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eal damage data, rather than theoretical predictions; structural calculation of damagehas often been notoriously inaccurate. Moreover, when dealing with a very largepopulation of buildings, an intensity based model with few parameters has someappeal over a HAZUS type model with many parameters which may be difficult toestimate on a country wide scale. Also, insurance personnel without a background instructural engineering or engineering seismology tend to prefer the simpler intensityapproach to one producing answers from a complex ‘black box’.In 1998, two of the authors were involved in the preparation of seismic lossestimates for the whole of a large industrialized and highly seismic country (Turkey).Despite the reservations noted above, a HAZUS methodology, suitably adapted forlocal conditions, was adopted (Bommer et al., 2002). Early in the project, thedevastating Kocaeli and Düzce earthquakes in Western Turkey occurred, creating alarge amount of damage data for events which were rich in instrumental recordings,and which affected a large stock of rather uniform recent construction; these eventsprovided an ideal (and rare) opportunity for validation. This paper discusses previouswork using these data which suggested that the HAZUS methodology did not (in thiscase) provide significant predictive advantages over intensity based methods. Thepaper goes on to describe a Monte Carlo based modification to HAZUS which givessome insights into the reasons for these poor predictions of damage.2. PREVIOUS VALIDATIONS, USING TURKISH DAMAGE DATA2.1 Zones Dominated by Ground Shaking DamageA study by Spence et al. (2003) compared predicted damage with that reported by theAIJ (2001) and EEFIT (2003) at three locations in the epicentral area of the Kocaeliearthquake. The ground-shaking demand was defined using smoothed elastic spectra,selected to agree with the recordings from the Kocaeli earthquake, and modified tomatch local soil conditions; it was also defined in terms of intensity.The study focused on the predicted performance of reinforced concrete framebuildings, of either ‘good’ or ‘poor’ quality, and unreinforced masonry buildings.The estimation of damage using the capacity spectrum approach was based upon theHAZUS methodology (FEMA, 1999), with adaptations for Turkish conditions, whilethat using intensities employed vulnerability functions derived from damage datafrom previous Turkish earthquakes; further details are given in Spence et al. (2003).The study concluded that neither displacement-based (i.e., HAZUS-based) norintensity-based approaches showed good agreement with the observed results (Fig. 1).398
Proportion of total10.90.80.70.60.50.40.30.20.10Displacement - poorDisplacement - goodIntensity - poorIntensity - goodObservedUndamaged Slight Moderate Extensive Complete MDRDisplacementIntensityObservedUndamaged Slight Moderate Extensive Complete MDR10.90.80.70.60.50.40.30.20.10Mean Damage Ratio(a) Mid-rise RC frame buildings(b) Masonry buildings with RC slabs androofsFigure 1. Comparison of predictions and observed damage (Spence et al., 2002).2.2 Zone Including Ground FailureSubsequently, the above study was extended to consider a region of extensive groundfailure (Adapazari), in order to investigate the influence of ground failure on damagedistributions (Bird et al., in press). Adapazari was damaged by a combination ofground failure, causing buildings to settle, rotate and slide on their foundations, andground shaking. In this study, the intensity-based approach was not considered, partlydue to the unsuccessful results obtained in the previous work, and additionallybecause of the inability of intensities to distinguish between the occurrence of groundfailure and other damaging hazards such as local amplification due to soft soils.Again the damage estimation was based upon the HAZUS methodology, with somemodifications where appropriate for the conditions in Adapazari. Liquefactioninduceddamage was considered in two ways, either by increasing the site category tosite class E, or by following the default methodology presented in HAZUS.Proportion of total10.90.80.70.60.50.40.30.20.10Predicted - shakingPredicted - liquefactionPredicted - combinedObservedNone Slight Moderate Extensive Complete MDRFigure 2. Predicted vs. observed damage to mid-rise RC buildings in Adapazari.The results suggested that the additional work required to incorporateliquefaction into the damage methodology was not warranted in this case, since therewas no obvious improvement in the results compared to those obtained ignoring10.90.80.70.60.50.40.30.20.10Mean Damage Ratio399
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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
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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
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 396 and 397: REFERENCESAlmazan, J. L., and J. C.
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 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
Page 446 and 447: 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
Page 452 and 453: 4.2 Incremental AnalysisBase shear
Page 454 and 455: When adding jackets to columns, the
Page 456 and 457: storyShear in interior Column [ton]
Page 458 and 459: PERFORMANCE-BASED SEISMIC ASSESSMEN
Page 460 and 461: 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
Page 514 and 515:
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
Page 524 and 525:
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
Page 534 and 535:
Splices and development of reinforc
Page 536 and 537:
as for the rising part of continuou
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compressive stress of concrete is t
Page 540 and 541:
MOLIT Notification No. 1461 outline
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AUTHOR INDEXH. Akiyama.............
Page 544 and 545:
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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