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IMPROVEMENT OF STRUCTURAL ANALYSIS BY MODIFICATION OF SITE RESPONSE ANALYSIS AND EARTHQUAKE FORCE DIRECTION
Partono W.a, Irsyam M.b, Asrurifak M.b, Sari U.C.b
a Engineering Faculty, Diponegoro University, Indonesia
b Faculty of Civil and Environmental Engineering, Bandung Institute of Technology, 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]© (publication year), (publisher). All rights reserved.The seismic resistance design of buildings in Indonesia is usually performed based on the most recent Indonesian Seismic Code (ISC). Improvement of the ISC will sometimes produce different (increasing or decreasing) earthquake forces for building design. This paper describes the study of building evaluation by conducting a modified Site Response Analysis (SRA) and a modified incoming earthquake force direction. The modified SRA was performed as a result of in-complete soil boring investigation through the bedrock elevation, using 30 m (soil boring investigation) and 50 m (microtremor investigation) soil profile models. The earthquake force towards the building is computed using a pair (East-West/EW and North-South/NS) of ground motion (acceleration time histories) models. Due to the unpredictability of incoming earthquake forces, these models are improved by adjusting the ground motion direction to the building by rotating a pair of ground motions from 0° to 180° at 10° intervals. The time histories were developed according to the Deterministic (DSHA) and Probabilistic (PSHA) Seismic Hazard Analysis. The analysis was performed by evaluating the moment capacity ratio of the building’s existing column reinforcement in resisting the earthquake force. The surface time histories and spectrum accelerations computed using the 50 m model is slightly higher (10%) than the same output calculated using the 30 m model. In terms of the moment capacity ratio, the existing column reinforcement of the building is strong enough to resist seismic earthquake scenarios, and the minimum value is observed when the ground motion is rotated by 40°.[/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][/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]DSHA,Ground motion,Microtremor,PSHA,Site response analysis[/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]This research was funded by The Directorate General of Empowerment Research and Development, Ministry of Research and Higher Education (Direktorat Jenderal Penguatan Riset dan Pengembangan, Kementerian Riset, Teknologi dan Pendidikan Tinggi) of Indonesia.[/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/10.21660/2020.75.9141[/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]