{"title":"Prediction of Seismic Damage Using Scalar Intensity Measures Based On Integration of Spectral Values","authors":"Konstantinos G. Kostinakis, Asimina M. Athanatopoulou","volume":97,"journal":"International Journal of Civil and Environmental Engineering","pagesStart":1,"pagesEnd":10,"ISSN":"1307-6892","URL":"https:\/\/publications.waset.org\/pdf\/10000094","abstract":"
A key issue in seismic risk analysis within the context
\r\nof Performance-Based Earthquake Engineering is the evaluation of
\r\nthe expected seismic damage of structures under a specific
\r\nearthquake ground motion. The assessment of the seismic
\r\nperformance strongly depends on the choice of the seismic Intensity
\r\nMeasure (IM), which quantifies the characteristics of a ground
\r\nmotion that are important to the nonlinear structural response. Several
\r\nconventional IMs of ground motion have been used to estimate their
\r\ndamage potential to structures. Yet, none of them has been proved to
\r\nbe able to predict adequately the seismic damage. Therefore,
\r\nalternative, scalar intensity measures, which take into account not
\r\nonly ground motion characteristics but also structural information
\r\nhave been proposed. Some of these IMs are based on integration of
\r\nspectral values over a range of periods, in an attempt to account for
\r\nthe information that the shape of the acceleration, velocity or
\r\ndisplacement spectrum provides. The adequacy of a number of these
\r\nIMs in predicting the structural damage of 3D R\/C buildings is
\r\ninvestigated in the present paper. The investigated IMs, some of
\r\nwhich are structure specific and some are non structure-specific, are
\r\ndefined via integration of spectral values. To achieve this purpose
\r\nthree symmetric in plan R\/C buildings are studied. The buildings are
\r\nsubjected to 59 bidirectional earthquake ground motions. The two
\r\nhorizontal accelerograms of each ground motion are applied along
\r\nthe structural axes. The response is determined by nonlinear time
\r\nhistory analysis. The structural damage is expressed in terms of the
\r\nmaximum interstory drift as well as the overall structural damage
\r\nindex. The values of the aforementioned seismic damage measures
\r\nare correlated with seven scalar ground motion IMs. The comparative
\r\nassessment of the results revealed that the structure-specific IMs
\r\npresent higher correlation with the seismic damage of the three
\r\nbuildings. However, the adequacy of the IMs for estimation of the
\r\nstructural damage depends on the response parameter adopted.
\r\nFurthermore, it was confirmed that the widely used spectral
\r\nacceleration at the fundamental period of the structure is a good
\r\nindicator of the expected earthquake damage level.<\/p>\r\n","references":"[1] CA. Cornell and H. Krawinkler, \"Progress and challenges in seismic\r\nperformance assessment\", PEER Center News, vol. 3, no. 2, 2000\r\n[2] N. Shome, \"Probabilistic seismic demand analysis of nonlinear\r\nstructures\", Ph.D. Dissertation, Department of Civil and Environmental\r\nEngineering, Stanford University, Stanford, CA, 1999\r\n[3] FEMA-355, State of the Art Report on Systems Performance of Steel\r\nMoment Frames Subject to Earthquake Ground Shaking, SAC Joint\r\nVenture, Sacramento, CA, 2000\r\n[4] A. Elenas, and K. Meskouris, \"Correlation study between seismic\r\nacceleration parameters and damage indices of structure\", Engineering\r\nStructures, vol. 23, pp. 698-704, 2001.\r\n[5] A. Yakut, and H. Yilmaz. \"Correlation of deformation demands with\r\nground motion intensity\", Journal of Structural Engineering, ASCE, vol.\r\n134, no. 12, pp. 1818-1828, 2008.\r\n[6] A.J. Kappos, \"Sensitivity of calculated inelastic seismic response to\r\ninput motion characteristics\", in Proc. 4th U.S. National Conference on\r\nEarthquake Engineering, Palm Springs, California. 1990, vol. 2, pp. 25-\r\n34, 1990.\r\n[7] K. Matsumura, \"On the intensity measure of strong motion related to\r\nstructural failures\" in Proc. 10th WCEE, Rotterdam, vol. I, pp. 375-80,\r\n1992\r\n[8] I.-K. Fontara, A. Athanatopoulou, and I. Avramidis, \"Correlation\r\nbetween advanced, structure-specific ground motion intensity measures\r\nand damage indices\", inProc. 15th World Conference on Earthquake\r\nEngineering, Lisbon, Portugal, September 24-28, 2012, Paper No: 3718.\r\n[9] ASCE\/SEI 41-06, Seismic Rehabilitation of Existing Buildings,\r\nAmerican Society of Civil Engineers, Reston, VA, 2008.\r\n[10] Eurocode 8, Design provisions for earthquake resistance of structures,\r\nEuropean Committee for Standardization, 2003.\r\n[11] UBC Vol. 2: Structural Engineering Design Provisions. International\r\nConference of Building Officials (ICBO), Whittier, CA, 1997.\r\n[12] FEMA 356, Prestandard and Commentary for the Seismic\r\nRehabilitation of Buildings, Federal Emergency Management Agency,\r\nWashington, DC, 2000.\r\n[13] NEHRP, Recommended provisions for seismic regulations for new\r\nbuildings and other Structures, FEMA450, Building Seismic Safety\r\nCouncil, Washington, DC, 2003.\r\n[14] K. Kostinakis, M. Papadopoulos and A. Athanatopoulou, \"Adequacy of\r\nadvanced earthquake intensity measures for estimation of damage under\r\nseismic excitation with arbitrary orientation\", in Proc. International\r\nConference on Civil, Structural and Earthquake Engineering, Paris,\r\nFrance, April 28-29, 2014, Paper No:214\r\n[15] Eurocode 2, \"Design of concrete structures. 1: General rule and rules for\r\nbuildings\", Brussels, 1991.\r\n[16] RA.F.-Structural Analysis and Design Software v.3.3.2, TOL\r\n(Engineering Software House) Iraklion, Crete, Greece, 2012\r\n[17] A. Otani, \"Inelastic Analysis of RC frame structures\", J Struct Div\r\n(ASCE), vol. 100, no. 7, pp. 1433\u20131449, 1974.\r\n[18] A. Carr, \"Ruaumoko \u2013 a program for inelastic time-history analysis,\r\nProgram manual\", Department of Civil Engineering, University of\r\nCanterbury, New Zealand, 2004.\r\n[19] Imbsen Software Systems, XTRACT: Version 3.0.5. Cross-sectional\r\nstructural analysis of components, Sacramento, CA, 2006.\r\n[20] Pacific Earthquake Engineering Research Centre (PEER), Strong\r\nMotion Database. http:\/\/peer.berkeley.edu\/smcat\/, 2003\r\n[21] European Strong-Motion Database, http:\/\/www.isesd.hi.is\/ESD\r\nLocal\/frameset.htm, 2003\r\n[22] J. Penzien, and M. Watabe, \"Characteristics of 3-D Earthquake Ground\r\nMotions\", Earthquake Eng Struct Dyn, vol. 3, pp. 365-373, 1975.\r\n[23] GW. Housner, \"Spectrum intensity of strong-motion earthquakes\", in\r\nProc. Symposium on Earthquakes and Blast Effects on Structures, EERI,\r\n1952\r\n[24] GW. Housner, \"Behavior of structures during earthquakes\", Journal of\r\nthe engineering mechanics division, (ASCE), vol. 85, no. EM14, pp.\r\n109-129, 1959\r\n[25] JL. Von Thun, LH. Rochim, GA. Scott and JA. Wilson, \"Earthquake\r\nground motions for design and analysis of dams\", in Proc. Earthquake\r\nEng. Soil Dyn. II - Recent Advances in Ground-Motion Evaluation\r\n(Geotechnical Special Publication 20), ASCE, New York, pp. 463\u2013481,\r\n1988.\r\n[26] TC. Hutchinson, YH. Chai, RW. Boulanger and IM. Idriss, \"Estimating\r\nInelastic Displacements for Design: Extended Pile-Shaft-Supported\r\nBridge Structures\", Earthquake Spectra, vol. 20, no. 4, pp. 1081\u20131094,\r\n2004\r\n[27] K. Kadas, A. Yakut and I. Kazaz, \"Spectral ground motion intensity\r\nbased on capacity and period elongation\", Journal of Structural\r\nEngineering, (ASCE), vol.137, no. 3, pp.401-409, 2011\r\n[28] K. Beyer, and J. Bommer,\" Relationships between median values and\r\nbetween aleatory variabilities for different definitions of the horizontal\r\ncomponent of motion\", Bulletin of the Seismological Society of America,\r\nvol. 96, no. 4A, pp. 1512\u201322, 2006.\r\n[29] S.L. Dimova, and P. Negro, \"Seismic assessment of an industrial frame\r\nstructure designed according to Eurocodes. Part 2: Capacity and\r\nvulnerability\", Engineering Structures, vol. 27, no. 5, pp. 724-735, 2005.\r\n[30] F. Naeim, \"The seismic design handbook\", Kluwer Academic, Boston.\r\n2nd Ed., 2001.\r\n[31] Y.J. Park, and A.H-S. Ang, and Y.K. Wen, \"Damage-limiting aseismic\r\ndesign of buildings\", Earthq Spectra, vol. 3, no. 1, pp. 1-26, 1987.\r\n[32] Y. J. Park, and A.H.-S. Ang, \"Mechanistic Seismic Damage Model for\r\nReinforced-Concrete\" J Struct Eng-ASCE, vol. 111, no. 4, pp. 722-739,\r\n1985\r\n[33] S.K. Kunnath, A.M. Reinhorn, and R.F. Lobo, \"IDARC Version 3: A\r\nprogram for the inelastic damage analysis of RC structures\", Technical\r\nReport NCEER-92-0022. National Centre for Earthquake Engineering\r\nResearch, State University of New York, Buffalo NY, 1992.","publisher":"World Academy of Science, Engineering and Technology","index":"Open Science Index 97, 2015"}