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parameter k (the slope of the hazard curve when plotted in a log-log form) which is inessence a Jacobian insuring that the two net dispersions are reflecting uncertainty incommon (i.e., frequency) terms. As shown in Figure 3 the value of capacity randomor aleatory dispersion, β RC , in that example is about 0.37. Representative values forβ UC and β UH might be 0.5 and 0.35 in coastal California, while k there (for S a in themoderate period, here 1.5 seconds, and order 10 -3 hazard range) might be 2.3. For acase in which the best (median) estimate of the median, Cˆ , is 0.45g (as in Figure 3)and the mean estimate of the hazard at this level is 0.0025, the mean estimate of thecollapse limit state frequency is 0.0068 or (1.44)(1.9) = 2.7 times the (mean estimateof the) likelihood that ground motion exceeds the estimated median capacity. Theincrease reflects the indicated product of the effects of aleatory and epistemicuncertainty (respectively) in the capacity (Eq. 5). In this case the mean estimate ofthe hazard curve at 0.45g is only 6% larger than the median estimate due to the lowestimate of the β UH value; this 6% ground motion hazard uncertainty effect on themean limit state estimate will be larger in many locations and at lower hazard levelsof usual safety interest. On the other hand at non-coastal California or analogous highseismicity areas the slope k will typically be lower reducing the impact of the capacityuncertainties. The total epistemic uncertainty in the limit state frequency,2 2 2β λ = βUH+ k β , is about 1.45 and is dominated in this case by the secondLimit StateUCterm, reflecting the factors just cited and the high epistemic uncertainty we now faceas professionals trying to estimate the highly nonlinear, near-collapse regime, whichis governed by factors such as P-delta and post-peak force decay in the hystereticmodels of nonlinear elements.ACKNOWLEDGEMENTSResearch by my students and co-researchers such as P. Bazzurro, N. Shome, J.Carballo, N. Luco, D. Vamavatsikos, F. Jalayer, G.-L. Yeo, J. Baker, P. Tothong,Prof. G. Beroza, Prof. Yasuhiro Mori, and Dr. Iunio Iervolino have contributedimportantly to the results and conclusions reported here. Stanford Blume Centercolleagues and their students have been a constant source of stimulation, insights andresults. Their contributions and those of many researchers every where are notadequately reflected in the references below. These efforts have been supportedgenerously by the US National Science Foundation, through the U.S.-Japan Programand through PEER.REFERENCESDeierlein, G. (2004). Overview of a comprehensive framework for earthquake performanceassessment. Proceedings Inter. Workshop on Performance Based Design, Bled, Slovenia,June.51
Krawinkler, H., F. Zareian, R. Medina, and L. Ibarra. (2004). Contrasting performance-baseddesign with performance assessment. Proceedings Inter. Workshop on Performance BasedDesign, Bled, Slovenia, June.Miranda, E., H. Aslani, and S. Taghavi. (2004). Assessment of seismic performance in terms ofeconomic losses. Proceedings Inter. Workshop on Performance Based Design, Bled,Slovenia, June.Jalayer, F. (2003). Direct Probabilistic Seismic Analysis: Implementing Non-Linear DynamicAssessments. PhD Theses, Dept, of Civil and Environmental Engr., Stanford University.Iervolino, I., and C. A. Cornell. (2004). “Record Selection for Nonlinear Seismic Analysis ofStructures”, Accepted for publication, Earthquake Spectra.Baker, J., and C. A. Cornell. (2004b). A vector-valued ground motion intensity measureconsisting of spectral acceleration and epsilon. Manuscript in preparation.Carballo, J. E., C. A. Cornell. (2000). Probabilistic seismic demand analysis: spectrummatching and design, Report No. RMS-41, Reliability of Marine Structures Program,Department of Civil and Environmental Engineering, Stanford University.Kennedy, R. P., C. A. Cornell, R. D. Campbell, S. Kaplan, and H. F. Perla. (1980).Probabilistic Seismic Safety Study of an Existing Nuclear Power Plant, NuclearEngineering and Design, Vol. 59, No. 2, August, pp. 315-338.FEMA-SAC. (2000). Recommended seismic design criteria for new steel moment-framebuildings. Report No. FEMA-350, SAC Joint Venture, Federal Emergency ManagementAgency, Washington, DC.Baker, J., and C. A. Cornell. (2003). Uncertainty Specification and Propagation for LossEstimation Using FOSM Methods, Report 2003/07, PEER, Berkeley, CA, Nov. 2003Ibarra, L. (2003). Global collapse of frame structures for seismic excitations. Ph. D.Dissertation, Dept. Of Civil and Environmental Engineering, Stanford Univ., Stanford,CA, USA.Porter, K. A., (2004). Propagation of Uncertainties from IM to DM, Chapter 6, PEERPerformance-Based Earthquake Engineering Methodology: Structural and ArchitecturalAspects, Van Nuys Testbed Committee, Report in Progress. PEER, Berkeley, CA.Cornell, C. A., F. Jalayer, R. Hamburger, and D. Foutch. (2002). The probabilistic basis for the2000 SAC/FEMA steel moment frame guidelines, Journal of Structural Engineering, Vol.128, No. 4, pp. 526-533, April 2002.Jalayer, F., and C. A. Cornell. (2003). A technical framework for probability-based demandand capacity factor design (DCFD) seismic formats, Report 2003/6, PEER, Berkeley, CA,Nov., 2003Vamvatsikos, D., and C. A. Cornell. (2002). Incremental dynamic analysis, EarthquakeEngineering and Structural Dynamics, 31(3): 491-514, MarchLuco, N. et al. (2002). Probabilistic seismic demand analysis at a near-fault site using groundmotion simulations based on a kinematic source model,” Proceedings 7 th U.S. NationalConference on Earthquake Engineering, Boston, MA, July.Bazzurro, P., and C. A. Cornell. (2002). Vector-valued probabilistic seismic hazard analysis.Proceedings 7th U.S. National Conference on Earthquake Engineering. Boston, MA, July.Baker, J., and C. A. Cornell. (2004a). Choice of a vector of ground motion intensity measuresfor seismic demand hazard analysis, 13 th World Conference on Earthquake Engineering,Vancouver, Canada, August.Pagni, C. A., and L. N. Lowes. (2004). Tools to enable prediction of the economic impact ofearthquake damage in older RC beam-column joints, Proceedings Inter. Workshop onPerformance Based Design, Bled, Slovenia, June.52
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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
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 34 and 35: ground motion Intensity Measure (IM
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 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
Page 86 and 87: 2.50.1000Spectral Accel. (g)2.01.51
Page 88 and 89: Results indicate that 33% of the re
Page 90 and 91: 4.1.2 Elastic vs. Inelastic ModelsF
Page 92 and 93: The increased dispersion leads to h
Page 94 and 95: AN ANALYSIS ON THE SEISMIC PERFORMA
Page 96 and 97: The survey stood on the condition t
Page 98 and 99: who decide the design force levels
Page 100 and 101: It is interesting to clarify whethe
Page 102 and 103: concluded that the dependence of in
Page 104 and 105: Table 10. Problems of performance-b
Page 106 and 107: DEVELOPMENT OF NEXT-GENERATION PERF
Page 108 and 109: ground shaking hazard, probable str
Page 110 and 111: Vulnerability of buildings to losse
Page 112 and 113: Peak Interstory Drfit Ratio0.120.10
Page 114 and 115: Conditional Probability ofDamage St
Page 116 and 117: Probability of Non-Exceedance10.80.
Page 118 and 119:
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
Page 132 and 133:
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
Page 162 and 163:
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
Page 274 and 275:
REAL-TIME DYNAMIC HYBRID TESTING OF
Page 276 and 277:
:::::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
Page 342 and 343:
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
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2.2 Modal ScalingThe principal aim
Page 366 and 367:
2.3 Pushover-History AnalysisSubsti
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(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
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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
Page 388 and 389:
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
Page 396 and 397:
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
Page 430 and 431:
where λ I jis the occurrence rate
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intensity VI because the number of
Page 434 and 435:
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
Page 448 and 449:
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
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
Page 466 and 467:
As the first step in understanding
Page 468 and 469:
Table 3. Comparison of calculated m
Page 470 and 471:
NEW MODEL FOR PERFORMANCE BASED DES
Page 472 and 473:
(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
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examination of the risk implication
Page 486 and 487:
Bozorgnia and Campbell (2004) find
Page 488 and 489:
structure, the results of inelastic
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hazard curves will often vary throu
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large uncertainties associated with
Page 494 and 495:
A PRAGMATIC APPROACH FOR PERFORMANC
Page 496 and 497:
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
Page 516 and 517:
The results for all 100 earthquake
Page 518 and 519:
CONTRASTING PERFORMANCE-BASED DESIG
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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
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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
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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
Page 548 and 549:
PEER 2001/13PEER 2001/12Modeling So
Page 550:
PEER 1999/04 Adoption and Enforceme
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