Behaviour of a single angle tension member welded at single leg and both legs

Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this...
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Autor*in:	Dhanuskar, Jagdish R. [verfasserIn] Gupta, Laxmikant M. [verfasserIn]

Format:	E-Artikel
Sprache:	Englisch

Erschienen:	2021

Schlagwörter:	Shear lag Single angle Welded connection Connection eccentricity Both legs-connected

Anmerkung:	© The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021

Übergeordnetes Werk:	Enthalten in: Asian journal of civil engineering - Cham : Springer International Publishing, 2017, 22(2021), 6 vom: 26. Mai, Seite 1157-1171
Übergeordnetes Werk:	volume:22 ; year:2021 ; number:6 ; day:26 ; month:05 ; pages:1157-1171

Links:	Volltext

DOI / URN:	10.1007/s42107-021-00372-1

Katalog-ID:	SPR04470044X

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520			\|a Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement.
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allfields	10.1007/s42107-021-00372-1 doi (DE-627)SPR04470044X (SPR)s42107-021-00372-1-e DE-627 ger DE-627 rakwb eng 624 ASE 624 ASE Dhanuskar, Jagdish R. verfasserin aut Behaviour of a single angle tension member welded at single leg and both legs 2021 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021 Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213 Gupta, Laxmikant M. verfasserin aut Enthalten in Asian journal of civil engineering Cham : Springer International Publishing, 2017 22(2021), 6 vom: 26. Mai, Seite 1157-1171 (DE-627)101384565X (DE-600)2919928-1 2522-011X nnns volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171 https://dx.doi.org/10.1007/s42107-021-00372-1 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 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_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_152 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_266 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 22 2021 6 26 05 1157-1171
spelling	10.1007/s42107-021-00372-1 doi (DE-627)SPR04470044X (SPR)s42107-021-00372-1-e DE-627 ger DE-627 rakwb eng 624 ASE 624 ASE Dhanuskar, Jagdish R. verfasserin aut Behaviour of a single angle tension member welded at single leg and both legs 2021 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021 Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213 Gupta, Laxmikant M. verfasserin aut Enthalten in Asian journal of civil engineering Cham : Springer International Publishing, 2017 22(2021), 6 vom: 26. Mai, Seite 1157-1171 (DE-627)101384565X (DE-600)2919928-1 2522-011X nnns volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171 https://dx.doi.org/10.1007/s42107-021-00372-1 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 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_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_152 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_266 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 22 2021 6 26 05 1157-1171
allfields_unstemmed	10.1007/s42107-021-00372-1 doi (DE-627)SPR04470044X (SPR)s42107-021-00372-1-e DE-627 ger DE-627 rakwb eng 624 ASE 624 ASE Dhanuskar, Jagdish R. verfasserin aut Behaviour of a single angle tension member welded at single leg and both legs 2021 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021 Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213 Gupta, Laxmikant M. verfasserin aut Enthalten in Asian journal of civil engineering Cham : Springer International Publishing, 2017 22(2021), 6 vom: 26. Mai, Seite 1157-1171 (DE-627)101384565X (DE-600)2919928-1 2522-011X nnns volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171 https://dx.doi.org/10.1007/s42107-021-00372-1 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 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_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_152 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_266 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 22 2021 6 26 05 1157-1171
allfieldsGer	10.1007/s42107-021-00372-1 doi (DE-627)SPR04470044X (SPR)s42107-021-00372-1-e DE-627 ger DE-627 rakwb eng 624 ASE 624 ASE Dhanuskar, Jagdish R. verfasserin aut Behaviour of a single angle tension member welded at single leg and both legs 2021 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021 Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213 Gupta, Laxmikant M. verfasserin aut Enthalten in Asian journal of civil engineering Cham : Springer International Publishing, 2017 22(2021), 6 vom: 26. Mai, Seite 1157-1171 (DE-627)101384565X (DE-600)2919928-1 2522-011X nnns volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171 https://dx.doi.org/10.1007/s42107-021-00372-1 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 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_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_152 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_266 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 22 2021 6 26 05 1157-1171
allfieldsSound	10.1007/s42107-021-00372-1 doi (DE-627)SPR04470044X (SPR)s42107-021-00372-1-e DE-627 ger DE-627 rakwb eng 624 ASE 624 ASE Dhanuskar, Jagdish R. verfasserin aut Behaviour of a single angle tension member welded at single leg and both legs 2021 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021 Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213 Gupta, Laxmikant M. verfasserin aut Enthalten in Asian journal of civil engineering Cham : Springer International Publishing, 2017 22(2021), 6 vom: 26. Mai, Seite 1157-1171 (DE-627)101384565X (DE-600)2919928-1 2522-011X nnns volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171 https://dx.doi.org/10.1007/s42107-021-00372-1 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 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_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_152 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_266 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 22 2021 6 26 05 1157-1171
language	English
source	Enthalten in Asian journal of civil engineering 22(2021), 6 vom: 26. Mai, Seite 1157-1171 volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171
sourceStr	Enthalten in Asian journal of civil engineering 22(2021), 6 vom: 26. Mai, Seite 1157-1171 volume:22 year:2021 number:6 day:26 month:05 pages:1157-1171
format_phy_str_mv	Article
institution	findex.gbv.de
topic_facet	Shear lag Single angle Welded connection Connection eccentricity Both legs-connected
dewey-raw	624
isfreeaccess_bool	false
container_title	Asian journal of civil engineering
authorswithroles_txt_mv	Dhanuskar, Jagdish R. @@aut@@ Gupta, Laxmikant M. @@aut@@
publishDateDaySort_date	2021-05-26T00:00:00Z
hierarchy_top_id	101384565X
dewey-sort	3624
id	SPR04470044X
language_de	englisch
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author	Dhanuskar, Jagdish R.
spellingShingle	Dhanuskar, Jagdish R. ddc 624 misc Shear lag misc Single angle misc Welded connection misc Connection eccentricity misc Both legs-connected Behaviour of a single angle tension member welded at single leg and both legs
authorStr	Dhanuskar, Jagdish R.
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topic_title	624 ASE Behaviour of a single angle tension member welded at single leg and both legs Shear lag (dpeaa)DE-He213 Single angle (dpeaa)DE-He213 Welded connection (dpeaa)DE-He213 Connection eccentricity (dpeaa)DE-He213 Both legs-connected (dpeaa)DE-He213
topic	ddc 624 misc Shear lag misc Single angle misc Welded connection misc Connection eccentricity misc Both legs-connected
topic_unstemmed	ddc 624 misc Shear lag misc Single angle misc Welded connection misc Connection eccentricity misc Both legs-connected
topic_browse	ddc 624 misc Shear lag misc Single angle misc Welded connection misc Connection eccentricity misc Both legs-connected
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title	Behaviour of a single angle tension member welded at single leg and both legs
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title_full	Behaviour of a single angle tension member welded at single leg and both legs
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author_browse	Dhanuskar, Jagdish R. Gupta, Laxmikant M.
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title_sort	behaviour of a single angle tension member welded at single leg and both legs
title_auth	Behaviour of a single angle tension member welded at single leg and both legs
abstract	Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021
abstractGer	Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021
abstract_unstemmed	Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement. © The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021
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title_short	Behaviour of a single angle tension member welded at single leg and both legs
url	https://dx.doi.org/10.1007/s42107-021-00372-1
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author2	Gupta, Laxmikant M.
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doi_str	10.1007/s42107-021-00372-1
up_date	2024-07-04T01:57:30.519Z
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fullrecord_marcxml	<?xml version="1.0" encoding="UTF-8"?><collection xmlns="http://www.loc.gov/MARC21/slim"><record><leader>01000caa a22002652 4500</leader><controlfield tag="001">SPR04470044X</controlfield><controlfield tag="003">DE-627</controlfield><controlfield tag="005">20220112042234.0</controlfield><controlfield tag="007">cr uuu---uuuuu</controlfield><controlfield tag="008">210730s2021 xx \|\|\|\|\|o 00\| \|\|eng c</controlfield><datafield tag="024" ind1="7" ind2=" "><subfield code="a">10.1007/s42107-021-00372-1</subfield><subfield code="2">doi</subfield></datafield><datafield tag="035" ind1=" " ind2=" "><subfield code="a">(DE-627)SPR04470044X</subfield></datafield><datafield tag="035" ind1=" " ind2=" "><subfield code="a">(SPR)s42107-021-00372-1-e</subfield></datafield><datafield tag="040" ind1=" " ind2=" "><subfield code="a">DE-627</subfield><subfield code="b">ger</subfield><subfield code="c">DE-627</subfield><subfield code="e">rakwb</subfield></datafield><datafield tag="041" ind1=" " ind2=" "><subfield code="a">eng</subfield></datafield><datafield tag="082" ind1="0" ind2="4"><subfield code="a">624</subfield><subfield code="q">ASE</subfield></datafield><datafield tag="082" ind1="0" ind2="4"><subfield code="a">624</subfield><subfield code="q">ASE</subfield></datafield><datafield tag="100" ind1="1" ind2=" "><subfield code="a">Dhanuskar, Jagdish R.</subfield><subfield code="e">verfasserin</subfield><subfield code="4">aut</subfield></datafield><datafield tag="245" ind1="1" ind2="0"><subfield code="a">Behaviour of a single angle tension member welded at single leg and both legs</subfield></datafield><datafield tag="264" ind1=" " ind2="1"><subfield code="c">2021</subfield></datafield><datafield tag="336" ind1=" " ind2=" "><subfield code="a">Text</subfield><subfield code="b">txt</subfield><subfield code="2">rdacontent</subfield></datafield><datafield tag="337" ind1=" " ind2=" "><subfield code="a">Computermedien</subfield><subfield code="b">c</subfield><subfield code="2">rdamedia</subfield></datafield><datafield tag="338" ind1=" " ind2=" "><subfield code="a">Online-Ressource</subfield><subfield code="b">cr</subfield><subfield code="2">rdacarrier</subfield></datafield><datafield tag="500" ind1=" " ind2=" "><subfield code="a">© The Author(s), under exclusive licence to Springer Nature Switzerland AG 2021</subfield></datafield><datafield tag="520" ind1=" " ind2=" "><subfield code="a">Abstract The typical failure mode of a welded single-angle tension member is a gross section failure. The rupture strength of the single angle tension member affected by the effect of shear lag. A full-scale test program on the welded single-angle specimens' rupture strength is reported in this paper. A total of twelve tests was performed on a single-angle specimen with a welded end connection. Eight specimens were welded to the gusset plate using one leg, while both legs connected the remaining four. All the specimens failed by fracture of the gross section area. The test parameters included the grade of steel, weld arrangement (balanced and unbalanced), length of the connection, and eccentricity of the connection. To interpret the experimental results, finite element analysis was performed on the specimen’s model. The finite element model well represents the welded single-angle tension member's behavior, and finite element results show exemplary test results. The ultimate strengths of the test specimens were also evaluated by using the current design standards IS 800, AISC, CSA, AS 4100, and EC-3, and the (1- x̅/L) rule. In general, the design equation present in the standard shows an un-conservative prediction of the single angle specimen's rupture strength. None of the standards provides a conservative forecast of test results. AS 4100 provides a slightly conservative prediction; IS 800 and AISC show moderately con-conservative prediction; however, CSA and EC-3 provide a considerably un-conservative prediction for one leg connected specimen. All the standards provide significantly un-conservative predictions for angle connected with both the leg arrangement.</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Shear lag</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Single angle</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Welded connection</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Connection eccentricity</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Both legs-connected</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="700" ind1="1" ind2=" "><subfield code="a">Gupta, Laxmikant M.</subfield><subfield code="e">verfasserin</subfield><subfield code="4">aut</subfield></datafield><datafield tag="773" ind1="0" ind2="8"><subfield code="i">Enthalten in</subfield><subfield code="t">Asian journal of civil engineering</subfield><subfield code="d">Cham : Springer International Publishing, 2017</subfield><subfield code="g">22(2021), 6 vom: 26. 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Behaviour of a single angle tension member welded at single leg and both legs

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