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The degree of accuracy of modal pushover analysis on dual system structure incorporating shear wall inelasticity
Budiono B.a, Suselo A.A.a
a Dept. of Civil Engineering, Institute of Technology Bandung, Bandung, IN 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]Modal pushover analysis procedure is applied on 10 floor reinforced concrete space structure (medium-rise building) with dual system (shear wall on building’s parameter) as lateral resisting system. Structure design is based on Indonesian earthquake resistant building code namely SNI 1726:2012 and element detail design is based on RSNI3. Shear wall inelasticity is represented in concentrated hinge and distributed (fiber) inelasticity. Shear wall element, which dominates 60% structure’s elastic stiffness, also contributes to overall structure’s inelastic stiffness significantly. Lateral dominated structures undergo 50-60% average stiffness degradation in hinge model relative to fiber model; whereas torsion dominated structures undergo 70% stiffness degradation. The degree of accuracy for modal pushover analysis result compared to non linear time history analysis is determined for symmetric-plan, U1 (torsionally stiff), U2 (torsionally similarly stiff), and U3 (torsionally flexible) with fiber element model (100%DL). Error given by the modal pushover analysis is within ± 30% in displacement, ± 60% in story drift, and ± 10% in bending moment using CQC modal combination rule. Anomaly behavior is detected in U2 structure which has coupled modal characteristic. For design purpose, this anomaly can be estimated with ABSSUM modal combination rule (error ± 15%).[/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]3D Structure,Combination rules,Degree of accuracy,Earthquake-resistant buildings,Elastic stiffness,Fiber element models,Modal pushover analysis,Stiffness degradation[/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]3D structure,Fiber element model,Modal pushover analysis,The degree of accuracy for regular-plan structure & irregular-plan structure (U1,U2,U3)[/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/10.4231/D3K93168M[/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]