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Probability-based evaluation of vehicular bridge load using weigh-in-motion data
Nugraha W.a,b, Sidi I.D.b
a Institute of Road Engineering, Ministry of Public Works and Housing, Republic of Indonesia, Bandung, 40294, Indonesia
b Faculty of Civil and Environmental Engineering, Institut Teknologi Bandung, Bandung, 40132, Indonesia
[vc_row][vc_column][vc_row_inner][vc_column_inner][vc_separator css=”.vc_custom_1624529070653{padding-top: 30px !important;padding-bottom: 30px !important;}”][/vc_column_inner][/vc_row_inner][vc_row_inner layout=”boxed”][vc_column_inner width=”3/4″ css=”.vc_custom_1624695412187{border-right-width: 1px !important;border-right-color: #dddddd !important;border-right-style: solid !important;border-radius: 1px !important;}”][vc_empty_space][megatron_heading title=”Abstract” size=”size-sm” text_align=”text-left”][vc_column_text]© 2016 Published by ITB Journal Publisher.The Load and Resistance Factored Design (LRFD) method has been implemented for designing bridges in Indonesia for more than 25 years. LRFD treats load and strength variables as random variables with specific safety factors for different types of load and strength variables. The nominal loads, load factors, reduction factors, and other criteria from the bridge design code can be determined to meet the reliability criteria. Statistical data from weigh-in-motion (WIM) vehicular load measurements that were taken on North Java Highway Cikampek–Pamanukan, West Java (2011), were used in this study as statistical load variables. A 25 m simple span bridge with reinforced concrete T-girders was used as the model for structural analysis due to the WIM measured and nominal vehicular load based on the Indonesian bridge loading code RSNI T-02-2005, with the applied bending moment of the girders as the output. The distribution fitting result of the applied bending moment due to the WIM measured vehicular loads was lognormal. The maximum bending moment due to the nominal vehicular load from RSNI T-02-2005 is 842.45 kN-m and has a probability of exceedance of 5×10-5. It can be concluded from this study that the bridge designed using the standard loading from RSNI T-02-2005 was safe, since it has a reliability index (β) of 4.68, higher than the target reliability, ranging from 3.50 or 3.72.[/vc_column_text][vc_empty_space][vc_separator css=”.vc_custom_1624528584150{padding-top: 25px !important;padding-bottom: 25px !important;}”][vc_empty_space][megatron_heading title=”Author keywords” size=”size-sm” text_align=”text-left”][vc_column_text]Applied bending moments,Bridge design codes,Distribution fitting,LRFD,Maximum bending moments,Probability of exceedance,Reliability criterion,Weigh-in-motion datum[/vc_column_text][vc_empty_space][vc_separator css=”.vc_custom_1624528584150{padding-top: 25px !important;padding-bottom: 25px !important;}”][vc_empty_space][megatron_heading title=”Indexed keywords” size=”size-sm” text_align=”text-left”][vc_column_text]Bridge,LRFD,Probability,Standard,Vehicular load,Weigh-in-motion[/vc_column_text][vc_empty_space][vc_separator css=”.vc_custom_1624528584150{padding-top: 25px !important;padding-bottom: 25px !important;}”][vc_empty_space][megatron_heading title=”Funding details” size=”size-sm” text_align=”text-left”][vc_column_text][/vc_column_text][vc_empty_space][vc_separator css=”.vc_custom_1624528584150{padding-top: 25px !important;padding-bottom: 25px !important;}”][vc_empty_space][megatron_heading title=”DOI” size=”size-sm” text_align=”text-left”][vc_column_text]https://doi.org/10.5614/j.eng.technol.sci.2016.48.1.6[/vc_column_text][/vc_column_inner][vc_column_inner width=”1/4″][vc_column_text]Widget Plumx[/vc_column_text][/vc_column_inner][/vc_row_inner][/vc_column][/vc_row][vc_row][vc_column][vc_separator css=”.vc_custom_1624528584150{padding-top: 25px !important;padding-bottom: 25px !important;}”][/vc_column][/vc_row]