Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments
Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Khan, M. Roshan [verfasserIn] Dasaka, Satyanarayana Murty [verfasserIn] |
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| Format: |
E-Artikel |
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| Sprache: |
Englisch |
| Erschienen: |
2019 |
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| Schlagwörter: |
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| Übergeordnetes Werk: |
Enthalten in: Transportation infrastructure geotechnology - New York, NY : Springer US, 2014, 7(2019), 2 vom: 03. Dez., Seite 224-242 |
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| Übergeordnetes Werk: |
volume:7 ; year:2019 ; number:2 ; day:03 ; month:12 ; pages:224-242 |
| Links: |
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| DOI / URN: |
10.1007/s40515-019-00100-y |
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| Katalog-ID: |
SPR039604454 |
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| 245 | 1 | 0 | |a Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
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| 520 | |a Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. | ||
| 650 | 4 | |a High-speed railways |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Railway embankment |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Ground vibrations |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Ballasted railway tracks |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Peak particle velocities |7 (dpeaa)DE-He213 | |
| 700 | 1 | |a Dasaka, Satyanarayana Murty |e verfasserin |4 aut | |
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10.1007/s40515-019-00100-y doi (DE-627)SPR039604454 (SPR)s40515-019-00100-y-e DE-627 ger DE-627 rakwb eng 624 ASE Khan, M. Roshan verfasserin aut Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments 2019 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 Dasaka, Satyanarayana Murty verfasserin aut Enthalten in Transportation infrastructure geotechnology New York, NY : Springer US, 2014 7(2019), 2 vom: 03. Dez., Seite 224-242 (DE-627)780378830 (DE-600)2760372-6 2196-7210 nnns volume:7 year:2019 number:2 day:03 month:12 pages:224-242 https://dx.doi.org/10.1007/s40515-019-00100-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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 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_2116 GBV_ILN_2118 GBV_ILN_2119 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_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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 7 2019 2 03 12 224-242 |
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10.1007/s40515-019-00100-y doi (DE-627)SPR039604454 (SPR)s40515-019-00100-y-e DE-627 ger DE-627 rakwb eng 624 ASE Khan, M. Roshan verfasserin aut Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments 2019 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 Dasaka, Satyanarayana Murty verfasserin aut Enthalten in Transportation infrastructure geotechnology New York, NY : Springer US, 2014 7(2019), 2 vom: 03. Dez., Seite 224-242 (DE-627)780378830 (DE-600)2760372-6 2196-7210 nnns volume:7 year:2019 number:2 day:03 month:12 pages:224-242 https://dx.doi.org/10.1007/s40515-019-00100-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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 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_2116 GBV_ILN_2118 GBV_ILN_2119 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_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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 7 2019 2 03 12 224-242 |
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10.1007/s40515-019-00100-y doi (DE-627)SPR039604454 (SPR)s40515-019-00100-y-e DE-627 ger DE-627 rakwb eng 624 ASE Khan, M. Roshan verfasserin aut Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments 2019 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 Dasaka, Satyanarayana Murty verfasserin aut Enthalten in Transportation infrastructure geotechnology New York, NY : Springer US, 2014 7(2019), 2 vom: 03. Dez., Seite 224-242 (DE-627)780378830 (DE-600)2760372-6 2196-7210 nnns volume:7 year:2019 number:2 day:03 month:12 pages:224-242 https://dx.doi.org/10.1007/s40515-019-00100-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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 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_2116 GBV_ILN_2118 GBV_ILN_2119 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_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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 7 2019 2 03 12 224-242 |
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10.1007/s40515-019-00100-y doi (DE-627)SPR039604454 (SPR)s40515-019-00100-y-e DE-627 ger DE-627 rakwb eng 624 ASE Khan, M. Roshan verfasserin aut Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments 2019 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 Dasaka, Satyanarayana Murty verfasserin aut Enthalten in Transportation infrastructure geotechnology New York, NY : Springer US, 2014 7(2019), 2 vom: 03. Dez., Seite 224-242 (DE-627)780378830 (DE-600)2760372-6 2196-7210 nnns volume:7 year:2019 number:2 day:03 month:12 pages:224-242 https://dx.doi.org/10.1007/s40515-019-00100-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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 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_2116 GBV_ILN_2118 GBV_ILN_2119 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_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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 7 2019 2 03 12 224-242 |
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10.1007/s40515-019-00100-y doi (DE-627)SPR039604454 (SPR)s40515-019-00100-y-e DE-627 ger DE-627 rakwb eng 624 ASE Khan, M. Roshan verfasserin aut Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments 2019 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 Dasaka, Satyanarayana Murty verfasserin aut Enthalten in Transportation infrastructure geotechnology New York, NY : Springer US, 2014 7(2019), 2 vom: 03. Dez., Seite 224-242 (DE-627)780378830 (DE-600)2760372-6 2196-7210 nnns volume:7 year:2019 number:2 day:03 month:12 pages:224-242 https://dx.doi.org/10.1007/s40515-019-00100-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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 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_2116 GBV_ILN_2118 GBV_ILN_2119 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_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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 7 2019 2 03 12 224-242 |
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Roshan</subfield><subfield code="e">verfasserin</subfield><subfield code="4">aut</subfield></datafield><datafield tag="245" ind1="1" ind2="0"><subfield code="a">Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments</subfield></datafield><datafield tag="264" ind1=" " ind2="1"><subfield code="c">2019</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="520" ind1=" " ind2=" "><subfield code="a">Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. 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Khan, M. Roshan |
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Khan, M. Roshan ddc 624 misc High-speed railways misc Railway embankment misc Ground vibrations misc Ballasted railway tracks misc Peak particle velocities Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
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624 ASE Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments High-speed railways (dpeaa)DE-He213 Railway embankment (dpeaa)DE-He213 Ground vibrations (dpeaa)DE-He213 Ballasted railway tracks (dpeaa)DE-He213 Peak particle velocities (dpeaa)DE-He213 |
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ddc 624 misc High-speed railways misc Railway embankment misc Ground vibrations misc Ballasted railway tracks misc Peak particle velocities |
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Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
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Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
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temporal variation of ground-borne vibrations in ballasted high-speed railway embankments |
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Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
| abstract |
Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. |
| abstractGer |
Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. |
| abstract_unstemmed |
Abstract The ascending requirement of railway passengers for fast transit to distant stations has led to the development of high-speed railway networks. Faster and longer trains with heavy axle loads are in operation, inducing stronger ground vibrations in the supporting railway infrastructure. The conventional design of railway track structures are based on the maximum displacements safely allowed in the track under the expected railway loads. However, the vibrations generated in the tracks due to railway operations should also be of concern. This study characterizes the peak particle velocities (PPVs) generated in the component strata of a ballasted railway embankment during high-speed train transit within 160 to 200 km/h. The transient response of each strata is characterized for transit of wheel load in the vibration influence zone, and temporal variation of PPVs have been logged for the transit of wheel load through a distance of 30 m on the railway track. The results from the present study indicate that railway track embankments are subject to strong ground motions during high-speed train transit, which will lead to accelerated degradation of the track structure. Ground vibrations are remnant in the railway embankment, even after passage of train wheels to farther distances. Deployment of vibration mitigation measures are recommended in sensitive locations proximate to railway lines. The particle velocities quantified in this study can be utilized by railway design authorities for estimating ground-borne railway vibrations under multiple train wheel configurations, based on the axle spacing, bogie spacing and the depth of the track under consideration. |
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Temporal Variation of Ground-Borne Vibrations in Ballasted High-Speed Railway Embankments |
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https://dx.doi.org/10.1007/s40515-019-00100-y |
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Dasaka, Satyanarayana Murty |
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Dasaka, Satyanarayana Murty |
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10.1007/s40515-019-00100-y |
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2024-07-04T00:42:30.593Z |
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| score |
7.3998413 |