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REFERENCESAlmazan, J. L., and J. C. De La Llera. (2003b). “Accidental torsion due to overturning innormally symmetric structures isolated with FPS”. Earthquake Engineering &Structural Dynamics, 32, 919-948.Aschheim, M.( 2002). “Seismic design based on the yield displacement”. EarthquakeSpectra, 18, 581-600.Ayala, A. G., and E. A. Tavera. (2002). “A new approach for the evaluation of the seismicperformance of asymmetric buildings”. 7th US National Conference on EarthquakeEngineering, CD ROM Proceedings, Boston.Chopra, A. K., and R. K. Goel. (2003). A modal pushover analysis procedure to estimateSeismic demand for unsymmetric-plan buildings: Theory and preliminaryevaluation”. Report UBC/EERC 2003-08, Earthquake Engineering Research Center,University of California, Berkeley.De la Colina, J. (2003). “Assessment of Design recommendations for torsionallyunbalanced multistory buildings”. Earthquake Spectra, 19, 47-66.De la Llera, J. C., and A. K. Chopra. (1995). “Understanding the inelastic seismicbehaviour of asymmetric-plan buildings”. Earthquake Engineering & StructuralDynamics, 24, 549-572.De la Llera, J. C., and J. L. Almazan. (2003a). “An experimental study of nominallysymmetric and asymmetric structures isolated with FPS”. Earthquake Engineering &Structural Dynamics, 32, 891-918.Cruz, E. F., and S. Cominetti. (2000). “Three-dimensional buildings subjected to bidirectionalearthquakes: validity of analysis considering unidirectional earthquakes”.12th World Conference on Earthquake Engineering, CD ROM Proceedings, UpperHutt.De Stefano, M., E. M. Marino, and P. P. Rossi. (2002). “The key role of overstrength inthe seismic behaviour of multistorey regularly asymmetric buildings”. 3rd EuropeanWorkshop on the Seismic Behaviour of Irregular and Complex Structures, CD ROMProceedings, Florence.De Stefano, M., and A. Rutenberg. (1998). “Predicting the dynamic response ofasymmetric multistory wall-frame structures by pushover analysis: two case studies”.11th European Conference on Earthquake Engineering, CD ROM Proceedings, Paris.Duan, X. N., and A. M. Chandler. (1993). “Inelastic seismic response of code-designedmultistorey frame buildings with regular asymmetry”. Earthquake Engineering &Structural Dynamics, 22, 431-445.Dutta, S. C., and P. K. Das. (2002). “Inelastic seismic response of code-designedreinforced concrete asymmetric buildings with strength degradation”. EngineeringStructures, 24, 1295-1314.Dutta, S. C., and P. K. Das. (2002). “Validity and applicability of two simple hystereticmodels to assess progressive seismic damage in R/C asymmetric buildings”. Journalof Sound and Vibration, 257, 753-777.Fajfar, P., G. Magliulo, D. Marusic, and I. Perus. (2002). “Simplified non-linear analysisof asymmetric buildings”. 3rd European Workshop on the Seismic Behaviour ofIrregular and Complex Structures, CD ROM Proceedings, Florence.381
Fardis, M. N., S. N. Boussias, T. B. andPanagiotakos. (1998). “Seismic Response andDesign of irregularly infilled R/C structures”. 11th European conference onearthquake engineering, CD ROM Proceedings, Paris.Ghersi, A., E. Marino, P. P. Rossi. (1999). “From one-story to multistory asymmetricsystems: Conceptual differences and problems”. EAEE Task Group 8: Asymmetricand Irregular Structures. “Irregular Structures”, Proceedings of the 2nd Workshop,Vol. 1, Istanbul Technical University.Housner, G. W., and H. Outinen. (1958). “The effect of torsional oscillations onearthquake stresses” Bull. Seismological Society of America, 48, 221-229.Lin, W. H., and A. K.Chopra. (2003a). “Asymmetric one-storey elastic systems with nonlinearviscous and viscoelastic dampers: Earthquake response”. EarthquakeEngineering & Structural Dynamics, 32, 555-577.Lin, W. H., and A. K. Chopra. (2003b). “Asymmetric one-storey elastic systems with nonlinearviscous and viscoelastic dampers: Simplified analysis and supplementaldamping design”. Earthquake Engineering & Structural Dynamics, 32, 579-596.Marusic, D., and P. Fajfar. (1999). “Nonlinear seismic response of asymmetric steelbuildings”. EAEE Task Group 8: Asymmetric and Irregular Structures. “IrregularStructures”, Proceedings of the 2nd Workshop, Vol. 1, Istanbul Technical University.Moghadam, A. S., and W. K. Tso. (1996). “Damage assessment of eccentric multistoreybuildings using 3-D pushover analysis”. 11th World Conference on EarthquakeEngineering, CD ROM Proceedings, Acapulco.Moghadam, A. S., and W. K. Tso. (2000). “Pushover analysis for asymmetric and set-backmulti-story buildings”. 12th World Conference on Earthquake Engineering, CDROM Proceedings, Upper Hutt.Mola, E., P. Negro, and A. V. Pinto. (2004). “Evaluation of current approaches for theanalysis and design of multi-storey torsionally unbalanced frames”. 13th WorldConference on Earthquake Engineering, Vancouver (to be published).Myslimaj, B., and W. K. Tso. (2005). “A design-oriented approach to strengthdistribution in structural systems with elements having strength dependent stiffness”.Earthquake Spectra, (accepted for publication).Nassar, A. A., and H. Krawinkler. (1991). “Seismic demands for SDOF and MDOFsystems”. Report 95, John A. Blume Earthquake Engineering Center, StanfordUniversity.Negro, P., E. Mola, F. J. Molina, G. Magonette, (2004) “Full-Scale Pseudodynamic testingof a torsionally unbalanced three-storey non-seismic RC frame”, 13thWorld Conference on Earthquake Engineering, Vancouver (to be published).Paulay, T. (1997). “Seismic torsional effects on ductile structural wall systems”. Journalof Earthquake Engineering, 1, 721-745.Paulay, T. (2001). “A re-definition of the stiffness of reinforced concrete elements and itsimplications in seismic design”. Structural Engineering International, 1, 36-41.Priestley, M. J. N. (1998). “Brief comments on elastic flexibility of reinforced concreteframes and significance to seismic design”. Bulletin of New Zealand Society forEarthquake Engineering, 31, 246-259.Priestley, M. J. N., and M. J. Kowalsky. (1998). “Aspects of drift and ductility capacity ofrectangular cantilever structural walls”. Bulletin of New Zealand Society forEarthquake Engineering, 31, 73-85.382
Page 2 and 3:
PERFORMANCE-BASED SEISMIC DESIGNCON
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CONTENTSTable of Contents..........
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REAL-TIME DYNAMIC HYBRID TESTING OF
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PREFACEThe workshop on “Seismic D
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LIST OF PARTICIPANTSSergio M. Alcoc
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RESOLUTIONSThe International Worksh
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CONCLUSIONS AND RECOMMENDATIONSThe
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nonlinear dynamic) and when they sh
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exists to develop testing protocols
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to be sent soon to the 28 members o
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factor γ I is 1.4 or 1.2 for essen
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i. The well-known relation µ θ -
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γ s =1.15. Values less than 1.0 me
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efore (factor α in Eq.(4)). Materi
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the force demand from the analysis,
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OVERVIEW OF A COMPREHENSIVE FRAMEWO
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ground motion Intensity Measure (IM
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2.2 Simulation of Engineering Deman
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describing the economic losses asso
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practice the localized gravity load
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Whereas financial and insurance org
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AN OUTLINE OF AIJ GUIDELINES FOR PE
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(7) a method of performance evaluat
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where, T: natural period of structu
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6. DAMAGE AND LIMIT DEFORMATIONSThe
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The limit inter-story deformations
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DirectionX-directionY-directionSkew
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HAZARD, GROUND MOTIONS AND PROBABIL
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of events with [X1>x 1 , X 2 >x 2 ,
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2.4 Option C: Sufficient IMs: Estim
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predictions and hence required samp
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PEER has put forward PBSA methodolo
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3.2.1 A DCF Displacement-Based Form
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parameter k (the slope of the hazar
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POST-EARTHQUAKE FUNCTION OF HIGHWAY
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ln( EDP) a b ln ( IM )= + (1)Probab
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terms of global and local bridge pe
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Figure 3. Bridge column component d
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5.2 Method B: MDOF Residual Displac
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calculated using a 2 dimensional mu
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MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
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2.50.1000Spectral Accel. (g)2.01.51
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Results indicate that 33% of the re
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4.1.2 Elastic vs. Inelastic ModelsF
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The increased dispersion leads to h
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AN ANALYSIS ON THE SEISMIC PERFORMA
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The survey stood on the condition t
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who decide the design force levels
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It is interesting to clarify whethe
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concluded that the dependence of in
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Table 10. Problems of performance-b
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DEVELOPMENT OF NEXT-GENERATION PERF
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ground shaking hazard, probable str
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Vulnerability of buildings to losse
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Peak Interstory Drfit Ratio0.120.10
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Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
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APPLICATIONS OF PERFORMANCE-BASED E
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PRACTICAL ADAPTATION FOR STAKEHOLDE
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cost premium for the more expensive
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The future techniques will improve
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Benefit-cost ratio(BCR) 2.5UC Berke
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motivation to change the way they w
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CHANGING THE PARADIGM FOR PERFORMAN
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Ideally, the preliminary design of
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ModelM1M2M3Table 1. Description of
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Sample results from the response-hi
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In FEMA 273/356, the intersection o
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(M8 and M9) and the isolated frames
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THE ATC-58 PROJECT PLAN FOR NONSTRU
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The development of next-generation
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for these flexible nonstructural co
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spectra is several times larger tha
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The variability is associated with
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functions for a wide variety of non
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SIMPLIFIED PBEE TO ESTIMATE ECONOMI
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One can show (Porter et al. 2004) t
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( )FDM| EDP= xdm = 1 −FRdm , + 1,
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1. Facility definition. Same as in
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Table 1. Approximation of seismic r
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The EAL values shown in Figure 3 mi
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ASSESSMENT OF SEISMIC PERFORMANCE I
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where e -λτ is the discounted fac
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IDR 3[rad]σPFAIDR34(g)σ PFA4media
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Figure 3a, shows an example of frag
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P(C LVCC i |IM )1.00.80.60.40.20.00
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E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
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SEISMIC RESILIENCE OF COMMUNITIES
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2. RESILIENCE CONCEPTSResilience fo
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quantification tools could be used
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structure remains elastic. This is
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of Figure 7a will be used. It is as
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Nigg, J. M. (1998). Empirical findi
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acceleration with a 475-year return
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limit states, the suggestions given
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∆NSLsi= SϑH(5)iTFor column-sway
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Pinto et al., 2004). The probabilit
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The main difficulty in assigning a
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Crowley, H., R. Pinho, and J. J. Bo
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analytical models generally have si
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Figure 2. Structure of the response
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can be used as a random variable of
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4. DERIVATION OF THE VULNERABILITY
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5. CONCLUSIONSDerivation of vulnera
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REFERENCESAbrams, D. P., A. S. Elna
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In general, these types of bench-mo
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where & x&(t ) = acceleration at th
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science building. The lateral load-
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emain the same, the magnitude of sl
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of sliding thresholds, are desirabl
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Retrofit of Nonstructural Component
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was developed to accommodate these
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tested by Meinheit and Jirsa are us
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where D is the maximum drift and N
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in predicting damage as well as rep
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4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
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• The influence on the dynamic re
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deviations σ and correlation coeff
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The first three modes of vibration
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Details about the ten records selec
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to allow a quantitative assessment
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Cornell A. C., F. Jalayer, R. Hambu
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limited possibilities of overcoming
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uildings, up to five stories high (
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Efficiency η, %100806040203D-RWBW-
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Table 1. Performance criteria for c
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Because the analytical model strong
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REFERENCESAguilar, G., R. Meli, R.
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tests of its type ever conducted. T
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end work-point to work-point). And
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Fig. 5 shows the actual application
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3Roof Disp. (mm)250200150100500-50-
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Base Shear (kN)Base Shear (kN)40002
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8. CONCLUSIONSBased on the test and
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REAL-TIME DYNAMIC HYBRID TESTING OF
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:::::2004) can be formulated using
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The structure to be simulated is di
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measurements, to the modeling of th
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Figure 8. Two stories (left) and hy
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ROLES OF LARGE-SCALE TEST FOR ASSES
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mid-height in the third story, at w
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cycles were repeated for each ampli
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the tests with ALC panels were excl
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the relationship between the moment
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attachment details adopted for inst
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FULL-SCALE LABORATORY TESTING: STRA
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economic losses resulting from the
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4. OBJECTIVES AND OUTCOME OF STRUCT
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15001000500Shear [kN]0-8.0 -6.0 -4.
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5.1 3D Tests on a Torsionally Unbal
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Non-linear substructuring was recen
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PERFORMANCE BASED ASSESSMENT — FR
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4 x 50 m = 200 mC1 C2 C3h u = 7 mh
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some procedures are (contrary to th
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5 th floor disp. [cm]0.60.0-0.6CC =
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While the global drift of the build
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the use of such connections in eart
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I d = 0.25elastic limitmaximum resi
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As regards the influence of differe
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ON GROUND MOTION DURATION AND ENGIN
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time between the first and last acc
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FyFyFyFFFkk0.03kδδδcover a large
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T5b, T13a, T13b, T20a and T20b can
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Tabled results show that in the cas
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0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
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ON DRIFT LIMITS ASSOCIATED WITH DIF
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BehaviourElasticInelasticCollapseDa
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Other factors such as the applied l
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4. MOMENT RESISTING FRAMES4.1 Ducti
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5Ductility factor432100 0.2 0.4 0.6
Page 346 and 347: 5.1 Flexural Structural WallsAn exa
Page 348 and 349: MODAL PUSHOVER ANALYSIS: SYMMETRIC-
Page 350 and 351: Floor963SeattleNonlinear RHAFEMA1st
Page 352 and 353: The peak modal demands r n are then
Page 354 and 355: 9BostonSeattleLos AngelesFloor63RSA
Page 356 and 357: 5. EVALUATION OF MPA: UNSYMMETRIC-P
Page 358 and 359: Without additional conceptual compl
Page 360 and 361: AN IMPROVED PUSHOVER PROCEDURE FOR
Page 362 and 363: for a response governed by the fund
Page 364 and 365: 2.2 Modal ScalingThe principal aim
Page 366 and 367: 2.3 Pushover-History AnalysisSubsti
Page 368 and 369: (3) Calculate cumulative scale fact
Page 370 and 371: 46.4 58 58 58 58 58 58 58 58 58 58
Page 372 and 373: EXTENSIONS OF THE N2 METHOD — ASY
Page 374 and 375: The strength reduction factor due t
Page 376 and 377: The relations apply to SDOF systems
Page 378 and 379: in X-direction pushover curves prac
Page 380 and 381: As an example, an idealized force-d
Page 382 and 383: The IN2 curve can be used in the pr
Page 384 and 385: HORIZONTALLY IRREGULAR STRUCTURES:
Page 386 and 387: Dutta and Das (2002, 2002b and refs
Page 388 and 389: They tested the procedure on three
Page 390 and 391: Table 1. Properties of the 4 WallsW
Page 392 and 393: The following is a summary of two s
Page 394 and 395: ectangular concrete deck supported
Page 398 and 399: Rosenblueth, E. (1957). “Consider
Page 400 and 401: instantaneous period of vibration a
Page 402 and 403: value of the maximum plastic deform
Page 404 and 405: (a) elastic-perfectly plastic type(
Page 406 and 407: where a is the constant peculiar to
Page 408 and 409: Referring to Eq. (15), the natural
Page 410 and 411: -The effective period obtained by u
Page 412 and 413: eal damage data, rather than theore
Page 414 and 415: liquefaction-induced damage. This i
Page 416 and 417: Figure 5. Selected damage distribut
Page 418 and 419: Figure 6. Idealized capacity spectr
Page 420 and 421: I’ for the ductile case, as expec
Page 422 and 423: This study has shown that a modific
Page 424 and 425: thickness of the inner wall is usua
Page 426 and 427: 4. EARTHQUAKE GROUND MOTION INPUT A
Page 428 and 429: 5.2 Performance Levels and Limit St
Page 430 and 431: where λ I jis the occurrence rate
Page 432 and 433: intensity VI because the number of
Page 434 and 435: and thus are not considered in seis
Page 436 and 437: The values of the displacement modi
Page 438 and 439: constant amplitude loading (CA) or
Page 440 and 441: deterioration. These are the type o
Page 442 and 443: members, is the main feature of the
Page 444 and 445: RESULTS, DISCUSSIONS AND CONCLUSION
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systems, where FEMA estimations are
Page 448 and 449:
The case study is a Hospital in the
Page 450 and 451:
Table 1. Dimensions and amount of r
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4.2 Incremental AnalysisBase shear
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When adding jackets to columns, the
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storyShear in interior Column [ton]
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PERFORMANCE-BASED SEISMIC ASSESSMEN
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2. HYBRID FRAME BUILDINGSTwo precas
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15’ - 0” 15’ - 0”Hybrid fra
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and maximum residual inter-story fr
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As the first step in understanding
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Table 3. Comparison of calculated m
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NEW MODEL FOR PERFORMANCE BASED DES
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(a) interior beam-column joint(b) k
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yxVN =VADjDBABLD jDOV cOVCN= VLV bV
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3.3.2 B-modeThe equilibrium conditi
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3.6 Failure ModeBased on the calcul
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Name ofSpecimenTable 2. Comparison
Page 482 and 483:
EARTHQUAKE ACTIONS IN SEISMIC CODES
Page 484 and 485:
examination of the risk implication
Page 486 and 487:
Bozorgnia and Campbell (2004) find
Page 488 and 489:
structure, the results of inelastic
Page 490 and 491:
hazard curves will often vary throu
Page 492 and 493:
large uncertainties associated with
Page 494 and 495:
A PRAGMATIC APPROACH FOR PERFORMANC
Page 496 and 497:
Relative Height20118160.8140.6 1210
Page 498 and 499:
Yield Strength Coefficient, Cy2.01.
Page 500 and 501:
Yield Strength Coefficient, Cy*1.61
Page 502 and 503:
2.6 Preliminary DesignIn the preced
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4. CONCLUSIONSIn the space availabl
Page 506 and 507:
EXAMINATION OF THE EQUIVALENT VISCO
Page 508 and 509:
of the bilinear model with the ener
Page 510 and 511:
3. STUDY PARAMETERS AND ASSESSMENT
Page 512 and 513:
decided to investigate the accuracy
Page 514 and 515:
DISPLACEMENT(m)DISPLACEMENT (m)DISP
Page 516 and 517:
The results for all 100 earthquake
Page 518 and 519:
CONTRASTING PERFORMANCE-BASED DESIG
Page 520 and 521:
Conceptual design is greatly facili
Page 522 and 523:
2. The availability of cost-of-repa
Page 524 and 525:
There are many questions to be answ
Page 526 and 527:
assess expected NSASS losses. For t
Page 528 and 529:
3.2.2 Design for Tolerable Mean Ann
Page 530 and 531:
THE PERFORMANCE REQUIREMENTS IN JAP
Page 532 and 533:
2.1 Law Enforcement and InspectionT
Page 534 and 535:
Splices and development of reinforc
Page 536 and 537:
as for the rising part of continuou
Page 538 and 539:
compressive stress of concrete is t
Page 540 and 541:
MOLIT Notification No. 1461 outline
Page 542 and 543:
AUTHOR INDEXH. Akiyama.............
Page 544 and 545:
F. Taucer .........................
Page 546 and 547:
PEER 2003/06PEER 2003/05PEER 2003/0
Page 548 and 549:
PEER 2001/13PEER 2001/12Modeling So
Page 550:
PEER 1999/04 Adoption and Enforceme
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