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Evaluating response modification factor (R) for some types of steel structure
Evaluación del coeficiente de disipación de energía, R, para algunos tipos de estructuras de acero
DOI:
https://doi.org/10.15446/ing.investig.v28n1.14866Keywords:
response modification factor, ductulity, the strong-column weak-beam concept, elastic response, inelastic response, plastic mechanism (en)coeficiente de disipación de energía, ductilidad, jerarquía de plastificación, respuesta elástica, respuesta inelástica, mecanismo de plastificación (es)
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Response modification factor (R), tabulated in the Colombian Design Code as NSR-98, is used in this paper for evaluating internal member forces produced by design earthquake action on steel structures and the inconsistencies pre sent when designing structures when 1% drift limits must be complied with. The article presents the design of 45 frames corresponding to the seismic resistance system of 5 buildings: 15 special moment frames (SMF), 15 special concentrically-braced frames (CBF) and 15 eccentrically-braced frames (EBF). External loads and their combination were used in estimating internal loads and rigidity demands (1% drift) were evaluated in line with NSR-98 requirements. Member strength requirements were evaluated by using the AISC-2005 seismic provisions for steel structure buildings. Modal pushover analysis was used for evaluating the response modification factor for the 45 given frames at different structural performance levels. It was found that this factor was not constant for any of the three structural systems (SMF, CBF and EBF) suggested by NSR-98 and that the values of the response modification factor found in the present investigation were smaller than those tabulated in this design code governing everyday structural design. This would lead to significant errors being made in evaluating design forces, not only in the structures but in the support elements (base-plates, foundations, shear walls) and any structures attached to buildings constructed in line with the seismic resistance system.
En el presente artículo se cuestiona la validez del uso del coeficiente de disipación de energía tabulado en las Normas Colombianas de Diseño y Construcción Sismorresistente, NSR-98, en la evaluación de las solicitaciones generadas por la acción del sismo de diseño en las estructuras de acero y las inconsistencias que se presentan al dimensionar la estructura para que cumpla derivas del 1%. Con tal fin se diseñan 45 pórticos del sistema de resistencia sísmica de cinco edificios: 15 pórticos resistentes a momento (PRM), 15 pórticos arriostrados concéntricamente (PAC) y 15 pórticos arriostrados excéntricamente (PAE). El diseño se realiza de acuerdo con los requisitos de las NSR-98 en cuanto a solicitaciones (evaluación de cargas y combinaciones) y rigidez (1% de deriva) y a los requisitos de las provisiones sísmicas de AISC-2005 en cuanto a resistencia. Se evalúa el coeficiente de disipación de energía de los 45 pórticos para diferentes niveles de desempeño, por medio de plastificación progresiva modal, encontrándose que tal coeficiente no es constante para ninguno de los tres sistemas estructurales estudiados (PRM, PAC y PAE), tal como lo sugieren las NSR-98, y además los valores del coeficiente de disipación de energía hallados en la presente investigación son mucho menores a los tabulados en dichas normas, que rigen la práctica común del diseño estructural, provocando graves errores en la evaluación de las solicitaciones de diseño, tanto de la estructura como de los elementos de soporte (placas de base, fundaciones, pantallas) y estructuras adosadas a los pórticos del sistema de resistencia sísmico.
References
American Institute of Steel Construction., Seismic Provisions for Structural Steel Buildings. Chicago, EU, 2005. Applied Technology Council., Seismic Evaluation and Retrofit of Concrete Buildings. ATC-40,
California, EU, 1995. Asociación Colombiana de Ingeniería Sísmica., Normas Colombianas de Construcción y diseño Sismorresistente, Bogotá, 1998.
Federal Emergency Management Agency., NEHRP Guidelines for the Seismic Rehabilitation of Buildings. FEMA-273, Building Seismic Safety Council (BSSC), Washington, EU, 1996.
Federal Emergency Management Agency., Prestandard and Commentary for the Seismic Rehabilitation of Buildings. FEMA-356, Federal Emergency Management Agency, Washington, EU, 2000.
Federal Emergency Management Agency., NEHRP Recommended Provisions for Seismic Regulation for New Buildings and other Structures, Part I: Provisions, Part 2: Commentary. FEMA-450, Building Seismic Safety Council (BSSC), Washington, EU, 2003.
Goel, R., Chopra, A. Evaluation of modal and FEMA pushover analyses: SAC Buildings. Earthquake Spectra, California, EU, 2004. DOI: https://doi.org/10.1061/40753(171)185
Newmark, N., Hall, W., Seismic Design Criteria for Nuclear Reactor Facilities, Building Practices for Disaster Mitigation, National Bureau of Standards, U.S., Department of Commerce, Reporte Nº 46, Washington, 1973.
Valencia Clement, G., Notas de clase del curso Diseño Sismorresistente de Estructuras de Acero., Universidad Nacional de Colombia. Bogotá, 2005.
Valencia Clement, G., Consideraciones Sobre el Empleo del Coeficiente de Disipación de Energía, R, en el Análisis de las Estructuras de Acero. III Congreso Colombiano de Ingeniería Sísmica, Cali, Colombia, 2005.
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1. Luis F. Caballero-Castro, Hugo A. Cano-Castaño, Maritzabel Molina-Herrera, Jesús D. Villalba-Morales, Orlando Arroyo. (2024). Evaluating the response modification factor (R) for reinforced concrete and steel structures equipped with TADAS devices designed for high seismic hazard in Colombia. Structures, 65, p.106748. https://doi.org/10.1016/j.istruc.2024.106748.
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Copyright (c) 2008 Doralba Valencia Restrepo, Gabriel F. Valencia Clement
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