Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test
Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 1...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Barbosa, Yuri [verfasserIn] |
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| Format: |
E-Artikel |
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| Sprache: |
Englisch |
| Erschienen: |
2023 |
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| Schlagwörter: |
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| Anmerkung: |
© The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
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| Übergeordnetes Werk: |
Enthalten in: International journal of civil engineering - [Cham] : Springer International Publishing, 2003, 22(2023), 2 vom: 09. Aug., Seite 241-257 |
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| Übergeordnetes Werk: |
volume:22 ; year:2023 ; number:2 ; day:09 ; month:08 ; pages:241-257 |
| Links: |
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| DOI / URN: |
10.1007/s40999-023-00880-y |
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| Katalog-ID: |
SPR054685257 |
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| 520 | |a Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. | ||
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| 700 | 1 | |a Albuquerque, Paulo José Rocha |0 (orcid)0000-0003-0726-7165 |4 aut | |
| 700 | 1 | |a Chaves, Nilton Andrade |4 aut | |
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10.1007/s40999-023-00880-y doi (DE-627)SPR054685257 (SPR)s40999-023-00880-y-e DE-627 ger DE-627 rakwb eng Barbosa, Yuri verfasserin (orcid)0000-0002-7684-7713 aut Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 Albuquerque, Paulo José Rocha (orcid)0000-0003-0726-7165 aut Chaves, Nilton Andrade aut Enthalten in International journal of civil engineering [Cham] : Springer International Publishing, 2003 22(2023), 2 vom: 09. Aug., Seite 241-257 (DE-627)857242466 (DE-600)2853422-0 2383-3874 nnns volume:22 year:2023 number:2 day:09 month:08 pages:241-257 https://dx.doi.org/10.1007/s40999-023-00880-y 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_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 2023 2 09 08 241-257 |
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10.1007/s40999-023-00880-y doi (DE-627)SPR054685257 (SPR)s40999-023-00880-y-e DE-627 ger DE-627 rakwb eng Barbosa, Yuri verfasserin (orcid)0000-0002-7684-7713 aut Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 Albuquerque, Paulo José Rocha (orcid)0000-0003-0726-7165 aut Chaves, Nilton Andrade aut Enthalten in International journal of civil engineering [Cham] : Springer International Publishing, 2003 22(2023), 2 vom: 09. Aug., Seite 241-257 (DE-627)857242466 (DE-600)2853422-0 2383-3874 nnns volume:22 year:2023 number:2 day:09 month:08 pages:241-257 https://dx.doi.org/10.1007/s40999-023-00880-y 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_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 2023 2 09 08 241-257 |
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10.1007/s40999-023-00880-y doi (DE-627)SPR054685257 (SPR)s40999-023-00880-y-e DE-627 ger DE-627 rakwb eng Barbosa, Yuri verfasserin (orcid)0000-0002-7684-7713 aut Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 Albuquerque, Paulo José Rocha (orcid)0000-0003-0726-7165 aut Chaves, Nilton Andrade aut Enthalten in International journal of civil engineering [Cham] : Springer International Publishing, 2003 22(2023), 2 vom: 09. Aug., Seite 241-257 (DE-627)857242466 (DE-600)2853422-0 2383-3874 nnns volume:22 year:2023 number:2 day:09 month:08 pages:241-257 https://dx.doi.org/10.1007/s40999-023-00880-y 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_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 2023 2 09 08 241-257 |
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10.1007/s40999-023-00880-y doi (DE-627)SPR054685257 (SPR)s40999-023-00880-y-e DE-627 ger DE-627 rakwb eng Barbosa, Yuri verfasserin (orcid)0000-0002-7684-7713 aut Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 Albuquerque, Paulo José Rocha (orcid)0000-0003-0726-7165 aut Chaves, Nilton Andrade aut Enthalten in International journal of civil engineering [Cham] : Springer International Publishing, 2003 22(2023), 2 vom: 09. Aug., Seite 241-257 (DE-627)857242466 (DE-600)2853422-0 2383-3874 nnns volume:22 year:2023 number:2 day:09 month:08 pages:241-257 https://dx.doi.org/10.1007/s40999-023-00880-y 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_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 2023 2 09 08 241-257 |
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10.1007/s40999-023-00880-y doi (DE-627)SPR054685257 (SPR)s40999-023-00880-y-e DE-627 ger DE-627 rakwb eng Barbosa, Yuri verfasserin (orcid)0000-0002-7684-7713 aut Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 Albuquerque, Paulo José Rocha (orcid)0000-0003-0726-7165 aut Chaves, Nilton Andrade aut Enthalten in International journal of civil engineering [Cham] : Springer International Publishing, 2003 22(2023), 2 vom: 09. Aug., Seite 241-257 (DE-627)857242466 (DE-600)2853422-0 2383-3874 nnns volume:22 year:2023 number:2 day:09 month:08 pages:241-257 https://dx.doi.org/10.1007/s40999-023-00880-y 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_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 2023 2 09 08 241-257 |
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Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law.</subfield></datafield><datafield tag="520" ind1=" " ind2=" "><subfield code="a">Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively.</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Bidirectional test</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Drilled shaft</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Instrumentation</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Load-transfer model</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="700" ind1="1" ind2=" "><subfield code="a">Albuquerque, Paulo José Rocha</subfield><subfield code="0">(orcid)0000-0003-0726-7165</subfield><subfield code="4">aut</subfield></datafield><datafield tag="700" ind1="1" ind2=" "><subfield code="a">Chaves, Nilton Andrade</subfield><subfield code="4">aut</subfield></datafield><datafield tag="773" ind1="0" ind2="8"><subfield code="i">Enthalten in</subfield><subfield code="t">International journal of civil engineering</subfield><subfield code="d">[Cham] : Springer International Publishing, 2003</subfield><subfield code="g">22(2023), 2 vom: 09. 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Barbosa, Yuri |
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Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test Bidirectional test (dpeaa)DE-He213 Drilled shaft (dpeaa)DE-He213 Instrumentation (dpeaa)DE-He213 Load-transfer model (dpeaa)DE-He213 |
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experimental and numerical analyses of two instrumented large diameter drilled shafts under bidirectional static loading test |
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Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test |
| abstract |
Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
| abstractGer |
Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
| abstract_unstemmed |
Abstract This article presents the results of bidirectional static loading test carried out on two drilled shafts of 1.6 m in diameter, which were instrumented along the depth for analysis of the mechanical behavior (final lengths of 48.4 m and 48.8 m). The tests were carried out up to the load of 18,400 and 13,200 kN, respectively. Due to the longer delay between drilling and concreting in the first case, results of the instrumentations indicated that no tip resistance was mobilized, mobilizing its side resistance of the upper segment up to 90 kPa, while in the second case, this value was around 60 kPa and 150 kPa for its tip resistance. The stabilizing polymer used for drilling affected the shaft resistance of both piles. In addition, in the last case studied, the total loss of contact at the pile–soil interface between the load application point and the instrumented level just above allowed the evaluation of the possible existence of residual loads along the shaft. Load-transfer curves were approximated in hyperbolic functions, and a load-transfer model was implemented for data validation and equivalent load–displacement curve estimating, showing good agreement between load tests and simulations. This model indicated that the upper segment load–displacement curve of the second case was displaced by 1150 kN due to the possible residual load, and the ultimate bearing capacity for both piles under conventional loading was 23,000 and 26,600 kN, respectively. © The Author(s), under exclusive licence to the Iran University of Science and Technology 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
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Experimental and Numerical Analyses of Two Instrumented Large Diameter Drilled Shafts Under Bidirectional Static Loading Test |
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https://dx.doi.org/10.1007/s40999-023-00880-y |
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Albuquerque, Paulo José Rocha Chaves, Nilton Andrade |
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Albuquerque, Paulo José Rocha Chaves, Nilton Andrade |
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10.1007/s40999-023-00880-y |
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| score |
7.402112 |