Moving two-axle high frequency harmonic loads on axially loaded pavement systems
Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was e...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Kim, Seong-Min [verfasserIn] |
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| Format: |
E-Artikel |
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| Sprache: |
Englisch |
| Erschienen: |
2010 |
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| Schlagwörter: |
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| Anmerkung: |
© Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 |
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| Übergeordnetes Werk: |
Enthalten in: KSCE journal of civil engineering - Seoul : Korean Soc. of Civil Engineers, 1997, 14(2010), 4 vom: 03. Juni, Seite 513-526 |
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| Übergeordnetes Werk: |
volume:14 ; year:2010 ; number:4 ; day:03 ; month:06 ; pages:513-526 |
| Links: |
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| DOI / URN: |
10.1007/s12205-010-0513-x |
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| Katalog-ID: |
SPR025255126 |
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| 100 | 1 | |a Kim, Seong-Min |e verfasserin |4 aut | |
| 245 | 1 | 0 | |a Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
| 264 | 1 | |c 2010 | |
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| 520 | |a Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. | ||
| 650 | 4 | |a axial load |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a harmonic load |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a high frequency |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a moving load |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a rigid pavement |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a transformed field domain |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a two-axle loads |7 (dpeaa)DE-He213 | |
| 700 | 1 | |a Yang, Sungchul |4 aut | |
| 773 | 0 | 8 | |i Enthalten in |t KSCE journal of civil engineering |d Seoul : Korean Soc. of Civil Engineers, 1997 |g 14(2010), 4 vom: 03. Juni, Seite 513-526 |w (DE-627)57517238X |w (DE-600)2446036-9 |x 1976-3808 |7 nnns |
| 773 | 1 | 8 | |g volume:14 |g year:2010 |g number:4 |g day:03 |g month:06 |g pages:513-526 |
| 856 | 4 | 0 | |u https://dx.doi.org/10.1007/s12205-010-0513-x |z lizenzpflichtig |3 Volltext |
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10.1007/s12205-010-0513-x doi (DE-627)SPR025255126 (SPR)s12205-010-0513-x-e DE-627 ger DE-627 rakwb eng Kim, Seong-Min verfasserin aut Moving two-axle high frequency harmonic loads on axially loaded pavement systems 2010 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 Yang, Sungchul aut Enthalten in KSCE journal of civil engineering Seoul : Korean Soc. of Civil Engineers, 1997 14(2010), 4 vom: 03. Juni, Seite 513-526 (DE-627)57517238X (DE-600)2446036-9 1976-3808 nnns volume:14 year:2010 number:4 day:03 month:06 pages:513-526 https://dx.doi.org/10.1007/s12205-010-0513-x 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 14 2010 4 03 06 513-526 |
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10.1007/s12205-010-0513-x doi (DE-627)SPR025255126 (SPR)s12205-010-0513-x-e DE-627 ger DE-627 rakwb eng Kim, Seong-Min verfasserin aut Moving two-axle high frequency harmonic loads on axially loaded pavement systems 2010 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 Yang, Sungchul aut Enthalten in KSCE journal of civil engineering Seoul : Korean Soc. of Civil Engineers, 1997 14(2010), 4 vom: 03. Juni, Seite 513-526 (DE-627)57517238X (DE-600)2446036-9 1976-3808 nnns volume:14 year:2010 number:4 day:03 month:06 pages:513-526 https://dx.doi.org/10.1007/s12205-010-0513-x 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 14 2010 4 03 06 513-526 |
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10.1007/s12205-010-0513-x doi (DE-627)SPR025255126 (SPR)s12205-010-0513-x-e DE-627 ger DE-627 rakwb eng Kim, Seong-Min verfasserin aut Moving two-axle high frequency harmonic loads on axially loaded pavement systems 2010 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 Yang, Sungchul aut Enthalten in KSCE journal of civil engineering Seoul : Korean Soc. of Civil Engineers, 1997 14(2010), 4 vom: 03. Juni, Seite 513-526 (DE-627)57517238X (DE-600)2446036-9 1976-3808 nnns volume:14 year:2010 number:4 day:03 month:06 pages:513-526 https://dx.doi.org/10.1007/s12205-010-0513-x 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 14 2010 4 03 06 513-526 |
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10.1007/s12205-010-0513-x doi (DE-627)SPR025255126 (SPR)s12205-010-0513-x-e DE-627 ger DE-627 rakwb eng Kim, Seong-Min verfasserin aut Moving two-axle high frequency harmonic loads on axially loaded pavement systems 2010 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 Yang, Sungchul aut Enthalten in KSCE journal of civil engineering Seoul : Korean Soc. of Civil Engineers, 1997 14(2010), 4 vom: 03. Juni, Seite 513-526 (DE-627)57517238X (DE-600)2446036-9 1976-3808 nnns volume:14 year:2010 number:4 day:03 month:06 pages:513-526 https://dx.doi.org/10.1007/s12205-010-0513-x 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 14 2010 4 03 06 513-526 |
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10.1007/s12205-010-0513-x doi (DE-627)SPR025255126 (SPR)s12205-010-0513-x-e DE-627 ger DE-627 rakwb eng Kim, Seong-Min verfasserin aut Moving two-axle high frequency harmonic loads on axially loaded pavement systems 2010 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 Yang, Sungchul aut Enthalten in KSCE journal of civil engineering Seoul : Korean Soc. of Civil Engineers, 1997 14(2010), 4 vom: 03. Juni, Seite 513-526 (DE-627)57517238X (DE-600)2446036-9 1976-3808 nnns volume:14 year:2010 number:4 day:03 month:06 pages:513-526 https://dx.doi.org/10.1007/s12205-010-0513-x 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 14 2010 4 03 06 513-526 |
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Kim, Seong-Min @@aut@@ Yang, Sungchul @@aut@@ |
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The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. 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| author |
Kim, Seong-Min |
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Kim, Seong-Min misc axial load misc harmonic load misc high frequency misc moving load misc rigid pavement misc transformed field domain misc two-axle loads Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
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Moving two-axle high frequency harmonic loads on axially loaded pavement systems axial load (dpeaa)DE-He213 harmonic load (dpeaa)DE-He213 high frequency (dpeaa)DE-He213 moving load (dpeaa)DE-He213 rigid pavement (dpeaa)DE-He213 transformed field domain (dpeaa)DE-He213 two-axle loads (dpeaa)DE-He213 |
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misc axial load misc harmonic load misc high frequency misc moving load misc rigid pavement misc transformed field domain misc two-axle loads |
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Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
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Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
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10.1007/s12205-010-0513-x |
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moving two-axle high frequency harmonic loads on axially loaded pavement systems |
| title_auth |
Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
| abstract |
Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 |
| abstractGer |
Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 |
| abstract_unstemmed |
Abstract The dynamic displacement response of axially loaded pavement models was investigated comprehensively when the system was subjected to two-axle moving harmonic loads whose frequencies were higher than the natural frequency of the system. The axially loaded beam on an elastic foundation was employed as a simplified pavement model under axial compression. The foundation was assumed to have damping of a linear hysteretic nature. Formulations were developed in the transformed field domains of time and moving space, and the steady-state responses to moving harmonic loads were obtained using a Fourier transform. The effects of various parameters, such as the load distance, load phase, axial compression, foundation damping, load velocity, and load frequency, on the displacement amplitude distribution and maximum displacement were investigated. The analysis results showed that the displacement responses were much affected by the load distance and load phase between two moving loads. For relatively low load velocities, the critical axial compression was dependent on the load distance and load phase, but for relatively high load velocities, it was not affected by them. There were two critical values of the load velocities and load frequencies. The second critical velocity and the first critical frequency were independent of the load distance and load phase; however, the first critical velocity and the second critical frequency were affected by them. © Korean Society of Civil Engineers and Springer-Verlag Berlin Heidelberg 2010 |
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Moving two-axle high frequency harmonic loads on axially loaded pavement systems |
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https://dx.doi.org/10.1007/s12205-010-0513-x |
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Yang, Sungchul |
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10.1007/s12205-010-0513-x |
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|
| score |
7.3996277 |