{"status":"ok","message-type":"work","message-version":"1.0.0","message":{"indexed":{"date-parts":[[2026,1,25]],"date-time":"2026-01-25T20:20:54Z","timestamp":1769372454016,"version":"3.49.0"},"reference-count":26,"publisher":"Wiley","issue":"2","license":[{"start":{"date-parts":[[2015,5,1]],"date-time":"2015-05-01T00:00:00Z","timestamp":1430438400000},"content-version":"vor","delay-in-days":0,"URL":"http:\/\/onlinelibrary.wiley.com\/termsAndConditions#vor"},{"start":{"date-parts":[[2015,5,1]],"date-time":"2015-05-01T00:00:00Z","timestamp":1430438400000},"content-version":"tdm","delay-in-days":0,"URL":"http:\/\/doi.wiley.com\/10.1002\/tdm_license_1.1"},{"start":{"date-parts":[[2015,5,1]],"date-time":"2015-05-01T00:00:00Z","timestamp":1430438400000},"content-version":"tdm","delay-in-days":0,"URL":"https:\/\/journals.sagepub.com\/page\/policies\/text-and-data-mining-license"}],"content-domain":{"domain":["journals.sagepub.com"],"crossmark-restriction":true},"short-container-title":["Earthquake Spectra"],"published-print":{"date-parts":[[2015,5]]},"abstract":"<jats:p>\n                    This work applies 64,765 simulated seismic ground motions to four models each of 6\u2010 or 20\u2010story, steel special moment\u2010resisting frame buildings. We consider two vector intensity measures and categorize the building response as \u201ccollapsed,\u201d \u201cunrepairable,\u201d or \u201crepairable.\u201d We then propose regression models to predict the building responses from the intensity measures. The best models for \u201ccollapse\u201d or \u201cunrepairable\u201d use peak ground displacement and velocity as intensity measures, and the best models predicting peak interstory drift ratio, given that the frame model is \u201crepairable,\u201d use spectral acceleration and epsilon (\n                    <jats:italic>\u220a<\/jats:italic>\n                    ) as intensity measures. The more flexible frame is always more likely than the stiffer frame to \u201ccollapse\u201d or be \u201cunrepairable.\u201d A frame with fracture\u2010prone welds is substantially more susceptible to \u201ccollapse\u201d or \u201cunrepairable\u201d damage than the equivalent frame with sound welds. The 20\u2010story frames with fracture\u2010prone welds are more vulnerable to P\u2010delta instability and have a much higher probability of collapse than do any of the 6\u2010story frames.\n                  <\/jats:p>","DOI":"10.1193\/102612eqs318m","type":"journal-article","created":{"date-parts":[[2014,1,14]],"date-time":"2014-01-14T10:17:47Z","timestamp":1389694667000},"page":"813-840","update-policy":"https:\/\/doi.org\/10.1177\/sage-journals-update-policy","source":"Crossref","is-referenced-by-count":3,"title":["Characterizing Ground Motions that Collapse Steel Special Moment\u2010Resisting Frames or Make Them Unrepairable"],"prefix":"10.1002","volume":"31","author":[{"given":"Anna H.","family":"Olsen","sequence":"first","affiliation":[{"name":"U.S. Geological Survey Denver CO"}]},{"given":"Thomas H.","family":"Heaton","sequence":"additional","affiliation":[{"name":"California Institute of Technology Pasadena CA"}]},{"given":"John F.","family":"Hall","sequence":"additional","affiliation":[{"name":"California Institute of Technology Pasadena CA"}]}],"member":"311","published-online":{"date-parts":[[2015,5]]},"reference":[{"key":"e_1_2_9_2_1","doi-asserted-by":"publisher","DOI":"10.1785\/0120060410"},{"key":"e_1_2_9_3_1","doi-asserted-by":"publisher","DOI":"10.1785\/0120060409"},{"key":"e_1_2_9_4_1","volume-title":"Prestandard and Commentary for the Seismic Rehabilitation of Buildings, FEMA 356","author":"American Society of Civil Engineers (ASCE)","year":"2000"},{"key":"e_1_2_9_5_1","doi-asserted-by":"publisher","DOI":"10.1002\/eqe.474"},{"key":"e_1_2_9_6_1","doi-asserted-by":"publisher","DOI":"10.1002\/eqe.571"},{"key":"e_1_2_9_7_1","volume-title":"Boore\u2010Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Rep. PEER 2007\/01","author":"Boore D. M.","year":"2007"},{"key":"e_1_2_9_8_1","first-page":"488","volume-title":"Model Selection and Multimodel Inference: A Practical Information\u2010Theoretic Approach","author":"Burnham K. P.","year":"2002"},{"key":"e_1_2_9_9_1","unstructured":"ChallaV. R. M.1992.Nonlinear Seismic Behaviour of Steel Planar Moment\u2010Resisting Frames Ph.D. Thesis California Institute of Technology Pasadena."},{"key":"e_1_2_9_10_1","doi-asserted-by":"publisher","DOI":"10.1002\/eqe.4290231104"},{"key":"e_1_2_9_11_1","first-page":"844","volume-title":"Dynamics of Structures: Theory and Applications to Earthquake Engineering","author":"Chopra A. K.","year":"2000"},{"key":"e_1_2_9_12_1","volume-title":"Lifelines Program Task 1A03: 3D Ground Motion Simulation in Basins","author":"Day S. 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F.","year":"1997"},{"key":"e_1_2_9_16_1","doi-asserted-by":"publisher","DOI":"10.1002\/(SICI)1096-9845(199812)27:12<1445::AID-EQE794>3.0.CO;2-C"},{"key":"e_1_2_9_17_1","doi-asserted-by":"publisher","DOI":"10.1061\/(ASCE)0733-9399(1995)121:12(1284)"},{"key":"e_1_2_9_18_1","first-page":"86","article-title":"Repairability limit of steel structural buildings based on the actual data of the Hyogoken\u2010Nanbu Earthquake","volume":"4022","author":"Iwata Y.","year":"2006","journal-title":"Technical Memorandum of Public Works Research Institute"},{"key":"e_1_2_9_19_1","doi-asserted-by":"publisher","DOI":"10.1002\/tal.559"},{"key":"e_1_2_9_20_1","unstructured":"KrishnanS.2003.Three\u2010Dimensional Nonlinear Analysis of Tall Irregular Steel Buildings Subject to Strong Ground Motions Ph.D. Thesis California Institute of Technology Pasadena."},{"key":"e_1_2_9_21_1","doi-asserted-by":"publisher","DOI":"10.1193\/1.2360698"},{"key":"e_1_2_9_22_1","doi-asserted-by":"publisher","DOI":"10.1002\/tal.339"},{"key":"e_1_2_9_23_1","unstructured":"OlsenA. H.2008.Steel Moment\u2010Resisting Frame Responses in Simulated Strong Ground Motions: or How I Learned to Stop Worrying and Love the Big One Ph.D. Thesis California Institute of Technology Pasadena."},{"key":"e_1_2_9_24_1","unstructured":"ReisE.andBonowitzD.2000.State of the Art Report on Past Performance of Steel Moment\u2010Frame Buildings in Earthquakes Rep. FEMA 355E SAC Joint Venture."},{"key":"e_1_2_9_25_1","unstructured":"SongS.2014.A New Ground Motion Intensity Measure Peak Filtered Acceleration (PFA) to Estimate Collapse Vulnerability of Buildings in Earthquakes Ph.D. Thesis California Institute of Technology Pasadena CA."},{"key":"e_1_2_9_26_1","unstructured":"SongS.andHeatonT. H.2012.Prediction of collapse from PGV and PGD inProceedings of the 15th World Conference on Earthquake Engineering."},{"key":"e_1_2_9_27_1","volume-title":"Guidelines for Performance\u2010Based Seismic Design of Tall Buildings, Rep. 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