Representation of bidirectional ground motions for design spectra in building codes
The 2009 NEHRP Provisions modified the definition of horizontal ground motion from the geometric mean of spectral accelerations for two components to the peak response of a single lumped mass oscillator regardless of direction. These maximum-direction (MD) ground motions operate under the assumption...
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creator | Stewart, Jonathan P Abrahamson, Norman A Atkinson, Gail M Baker, Jack W Boore, David M Bozorgnia, Yousef Campbell, Kenneth W Comartin, Craig D Idriss, I. M Lew, Marshall Mehrain, Michael Moehle, Jack P Naeim, Farzad Sabol, Thomas A |
description | The 2009 NEHRP Provisions modified the definition of horizontal ground motion from the geometric mean of spectral accelerations for two components to the peak response of a single lumped mass oscillator regardless of direction. These maximum-direction (MD) ground motions operate under the assumption that the dynamic properties of the structure (e.g., stiffness, strength) are identical in all directions. This assumption may be true for some in-plan symmetric structures, however, the response of most structures is dominated by modes of vibration along specific axes (e.g., longitudinal and transverse axes in a building), and often the dynamic properties (especially stiffness) along those axes are distinct. In order to achieve structural designs consistent with the collapse risk level given in the NEHRP documents, we argue that design spectra should be compatible with expected levels of ground motion along those principal response axes. The use of MD ground motions effectively assumes that the azimuth of maximum ground motion coincides with the directions of principal structural response. Because this is unlikely, design ground motions have lower probability of occurrence than intended, with significant societal costs. We recommend adjustments to make design ground motions compatible with target risk levels. |
doi_str_mv | 10.1193/1.3608001 |
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M ; Lew, Marshall ; Mehrain, Michael ; Moehle, Jack P ; Naeim, Farzad ; Sabol, Thomas A</creator><creatorcontrib>Stewart, Jonathan P ; Abrahamson, Norman A ; Atkinson, Gail M ; Baker, Jack W ; Boore, David M ; Bozorgnia, Yousef ; Campbell, Kenneth W ; Comartin, Craig D ; Idriss, I. M ; Lew, Marshall ; Mehrain, Michael ; Moehle, Jack P ; Naeim, Farzad ; Sabol, Thomas A</creatorcontrib><description>The 2009 NEHRP Provisions modified the definition of horizontal ground motion from the geometric mean of spectral accelerations for two components to the peak response of a single lumped mass oscillator regardless of direction. These maximum-direction (MD) ground motions operate under the assumption that the dynamic properties of the structure (e.g., stiffness, strength) are identical in all directions. This assumption may be true for some in-plan symmetric structures, however, the response of most structures is dominated by modes of vibration along specific axes (e.g., longitudinal and transverse axes in a building), and often the dynamic properties (especially stiffness) along those axes are distinct. In order to achieve structural designs consistent with the collapse risk level given in the NEHRP documents, we argue that design spectra should be compatible with expected levels of ground motion along those principal response axes. The use of MD ground motions effectively assumes that the azimuth of maximum ground motion coincides with the directions of principal structural response. Because this is unlikely, design ground motions have lower probability of occurrence than intended, with significant societal costs. We recommend adjustments to make design ground motions compatible with target risk levels.</description><identifier>ISSN: 8755-2930</identifier><identifier>EISSN: 1944-8201</identifier><identifier>DOI: 10.1193/1.3608001</identifier><identifier>CODEN: EASPEF</identifier><language>eng</language><publisher>Oakland, CA: Earthquake Engineering Research Institute</publisher><subject>acceleration ; building codes ; buildings ; design ; dynamic properties ; Earth sciences ; Earth, ocean, space ; earthquakes ; Earthquakes, seismology ; Engineering and environment geology. Geothermics ; Engineering geology ; Exact sciences and technology ; failures ; ground motion ; Internal geophysics ; Natural hazards: prediction, damages, etc ; peak ground acceleration ; seismic response ; seismic risk ; Seismology ; stiffness ; strength ; structures ; vibration</subject><ispartof>Earthquake spectra, 2011-08, Vol.27 (3), p.927-937</ispartof><rights>GeoRef, Copyright 2021, American Geosciences Institute. Reference includes data from GeoScienceWorld @Alexandria, VA @USA @United States</rights><rights>2015 INIST-CNRS</rights><lds50>peer_reviewed</lds50><woscitedreferencessubscribed>false</woscitedreferencessubscribed><citedby>FETCH-LOGICAL-a350t-6134f1a02485e915e7a406eeeb493b0e3f34997ebc21098469d8a11aa3c38f13</citedby><cites>FETCH-LOGICAL-a350t-6134f1a02485e915e7a406eeeb493b0e3f34997ebc21098469d8a11aa3c38f13</cites></display><links><openurl>$$Topenurl_article</openurl><openurlfulltext>$$Topenurlfull_article</openurlfulltext><thumbnail>$$Tsyndetics_thumb_exl</thumbnail><link.rule.ids>314,780,784,27922,27923</link.rule.ids><backlink>$$Uhttp://pascal-francis.inist.fr/vibad/index.php?action=getRecordDetail&idt=24440733$$DView record in Pascal Francis$$Hfree_for_read</backlink></links><search><creatorcontrib>Stewart, Jonathan P</creatorcontrib><creatorcontrib>Abrahamson, Norman A</creatorcontrib><creatorcontrib>Atkinson, Gail M</creatorcontrib><creatorcontrib>Baker, Jack W</creatorcontrib><creatorcontrib>Boore, David M</creatorcontrib><creatorcontrib>Bozorgnia, Yousef</creatorcontrib><creatorcontrib>Campbell, Kenneth W</creatorcontrib><creatorcontrib>Comartin, Craig D</creatorcontrib><creatorcontrib>Idriss, I. M</creatorcontrib><creatorcontrib>Lew, Marshall</creatorcontrib><creatorcontrib>Mehrain, Michael</creatorcontrib><creatorcontrib>Moehle, Jack P</creatorcontrib><creatorcontrib>Naeim, Farzad</creatorcontrib><creatorcontrib>Sabol, Thomas A</creatorcontrib><title>Representation of bidirectional ground motions for design spectra in building codes</title><title>Earthquake spectra</title><description>The 2009 NEHRP Provisions modified the definition of horizontal ground motion from the geometric mean of spectral accelerations for two components to the peak response of a single lumped mass oscillator regardless of direction. These maximum-direction (MD) ground motions operate under the assumption that the dynamic properties of the structure (e.g., stiffness, strength) are identical in all directions. This assumption may be true for some in-plan symmetric structures, however, the response of most structures is dominated by modes of vibration along specific axes (e.g., longitudinal and transverse axes in a building), and often the dynamic properties (especially stiffness) along those axes are distinct. In order to achieve structural designs consistent with the collapse risk level given in the NEHRP documents, we argue that design spectra should be compatible with expected levels of ground motion along those principal response axes. The use of MD ground motions effectively assumes that the azimuth of maximum ground motion coincides with the directions of principal structural response. Because this is unlikely, design ground motions have lower probability of occurrence than intended, with significant societal costs. We recommend adjustments to make design ground motions compatible with target risk levels.</description><subject>acceleration</subject><subject>building codes</subject><subject>buildings</subject><subject>design</subject><subject>dynamic properties</subject><subject>Earth sciences</subject><subject>Earth, ocean, space</subject><subject>earthquakes</subject><subject>Earthquakes, seismology</subject><subject>Engineering and environment geology. Geothermics</subject><subject>Engineering geology</subject><subject>Exact sciences and technology</subject><subject>failures</subject><subject>ground motion</subject><subject>Internal geophysics</subject><subject>Natural hazards: prediction, damages, etc</subject><subject>peak ground acceleration</subject><subject>seismic response</subject><subject>seismic risk</subject><subject>Seismology</subject><subject>stiffness</subject><subject>strength</subject><subject>structures</subject><subject>vibration</subject><issn>8755-2930</issn><issn>1944-8201</issn><fulltext>true</fulltext><rsrctype>article</rsrctype><creationdate>2011</creationdate><recordtype>article</recordtype><recordid>eNo90E1LxDAQBuAgCq4fB_9BLiIiXWeatNscZfELFgTde0jTacnSTdakRfz3dtnF0zDMM-_hZewGYY6oxCPORQkVAJ6wGSopsyoHPGWzalEUWa4EnLOLlDYTKCXAjH190i5SIj-YwQXPQ8tr17hIdr-anncxjL7h27DfE29D5A0l13medhOKhjvP69H1jfMdt2E6XrGz1vSJro_zkq1fntfLt2z18fq-fFplRhQwZCUK2aKBXFYFKSxoYSSURFRLJWog0Qqp1IJqmyOoSpaqqQyiMcKKqkVxye4OsbsYvkdKg966ZKnvjacwJq3yUoAqSjnJ-4O0MaQUqdW76LYm_moEva9Noz7WNtnbY6pJ1vRtNN669P-QSylhIcTkHg6uo5CsI2_pJ8S-0Zswxqm4pHPIUQNUU774A2-OetY</recordid><startdate>20110801</startdate><enddate>20110801</enddate><creator>Stewart, Jonathan P</creator><creator>Abrahamson, Norman A</creator><creator>Atkinson, Gail M</creator><creator>Baker, Jack W</creator><creator>Boore, David M</creator><creator>Bozorgnia, Yousef</creator><creator>Campbell, Kenneth W</creator><creator>Comartin, Craig D</creator><creator>Idriss, I. M</creator><creator>Lew, Marshall</creator><creator>Mehrain, Michael</creator><creator>Moehle, Jack P</creator><creator>Naeim, Farzad</creator><creator>Sabol, Thomas A</creator><general>Earthquake Engineering Research Institute</general><scope>IQODW</scope><scope>AAYXX</scope><scope>CITATION</scope><scope>7UA</scope><scope>C1K</scope><scope>F1W</scope><scope>H96</scope><scope>L.G</scope></search><sort><creationdate>20110801</creationdate><title>Representation of bidirectional ground motions for design spectra in building codes</title><author>Stewart, Jonathan P ; Abrahamson, Norman A ; Atkinson, Gail M ; Baker, Jack W ; Boore, David M ; Bozorgnia, Yousef ; Campbell, Kenneth W ; Comartin, Craig D ; Idriss, I. M ; Lew, Marshall ; Mehrain, Michael ; Moehle, Jack P ; Naeim, Farzad ; Sabol, Thomas A</author></sort><facets><frbrtype>5</frbrtype><frbrgroupid>cdi_FETCH-LOGICAL-a350t-6134f1a02485e915e7a406eeeb493b0e3f34997ebc21098469d8a11aa3c38f13</frbrgroupid><rsrctype>articles</rsrctype><prefilter>articles</prefilter><language>eng</language><creationdate>2011</creationdate><topic>acceleration</topic><topic>building codes</topic><topic>buildings</topic><topic>design</topic><topic>dynamic properties</topic><topic>Earth sciences</topic><topic>Earth, ocean, space</topic><topic>earthquakes</topic><topic>Earthquakes, seismology</topic><topic>Engineering and environment geology. Geothermics</topic><topic>Engineering geology</topic><topic>Exact sciences and technology</topic><topic>failures</topic><topic>ground motion</topic><topic>Internal geophysics</topic><topic>Natural hazards: prediction, damages, etc</topic><topic>peak ground acceleration</topic><topic>seismic response</topic><topic>seismic risk</topic><topic>Seismology</topic><topic>stiffness</topic><topic>strength</topic><topic>structures</topic><topic>vibration</topic><toplevel>peer_reviewed</toplevel><toplevel>online_resources</toplevel><creatorcontrib>Stewart, Jonathan P</creatorcontrib><creatorcontrib>Abrahamson, Norman A</creatorcontrib><creatorcontrib>Atkinson, Gail M</creatorcontrib><creatorcontrib>Baker, Jack W</creatorcontrib><creatorcontrib>Boore, David M</creatorcontrib><creatorcontrib>Bozorgnia, Yousef</creatorcontrib><creatorcontrib>Campbell, Kenneth W</creatorcontrib><creatorcontrib>Comartin, Craig D</creatorcontrib><creatorcontrib>Idriss, I. 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This assumption may be true for some in-plan symmetric structures, however, the response of most structures is dominated by modes of vibration along specific axes (e.g., longitudinal and transverse axes in a building), and often the dynamic properties (especially stiffness) along those axes are distinct. In order to achieve structural designs consistent with the collapse risk level given in the NEHRP documents, we argue that design spectra should be compatible with expected levels of ground motion along those principal response axes. The use of MD ground motions effectively assumes that the azimuth of maximum ground motion coincides with the directions of principal structural response. Because this is unlikely, design ground motions have lower probability of occurrence than intended, with significant societal costs. 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subjects | acceleration building codes buildings design dynamic properties Earth sciences Earth, ocean, space earthquakes Earthquakes, seismology Engineering and environment geology. Geothermics Engineering geology Exact sciences and technology failures ground motion Internal geophysics Natural hazards: prediction, damages, etc peak ground acceleration seismic response seismic risk Seismology stiffness strength structures vibration |
title | Representation of bidirectional ground motions for design spectra in building codes |
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