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ground motion Intensity Measure (IM), which describes in a probabilistic sense thesalient features of the ground motion hazard that affect structural response. The nextstep involves structural analysis to calculate Engineering Demand Parameters (EDP),which quantify in an engineering sense the response of the structure the input groundmotions. The EDPs are then related to Damage Measures (DM), which describe thephysical condition of the structure and its components resulting from the imposeddemands. Finally, the process culminates with the calculation of Decision Variables(DV), which are represented by the performance metrics of the type shown at thebottom of Figure 1. Underlying the methodology is a probabilistic framework forpropagating the aleatory and epistemic uncertainties throughout the process.2.1 Earthquake Intensity Measure (IM)The earthquake IM is the primary parameter by which the earthquake hazard isdefined. Traditional IMs, such as peak ground motions or spectral parameters arewidely available through conventional probabilistic seismic hazard analyses. Forexample, the common IM = Sa T1 can be described through a seismic hazard curve asthe mean annual frequency of exceedance, λ[IM], for a specific site and vibrationperiod of the building. In addition to quantifying IM, the hazard characterizationincludes the selection of appropriate ground motion input records for response historyanalyses. PEER’s research on hazard analysis involves close coordination with theTable 1. Components of PBEE assessment frameworkProcess Output Variable Disciplines Key ParametersSeismicHazardAnalysisSite →IMStructuralAnalysisIM →EDPIM: Intensity Measure• S a (T 1 )• PGA, PGV• Aires intensity• Inelastic spectraEDP: Engrg. Demand Parameter• peak & residual interstory drift• floor accelerations• component forces & deformationsSeismology;geotechnicalengineeringstructural &geotechnicalengineering• fault location & type• location & length ofrupture (M-R)• site & soil conditions• foundation &structural systemproperties• model parameters• gravity loadsDamageAssessmentEDP→DMLoss & RiskAnalysisDM→DVDM: Damage Measure• component damage and repairstates• hazards (falling, egress, chemicalrelease, etc.)• collapseDV: Decision Variable• casualties• closure issues (post EQ safety)• direct $ losses• repair durationstructural &constructionengineering;architecture;loss modelingconstructioncost estimating;loss modeling;risk mgmt.• structural &components• HVAC & plumbingsystems• cladding & partitiondetails• contents• occupancy• time of earthquake• post-eq recoveryresources17
earth science and engineering seismology communities to improve the accuracy ofconventional IMs and to investigate alternative seismic intensity measures (potentiallyvector IMs) that correlate best with earthquake-induced damage (e.g., Stewart et al.2001, Baker and Cornell 2004, Cornell 2004).One of the important questions in choosing an IM relates to how well itrepresents the damaging effects of earthquake ground motions on structures. Toillustrate this issue, consider the results from multiple inelastic time history analyses,shown in Figure 2, which were conducted as part of a trial application of the PBEEmethodology for a non-ductile reinforced concrete building (Krawinkler 2004). Eachcurve in this figure represents a so-called Incremented Dynamic Analysis (IDA, seeVamvatsikos and Cornell 2002), where each point on the curve corresponds to thepeak response (in this case the maximum interstory drift ratio) obtained through aninelastic time history analyses for an input ground motion that has been scaled to aspecified spectral acceleration (Sa), defined at a period equal to the elastic first-modeperiod of the structure, Sa T1 . Results are shown for fifteen different ground motionsscaled up to hazard intensities with a 2% mean annual frequency of exceedence in 50years (2/50). The solid dots at the end of each curve correspond to the spectralintensity and drift ratio where collapse was detected — often below the 2/50 level forthis seismically deficient existing building.The large scatter in response is due so-called record-to-record variability,resulting from the fact that IM = Sa T1 does not fully capture all the “damagingfeatures” of the earthquake records. As described later, the proposed PBEEframework can account for this variability; though, it would be advantageous toidentify alternative IMs that would reduce the variability and capture significantSa/g10.90.80.70.60.50.40.350/500.20.12/5010/50Median84%16%00 0.01 0.02 0.03 0.04 0.05Max IDRFigure 2. Incremental dynamic analysis (IDA) ofnon-ductile 7-story RC building subjected to 15scaled ground motions (Krawinkler 2004).features of the seismichazard at the site. Somepromising examples ofimproved IMs include pairsof spectral ordinates andinelastic spectraldisplacement, among others(e.g., Cornell 2004, Baker etal. 2004, Cordova et al.2001). Apart from reducingvariability, to the extent thatimproved IM capture betterthe damaging features of arecord and the site hazard,criteria for selecting inputground motions for inelastictime-history analysesbecome less important.18
Page 2 and 3: PERFORMANCE-BASED SEISMIC DESIGNCON
Page 4 and 5: CONTENTSTable of Contents..........
Page 6 and 7: REAL-TIME DYNAMIC HYBRID TESTING OF
Page 8 and 9: PREFACEThe workshop on “Seismic D
Page 10 and 11: LIST OF PARTICIPANTSSergio M. Alcoc
Page 12 and 13: RESOLUTIONSThe International Worksh
Page 14 and 15: CONCLUSIONS AND RECOMMENDATIONSThe
Page 16 and 17: nonlinear dynamic) and when they sh
Page 18 and 19: exists to develop testing protocols
Page 20 and 21: to be sent soon to the 28 members o
Page 22 and 23: factor γ I is 1.4 or 1.2 for essen
Page 24 and 25: i. The well-known relation µ θ -
Page 26 and 27: γ s =1.15. Values less than 1.0 me
Page 28 and 29: efore (factor α in Eq.(4)). Materi
Page 30 and 31: the force demand from the analysis,
Page 32 and 33: OVERVIEW OF A COMPREHENSIVE FRAMEWO
Page 36 and 37: 2.2 Simulation of Engineering Deman
Page 38 and 39: describing the economic losses asso
Page 40 and 41: practice the localized gravity load
Page 42 and 43: Whereas financial and insurance org
Page 44 and 45: AN OUTLINE OF AIJ GUIDELINES FOR PE
Page 46 and 47: (7) a method of performance evaluat
Page 48 and 49: where, T: natural period of structu
Page 50 and 51: 6. DAMAGE AND LIMIT DEFORMATIONSThe
Page 52 and 53: The limit inter-story deformations
Page 54 and 55: DirectionX-directionY-directionSkew
Page 56 and 57: HAZARD, GROUND MOTIONS AND PROBABIL
Page 58 and 59: of events with [X1>x 1 , X 2 >x 2 ,
Page 60 and 61: 2.4 Option C: Sufficient IMs: Estim
Page 62 and 63: predictions and hence required samp
Page 64 and 65: PEER has put forward PBSA methodolo
Page 66 and 67: 3.2.1 A DCF Displacement-Based Form
Page 68 and 69: parameter k (the slope of the hazar
Page 70 and 71: POST-EARTHQUAKE FUNCTION OF HIGHWAY
Page 72 and 73: ln( EDP) a b ln ( IM )= + (1)Probab
Page 74 and 75: terms of global and local bridge pe
Page 76 and 77: Figure 3. Bridge column component d
Page 78 and 79: 5.2 Method B: MDOF Residual Displac
Page 80 and 81: calculated using a 2 dimensional mu
Page 82 and 83: MODELING CONSIDERATIONS IN PROBABIL
Page 84 and 85:
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 =
Page 316 and 317:
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
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5.1 Flexural Structural WallsAn exa
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MODAL PUSHOVER ANALYSIS: SYMMETRIC-
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Floor963SeattleNonlinear RHAFEMA1st
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The peak modal demands r n are then
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9BostonSeattleLos AngelesFloor63RSA
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5. EVALUATION OF MPA: UNSYMMETRIC-P
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Without additional conceptual compl
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AN IMPROVED PUSHOVER PROCEDURE FOR
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for a response governed by the fund
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2.2 Modal ScalingThe principal aim
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2.3 Pushover-History AnalysisSubsti
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(3) Calculate cumulative scale fact
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46.4 58 58 58 58 58 58 58 58 58 58
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EXTENSIONS OF THE N2 METHOD — ASY
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The strength reduction factor due t
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The relations apply to SDOF systems
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in X-direction pushover curves prac
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As an example, an idealized force-d
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The IN2 curve can be used in the pr
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HORIZONTALLY IRREGULAR STRUCTURES:
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Dutta and Das (2002, 2002b and refs
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They tested the procedure on three
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Table 1. Properties of the 4 WallsW
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The following is a summary of two s
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ectangular concrete deck supported
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REFERENCESAlmazan, J. L., and J. C.
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Rosenblueth, E. (1957). “Consider
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instantaneous period of vibration a
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value of the maximum plastic deform
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(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
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-The effective period obtained by u
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eal damage data, rather than theore
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liquefaction-induced damage. This i
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Figure 5. Selected damage distribut
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Figure 6. Idealized capacity spectr
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I’ for the ductile case, as expec
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This study has shown that a modific
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thickness of the inner wall is usua
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4. EARTHQUAKE GROUND MOTION INPUT A
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5.2 Performance Levels and Limit St
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where λ I jis the occurrence rate
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intensity VI because the number of
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and thus are not considered in seis
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The values of the displacement modi
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constant amplitude loading (CA) or
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deterioration. These are the type o
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members, is the main feature of the
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RESULTS, DISCUSSIONS AND CONCLUSION
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systems, where FEMA estimations are
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The case study is a Hospital in the
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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
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EARTHQUAKE ACTIONS IN SEISMIC CODES
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examination of the risk implication
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Bozorgnia and Campbell (2004) find
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structure, the results of inelastic
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hazard curves will often vary throu
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large uncertainties associated with
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A PRAGMATIC APPROACH FOR PERFORMANC
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Relative Height20118160.8140.6 1210
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Yield Strength Coefficient, Cy2.01.
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Yield Strength Coefficient, Cy*1.61
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2.6 Preliminary DesignIn the preced
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4. CONCLUSIONSIn the space availabl
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EXAMINATION OF THE EQUIVALENT VISCO
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of the bilinear model with the ener
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3. STUDY PARAMETERS AND ASSESSMENT
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decided to investigate the accuracy
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DISPLACEMENT(m)DISPLACEMENT (m)DISP
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The results for all 100 earthquake
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CONTRASTING PERFORMANCE-BASED DESIG
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Conceptual design is greatly facili
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2. The availability of cost-of-repa
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There are many questions to be answ
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assess expected NSASS losses. For t
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3.2.2 Design for Tolerable Mean Ann
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THE PERFORMANCE REQUIREMENTS IN JAP
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2.1 Law Enforcement and InspectionT
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Splices and development of reinforc
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as for the rising part of continuou
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compressive stress of concrete is t
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MOLIT Notification No. 1461 outline
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AUTHOR INDEXH. Akiyama.............
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F. Taucer .........................
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PEER 2003/06PEER 2003/05PEER 2003/0
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PEER 2001/13PEER 2001/12Modeling So
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PEER 1999/04 Adoption and Enforceme
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