Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams

High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investiga...
Ausführliche Beschreibung

Gespeichert in:

Autor*in:	Yan, Xiao-Lei [verfasserIn] Li, Guo-Qiang [verfasserIn] Wang, Yan-Bo [verfasserIn] Jiang, Jin [verfasserIn]

Format:	E-Artikel
Sprache:	Englisch

Erschienen:	2020

Schlagwörter:	Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity

Übergeordnetes Werk:	Enthalten in: Journal of constructional steel research - Amsterdam [u.a.] : Elsevier Science, 1980, 174
Übergeordnetes Werk:	volume:174

DOI / URN:	10.1016/j.jcsr.2020.106276

Katalog-ID:	ELV00479740X

Internformat


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520			\|a High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017).
650		4	\|a Flexural-torsional buckling
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650		4	\|a Ultimate bearing capacity
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700	1		\|a Wang, Yan-Bo \|e verfasserin \|4 aut
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publishDate	2020
allfields	10.1016/j.jcsr.2020.106276 doi (DE-627)ELV00479740X (ELSEVIER)S0143-974X(20)30828-2 DE-627 ger DE-627 rda eng 620 660 670 DE-600 56.13 bkl Yan, Xiao-Lei verfasserin aut Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams 2020 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017). Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity Li, Guo-Qiang verfasserin aut Wang, Yan-Bo verfasserin aut Jiang, Jin verfasserin aut Enthalten in Journal of constructional steel research Amsterdam [u.a.] : Elsevier Science, 1980 174 Online-Ressource (DE-627)306586339 (DE-600)1498182-8 (DE-576)098690671 nnns volume:174 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-PHA GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4393 56.13 Stahlbau Metallbau AR 174
spelling	10.1016/j.jcsr.2020.106276 doi (DE-627)ELV00479740X (ELSEVIER)S0143-974X(20)30828-2 DE-627 ger DE-627 rda eng 620 660 670 DE-600 56.13 bkl Yan, Xiao-Lei verfasserin aut Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams 2020 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017). Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity Li, Guo-Qiang verfasserin aut Wang, Yan-Bo verfasserin aut Jiang, Jin verfasserin aut Enthalten in Journal of constructional steel research Amsterdam [u.a.] : Elsevier Science, 1980 174 Online-Ressource (DE-627)306586339 (DE-600)1498182-8 (DE-576)098690671 nnns volume:174 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-PHA GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4393 56.13 Stahlbau Metallbau AR 174
allfields_unstemmed	10.1016/j.jcsr.2020.106276 doi (DE-627)ELV00479740X (ELSEVIER)S0143-974X(20)30828-2 DE-627 ger DE-627 rda eng 620 660 670 DE-600 56.13 bkl Yan, Xiao-Lei verfasserin aut Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams 2020 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017). Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity Li, Guo-Qiang verfasserin aut Wang, Yan-Bo verfasserin aut Jiang, Jin verfasserin aut Enthalten in Journal of constructional steel research Amsterdam [u.a.] : Elsevier Science, 1980 174 Online-Ressource (DE-627)306586339 (DE-600)1498182-8 (DE-576)098690671 nnns volume:174 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-PHA GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4393 56.13 Stahlbau Metallbau AR 174
allfieldsGer	10.1016/j.jcsr.2020.106276 doi (DE-627)ELV00479740X (ELSEVIER)S0143-974X(20)30828-2 DE-627 ger DE-627 rda eng 620 660 670 DE-600 56.13 bkl Yan, Xiao-Lei verfasserin aut Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams 2020 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017). Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity Li, Guo-Qiang verfasserin aut Wang, Yan-Bo verfasserin aut Jiang, Jin verfasserin aut Enthalten in Journal of constructional steel research Amsterdam [u.a.] : Elsevier Science, 1980 174 Online-Ressource (DE-627)306586339 (DE-600)1498182-8 (DE-576)098690671 nnns volume:174 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-PHA GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4393 56.13 Stahlbau Metallbau AR 174
allfieldsSound	10.1016/j.jcsr.2020.106276 doi (DE-627)ELV00479740X (ELSEVIER)S0143-974X(20)30828-2 DE-627 ger DE-627 rda eng 620 660 670 DE-600 56.13 bkl Yan, Xiao-Lei verfasserin aut Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams 2020 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017). Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity Li, Guo-Qiang verfasserin aut Wang, Yan-Bo verfasserin aut Jiang, Jin verfasserin aut Enthalten in Journal of constructional steel research Amsterdam [u.a.] : Elsevier Science, 1980 174 Online-Ressource (DE-627)306586339 (DE-600)1498182-8 (DE-576)098690671 nnns volume:174 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-PHA GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4393 56.13 Stahlbau Metallbau AR 174
language	English
source	Enthalten in Journal of constructional steel research 174 volume:174
sourceStr	Enthalten in Journal of constructional steel research 174 volume:174
format_phy_str_mv	Article
bklname	Stahlbau Metallbau
institution	findex.gbv.de
topic_facet	Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity
dewey-raw	620
isfreeaccess_bool	false
container_title	Journal of constructional steel research
authorswithroles_txt_mv	Yan, Xiao-Lei @@aut@@ Li, Guo-Qiang @@aut@@ Wang, Yan-Bo @@aut@@ Jiang, Jin @@aut@@
publishDateDaySort_date	2020-01-01T00:00:00Z
hierarchy_top_id	306586339
dewey-sort	3620
id	ELV00479740X
language_de	englisch
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author	Yan, Xiao-Lei
spellingShingle	Yan, Xiao-Lei ddc 620 bkl 56.13 misc Flexural-torsional buckling misc Welded I-section beams misc Experimental study misc Parametric analysis misc Ultimate bearing capacity Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams
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topic_title	620 660 670 DE-600 56.13 bkl Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams Flexural-torsional buckling Welded I-section beams Experimental study Parametric analysis Ultimate bearing capacity
topic	ddc 620 bkl 56.13 misc Flexural-torsional buckling misc Welded I-section beams misc Experimental study misc Parametric analysis misc Ultimate bearing capacity
topic_unstemmed	ddc 620 bkl 56.13 misc Flexural-torsional buckling misc Welded I-section beams misc Experimental study misc Parametric analysis misc Ultimate bearing capacity
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title	Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams
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title_full	Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams
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title_sort	experimental and numerical investigation on flexural-torsional buckling of q460 steel beams
title_auth	Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams
abstract	High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017).
abstractGer	High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017).
abstract_unstemmed	High strength steel is increasingly used in current engineering structures, because of its high structural efficiency. However, the current design method of the ultimate capacity of lateral-torsional buckling of steel beams is based on the research achievement of normal strength steels. To investigation the lateral-torsional buckling behavior of high strength steel beams, an experimental and numerical study on the ultimate bearing capacity of welded I-section beam with a nominal yield stress of 460 MPa in bending was carried out. The flange width-to-thickness ratios of 5 and 9 and member slenderness ratio of 95 and 155 were adopted in the test. A nonlinear FE model was established with the consideration of initial geometric imperfection and residual stress. The ultimate flexural resistances predicted by FE models agree well with those obtained from the test, which validated the FE model. A series of parametric study with considering various steel grades, cross-sectional dimensions, member slenderness ratio and initial imperfections were taken into account to the influence on flexural-torsional buckling behavior of the beams. The applicability of current design codes for the ultimate capacity of high strength steel I-section beams was evaluated by comparing with experimental and numerical results. The comparison shows that American National Standard (AISC 360–16) can provide an accurate perdition of the flexural resistance of beams fabricated from Q460 steel, while EN1993-1-1 is more conservative than Chinese Standard (GB50017–2017).
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title_short	Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams
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Experimental and numerical investigation on flexural-torsional buckling of Q460 steel beams

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