Peak displacement patterns for the performance-based seismic design of steel eccentrically braced frames
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摘要
Performance-based seismic design(PBSD) aims to assess structures at different damage states. Since damage can be directly associated to displacements, seismic design with consideration of displacement seems to be logical. In this study, simple formulae to estimate the peak floor displacement patterns of eccentrically braced frames(EBFs) at different performance levels subjected to earthquake ground motions are proposed. These formulae are applicable in a PBSD and especially in direct displacement-based design(DDBD). Parametric study is conducted on a group of 30 EBFs under a set of 15 far field and near field accelerograms which they scaled to different amplitudes to adapt various performance levels. The results of thousands of nonlinear dynamic analyses of EBFs have been post-processed by nonlinear regression analysis in order to recognize the major parameters that influence the peak displacement pattern of these frames. Results show that suggested displacement patterns have relatively good agreement with those acquired by an exact nonlinear dynamic analysis.
Performance-based seismic design(PBSD) aims to assess structures at different damage states. Since damage can be directly associated to displacements, seismic design with consideration of displacement seems to be logical. In this study, simple formulae to estimate the peak floor displacement patterns of eccentrically braced frames(EBFs) at different performance levels subjected to earthquake ground motions are proposed. These formulae are applicable in a PBSD and especially in direct displacement-based design(DDBD). Parametric study is conducted on a group of 30 EBFs under a set of 15 far field and near field accelerograms which they scaled to different amplitudes to adapt various performance levels. The results of thousands of nonlinear dynamic analyses of EBFs have been post-processed by nonlinear regression analysis in order to recognize the major parameters that influence the peak displacement pattern of these frames. Results show that suggested displacement patterns have relatively good agreement with those acquired by an exact nonlinear dynamic analysis.
Performance-based seismic design(PBSD) aims to assess structures at different damage states. Since damage can be directly associated to displacements, seismic design with consideration of displacement seems to be logical. In this study, simple formulae to estimate the peak floor displacement patterns of eccentrically braced frames(EBFs) at different performance levels subjected to earthquake ground motions are proposed. These formulae are applicable in a PBSD and especially in direct displacement-based design(DDBD). Parametric study is conducted on a group of 30 EBFs under a set of 15 far field and near field accelerograms which they scaled to different amplitudes to adapt various performance levels. The results of thousands of nonlinear dynamic analyses of EBFs have been post-processed by nonlinear regression analysis in order to recognize the major parameters that influence the peak displacement pattern of these frames. Results show that suggested displacement patterns have relatively good agreement with those acquired by an exact nonlinear dynamic analysis.
引文
American Institute of Steel Construction,AISC 341(2010),Seismic Provisions for Structural Steel Buildings,Chicago,IL,USA.
American Institute of Steel Construction,AISC 360(2010),Specification for Structural Steel Buildings,Chicago,IL,USA.
American Society of Civil Engineers,ASCE/SEI 41(2013),Seismic Evaluation and Retrofit of Existing Buildings,Reston,VA.
American Society of Civil Engineers,ASCE/SEI 7(2010),Minimum Design Loads for Buildings and other Structures,Reston,VA.
Bosco M and Rossi PP(2009),“Seismic Behavior of Eccentrically Braced Frames,”Engineering Structures,31(3):664-674.
Bosco M,Marino EM and Rossi PP(2015),“Modelling of Steel Link Beams of Short,Intermediate or Long Length,”Engineering Structures,84:406-418.
Cornell CA,Jalayer F,Hamburger RO and Foutch,DA(2002),“Probabilistic Basis for 2000 SAC Federal Emergency Management Agency Steel Moment Frame Guidelines,”ASCE,Journal of Structural Engineering,128:526-33.
CSI(2013),Extended Three Dimensional Analysis of Building Systems,ETABS,Version 9.7.4 ed.,Berkeley,CA:Computers and Structures,Inc.
Dimopoulos AI,Bazeos N and Beskos DE(2012),“Seismic Yield Displacements of Plane Moment Resisting and x-Braced Steel Frames,”Soil Dynamics and Earthquake Engineering,41:128-140.
Durucan C and Gümü?M(2018),“Direct Use of Peak Ground Motion Parameters for the Estimation of Inelastic Displacement Ratio of SDOF Systems Subjected to Repeated Far Fault Ground Motions,“Earthquake Engineering and Engineering Vibration,17(4):771-785.https://doi.org/10.1007/s11803-018-0475-4.
Fajfar P and Gaspersic P(1996),“The N2 Method for the Seismic Damage Analysis of RC Buildings,”Earthquake Engineering and Structural Dynamic,25(1):31-46.
Federal Emergency Management Agency,FEMA 273(1997),NEHRP Guidelines for the Seismic Rehabilitation of Buildings,Washington,D.C.
Federal Emergency Management Agency,FEMA P695(2009),Quantification of Building Seismic Performance Factors,Washington,D.C.
Filiatrault A and Sullivan TJ(2014),“PerformanceBased Seismic Design of Nonstructural Building Components:The Next Frontier of Earthquake Engineering,”Earthquake Engineering and Engineering Vibration,13(1):17-46.
Freeman SA(1978),“Prediction of Response of Concrete Buildings to Severe Earthquake Motion,”American Concrete Institute,55:589-605.
Freeman SA(1998),“The Capacity Spectrum Method as a Tool for Seismic Design,”Proceedings of the 11th European Conference on Earthquake Engineering,Paris,France.
Gulkan P and Sozen M(1974),“Inelastic Response of Reinforced Concrete Structures to Earthquake Motions,”ACI J,71(12):604-10.
IBM Corp.Released,IBM SPSS Statistics for Windows,(2013),Version 22.0.Armonk,NY:IBM Corp.
Karavasilis TL,Bazeos N and Beskos DE(2006),“Maximum Displacement Profiles for the PerformanceBased Seismic Design of Plane Steel Moment Resisting Frames,”Engineering Structures,28(1):9-22.
Kazemzadeh AS and Topkaya C(2017),“A Review of Research on Steel Eccentrically Braced Frames,”Journal of Constructional Steel Research,128:53-73.
Ku?y?lmaz A and Topkaya C(2013),“Design Overstrength of Steel Eccentrically Braced Frames,”International Journal of Steel Structures,13(3):529-545.
Ku?y?lmaz A and Topkaya C(2015),“Displacement Amplification Factors for Steel Eccentrically Braced Frames,”Earthquake Engineering and Structural Dynamics,44:167-184.
Ku?y?lmaz A and Topkaya C(2016),“Evaluation of Seismic Response Factors for Eccentrically Braced Frames Using FEMA P695 Methodology,”Earthquake Spectra,32:303-321.
Loeding S,Kowalsky MJ and Priestley MJN(1998),“Direct Displacement-Based Design of Reinforced Concrete Building Frames,”Report of Structural Systems Research Project SSRP-98/08,Division of Structural Engineering,University of California,San Diego,La Jolla,California.
Mezgebo MG and Lui E M.(2017),“A new methodology for energy-based seismic design of steel moment frames,”Earthquake Engineering and Engineering Vibration,16(1):131-152.https://doi.org/10.1007/s11803-017-0373-1.
Nasim S,Moghaddasi B and Zhang Y(2013),“Seismic Analysis of Diagrid Structural Frames with ShearLink Fuse Devices,”Earthquake Engineering and Engineering Vibration,12(3):463-472.
Newmark NM and Hall WJ(1982),“Earthquake Spectra and Design,”EERI Monograph Series,Earthquake Engineering Research Institute,Oakland,CA.
?zhendekci D and?zhendekci N(2008),“Effects of the Frame Geometry on the Weight and Inelastic Behavior of Eccentrically Braced Chevron Steel Frames,”Journal of Constructional Steel Research,64(3):326-343.
PEER,Open System for Earthquake Engineering Simulation:OPENSEES(2016),Berkeley:Pacific Earthquake Engineering Research Center(PEER),University of California;http://opensees.berkeley.edu.
Pettinga JD and Priestley M(2005),“Dynamic Behavior of Reinforced Concrete Frames Designed with Direct Displacement-Based Design,”Journal of Earthquake Engineering,9(2):309-30.
Priestley MJN,Calvi GM and Kowalsky MJ(2007),Displacement-Based Seismic Design of Structures,Pavia,Italy:IUSS Press.
Raheem SEA,Zaher AKD and Taha AMA(2018),“Finite Element Modeling Assumptions Impact on Seismic Response Demands of MRF-Buildings,”Earthquake Engineering and Engineering Vibration,17(4):821-834.https://doi.org/10.1007/s11803-018-0478-1.
Rossi PP and Lombardo A(2007),“Influence of the Link Overstrength Factor on the Seismic Behavior of Eccentrically Braced Frames,”Journal of Constructional Steel Research,63(11):1529-1545.
SAC Joint Venture,Develop Suites of Time Histories,Project Task:5.4.1,Draft Report,March 21,1997,Sacramento,CA,USA.
Sullivan TJ(2013),“Direct Displacement-Based Seismic Design of Steel Eccentrically Braced Frame Structures,”Bulletin of Earthquake Engineering,11(2):197-231.
Tabatabaei R and Saffari H(2010),“Energy-Based Approach to Estimate Seismic Demands for Asymmetric Buildings,”Earthquake and Tsunami,4:215-30.
Ucar T and Merter O(2018),“Derivation of EnergyBased Base Shear Force Coefficient Considering Hysteretic Behavior and P-delta Effects,”Earthquake Engineering and Engineering Vibration,17(1):149-163.https://doi.org/10.1007/s11803-018-0431-3.
Vafaee MH and Saffari H(2017),“A Modal ShearBased Pushover Procedure for Estimating the Seismic Demands of Tall Building Structures,”Soil Dynamics and Earthquake Engineering,92:95-108.
American Institute of Steel Construction,AISC 360(2010),Specification for Structural Steel Buildings,Chicago,IL,USA.
American Society of Civil Engineers,ASCE/SEI 41(2013),Seismic Evaluation and Retrofit of Existing Buildings,Reston,VA.
American Society of Civil Engineers,ASCE/SEI 7(2010),Minimum Design Loads for Buildings and other Structures,Reston,VA.
Bosco M and Rossi PP(2009),“Seismic Behavior of Eccentrically Braced Frames,”Engineering Structures,31(3):664-674.
Bosco M,Marino EM and Rossi PP(2015),“Modelling of Steel Link Beams of Short,Intermediate or Long Length,”Engineering Structures,84:406-418.
Cornell CA,Jalayer F,Hamburger RO and Foutch,DA(2002),“Probabilistic Basis for 2000 SAC Federal Emergency Management Agency Steel Moment Frame Guidelines,”ASCE,Journal of Structural Engineering,128:526-33.
CSI(2013),Extended Three Dimensional Analysis of Building Systems,ETABS,Version 9.7.4 ed.,Berkeley,CA:Computers and Structures,Inc.
Dimopoulos AI,Bazeos N and Beskos DE(2012),“Seismic Yield Displacements of Plane Moment Resisting and x-Braced Steel Frames,”Soil Dynamics and Earthquake Engineering,41:128-140.
Durucan C and Gümü?M(2018),“Direct Use of Peak Ground Motion Parameters for the Estimation of Inelastic Displacement Ratio of SDOF Systems Subjected to Repeated Far Fault Ground Motions,“Earthquake Engineering and Engineering Vibration,17(4):771-785.https://doi.org/10.1007/s11803-018-0475-4.
Fajfar P and Gaspersic P(1996),“The N2 Method for the Seismic Damage Analysis of RC Buildings,”Earthquake Engineering and Structural Dynamic,25(1):31-46.
Federal Emergency Management Agency,FEMA 273(1997),NEHRP Guidelines for the Seismic Rehabilitation of Buildings,Washington,D.C.
Federal Emergency Management Agency,FEMA P695(2009),Quantification of Building Seismic Performance Factors,Washington,D.C.
Filiatrault A and Sullivan TJ(2014),“PerformanceBased Seismic Design of Nonstructural Building Components:The Next Frontier of Earthquake Engineering,”Earthquake Engineering and Engineering Vibration,13(1):17-46.
Freeman SA(1978),“Prediction of Response of Concrete Buildings to Severe Earthquake Motion,”American Concrete Institute,55:589-605.
Freeman SA(1998),“The Capacity Spectrum Method as a Tool for Seismic Design,”Proceedings of the 11th European Conference on Earthquake Engineering,Paris,France.
Gulkan P and Sozen M(1974),“Inelastic Response of Reinforced Concrete Structures to Earthquake Motions,”ACI J,71(12):604-10.
IBM Corp.Released,IBM SPSS Statistics for Windows,(2013),Version 22.0.Armonk,NY:IBM Corp.
Karavasilis TL,Bazeos N and Beskos DE(2006),“Maximum Displacement Profiles for the PerformanceBased Seismic Design of Plane Steel Moment Resisting Frames,”Engineering Structures,28(1):9-22.
Kazemzadeh AS and Topkaya C(2017),“A Review of Research on Steel Eccentrically Braced Frames,”Journal of Constructional Steel Research,128:53-73.
Ku?y?lmaz A and Topkaya C(2013),“Design Overstrength of Steel Eccentrically Braced Frames,”International Journal of Steel Structures,13(3):529-545.
Ku?y?lmaz A and Topkaya C(2015),“Displacement Amplification Factors for Steel Eccentrically Braced Frames,”Earthquake Engineering and Structural Dynamics,44:167-184.
Ku?y?lmaz A and Topkaya C(2016),“Evaluation of Seismic Response Factors for Eccentrically Braced Frames Using FEMA P695 Methodology,”Earthquake Spectra,32:303-321.
Loeding S,Kowalsky MJ and Priestley MJN(1998),“Direct Displacement-Based Design of Reinforced Concrete Building Frames,”Report of Structural Systems Research Project SSRP-98/08,Division of Structural Engineering,University of California,San Diego,La Jolla,California.
Mezgebo MG and Lui E M.(2017),“A new methodology for energy-based seismic design of steel moment frames,”Earthquake Engineering and Engineering Vibration,16(1):131-152.https://doi.org/10.1007/s11803-017-0373-1.
Nasim S,Moghaddasi B and Zhang Y(2013),“Seismic Analysis of Diagrid Structural Frames with ShearLink Fuse Devices,”Earthquake Engineering and Engineering Vibration,12(3):463-472.
Newmark NM and Hall WJ(1982),“Earthquake Spectra and Design,”EERI Monograph Series,Earthquake Engineering Research Institute,Oakland,CA.
?zhendekci D and?zhendekci N(2008),“Effects of the Frame Geometry on the Weight and Inelastic Behavior of Eccentrically Braced Chevron Steel Frames,”Journal of Constructional Steel Research,64(3):326-343.
PEER,Open System for Earthquake Engineering Simulation:OPENSEES(2016),Berkeley:Pacific Earthquake Engineering Research Center(PEER),University of California;http://opensees.berkeley.edu.
Pettinga JD and Priestley M(2005),“Dynamic Behavior of Reinforced Concrete Frames Designed with Direct Displacement-Based Design,”Journal of Earthquake Engineering,9(2):309-30.
Priestley MJN,Calvi GM and Kowalsky MJ(2007),Displacement-Based Seismic Design of Structures,Pavia,Italy:IUSS Press.
Raheem SEA,Zaher AKD and Taha AMA(2018),“Finite Element Modeling Assumptions Impact on Seismic Response Demands of MRF-Buildings,”Earthquake Engineering and Engineering Vibration,17(4):821-834.https://doi.org/10.1007/s11803-018-0478-1.
Rossi PP and Lombardo A(2007),“Influence of the Link Overstrength Factor on the Seismic Behavior of Eccentrically Braced Frames,”Journal of Constructional Steel Research,63(11):1529-1545.
SAC Joint Venture,Develop Suites of Time Histories,Project Task:5.4.1,Draft Report,March 21,1997,Sacramento,CA,USA.
Sullivan TJ(2013),“Direct Displacement-Based Seismic Design of Steel Eccentrically Braced Frame Structures,”Bulletin of Earthquake Engineering,11(2):197-231.
Tabatabaei R and Saffari H(2010),“Energy-Based Approach to Estimate Seismic Demands for Asymmetric Buildings,”Earthquake and Tsunami,4:215-30.
Ucar T and Merter O(2018),“Derivation of EnergyBased Base Shear Force Coefficient Considering Hysteretic Behavior and P-delta Effects,”Earthquake Engineering and Engineering Vibration,17(1):149-163.https://doi.org/10.1007/s11803-018-0431-3.
Vafaee MH and Saffari H(2017),“A Modal ShearBased Pushover Procedure for Estimating the Seismic Demands of Tall Building Structures,”Soil Dynamics and Earthquake Engineering,92:95-108.