente a profil en forme de c WO1996023939A1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AU45320/96A AU690808B2 (en) 1995-02-02 1996-02-02 Improved C-section structural member

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AUPN0883A AUPN088395A0 (en) 1995-02-02 1995-02-02 Structural member
AUPN0883 1995-02-02

Publications (1)

Publication Number Publication Date
WO1996023939A1 true WO1996023939A1 (fr) 1996-08-08

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ID=3785243

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/AU1996/000051 WO1996023939A1 (fr) 1995-02-02 1996-02-02 Perfectionnement d'un element de charpente a profil en forme de c

Country Status (5)

Country Link
AU (1) AUPN088395A0 (fr)
MY (1) MY120496A (fr)
TW (1) TW304213B (fr)
WO (1) WO1996023939A1 (fr)
ZA (1) ZA96841B (fr)

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0825308A2 (fr) * 1996-08-17 1998-02-25 Metsec Plc Système constructif de pannes et chevrons
EP1344876A3 (fr) * 2002-03-14 2004-04-14 Wuppermann Staba GmbH Panne et support pour panne
CN100449089C (zh) * 2003-11-18 2009-01-07 株式会社Ssc合人 钢材的安装方法及使用于其中的唇槽形钢及固定配件
US8181423B2 (en) 2003-06-23 2012-05-22 Smorgon Steel Litesteel Products Pty Ltd. Beam
US20120266562A1 (en) * 2009-11-27 2012-10-25 Keith Woolf Structural element
CN103556778A (zh) * 2013-11-07 2014-02-05 沈阳建筑大学 翼缘闭合槽型截面梁
CN103572892A (zh) * 2013-11-07 2014-02-12 沈阳建筑大学 双肢拼合冷弯薄壁型钢高效构件
CN103899041A (zh) * 2012-12-25 2014-07-02 上海钢之杰钢结构建筑有限公司 一种卷边槽形截面防畸变屈曲控件
AU2009201000B2 (en) * 2008-03-12 2015-01-22 Bluescope Steel Limited Method and apparatus for roll-forming profiled metal sections
JP2018003293A (ja) * 2016-06-28 2018-01-11 新日鐵住金株式会社 座屈補剛構造及び形鋼
CN109138261A (zh) * 2017-06-16 2019-01-04 河南天丰钢结构建设有限公司 一种集束体系组合构件
JP2020163421A (ja) * 2019-03-29 2020-10-08 日鉄建材株式会社 冷間ロール成形リップ溝形鋼

Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU6755960A (en) * 1960-12-14 1962-12-20 National Steal Corporation Structural member
GB1068761A (en) * 1963-02-22 1967-05-17 William Henry Willatts Improvements in or relating to beams and building structures or components
GB1441746A (en) * 1972-10-10 1976-07-07 Ward Bros Sherburn Ltd Cold forming
US4130977A (en) * 1977-01-10 1978-12-26 Versabar Corporation Concrete insert
AU7141681A (en) * 1980-07-30 1982-02-04 Brownbuilt Ltd. Elongate channel section
EP0110373A1 (fr) * 1982-12-03 1984-06-13 Ward Building Systems Limited Structure de toit, mur ou plancher
US4720957A (en) * 1983-05-23 1988-01-26 Madray Herbert R Structural component
EP0315531A1 (fr) * 1987-11-06 1989-05-10 Planet Wattohm Profilé en deux parties emboitables, en particulier goulotte à corps et couvercle
EP0332882A1 (fr) * 1988-03-18 1989-09-20 Hoesch Stahl Aktiengesellschaft Poutre en tôle d'acier
EP0639684A1 (fr) * 1993-08-19 1995-02-22 Ward Building Systems Limited Elément de construction

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU6755960A (en) * 1960-12-14 1962-12-20 National Steal Corporation Structural member
GB1068761A (en) * 1963-02-22 1967-05-17 William Henry Willatts Improvements in or relating to beams and building structures or components
GB1441746A (en) * 1972-10-10 1976-07-07 Ward Bros Sherburn Ltd Cold forming
US4130977A (en) * 1977-01-10 1978-12-26 Versabar Corporation Concrete insert
AU7141681A (en) * 1980-07-30 1982-02-04 Brownbuilt Ltd. Elongate channel section
EP0110373A1 (fr) * 1982-12-03 1984-06-13 Ward Building Systems Limited Structure de toit, mur ou plancher
US4720957A (en) * 1983-05-23 1988-01-26 Madray Herbert R Structural component
EP0315531A1 (fr) * 1987-11-06 1989-05-10 Planet Wattohm Profilé en deux parties emboitables, en particulier goulotte à corps et couvercle
EP0332882A1 (fr) * 1988-03-18 1989-09-20 Hoesch Stahl Aktiengesellschaft Poutre en tôle d'acier
EP0639684A1 (fr) * 1993-08-19 1995-02-22 Ward Building Systems Limited Elément de construction

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0825308A2 (fr) * 1996-08-17 1998-02-25 Metsec Plc Système constructif de pannes et chevrons
EP0825308A3 (fr) * 1996-08-17 1999-03-03 Metsec Plc Système constructif de pannes et chevrons
EP1344876A3 (fr) * 2002-03-14 2004-04-14 Wuppermann Staba GmbH Panne et support pour panne
US8181423B2 (en) 2003-06-23 2012-05-22 Smorgon Steel Litesteel Products Pty Ltd. Beam
CN100449089C (zh) * 2003-11-18 2009-01-07 株式会社Ssc合人 钢材的安装方法及使用于其中的唇槽形钢及固定配件
AU2009201000B2 (en) * 2008-03-12 2015-01-22 Bluescope Steel Limited Method and apparatus for roll-forming profiled metal sections
US20120266562A1 (en) * 2009-11-27 2012-10-25 Keith Woolf Structural element
CN103899041A (zh) * 2012-12-25 2014-07-02 上海钢之杰钢结构建筑有限公司 一种卷边槽形截面防畸变屈曲控件
CN103556778A (zh) * 2013-11-07 2014-02-05 沈阳建筑大学 翼缘闭合槽型截面梁
CN103572892A (zh) * 2013-11-07 2014-02-12 沈阳建筑大学 双肢拼合冷弯薄壁型钢高效构件
JP2018003293A (ja) * 2016-06-28 2018-01-11 新日鐵住金株式会社 座屈補剛構造及び形鋼
CN109138261A (zh) * 2017-06-16 2019-01-04 河南天丰钢结构建设有限公司 一种集束体系组合构件
JP2020163421A (ja) * 2019-03-29 2020-10-08 日鉄建材株式会社 冷間ロール成形リップ溝形鋼

Also Published As

Publication number Publication date
TW304213B (fr) 1997-05-01
AUPN088395A0 (en) 1995-02-23
MY120496A (en) 2005-11-30
ZA96841B (en) 1996-08-12

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