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the force demand from the analysis, whichever is less. Force capacities are estimatedfrom expected values of material strengths, times a “confidence factor” greater than 1that depends on the amount and reliability of information on the as-built structure.Applicability criteria of linear static analysis, instead of a modal one, are as inPart 1 (CEN 2004a): no significant heightwise irregularity in geometry, mass, lateralstiffness or story strength, and T 1 ≤2s, T 1 ≤4T C (T 1 , T C as for Eq.(1)). If T 1 >2s orT 1 >4T C , the nonlinear analysis should be dynamic or of the “modal-pushover” type.The models used in analysis of existing or retrofitted buildings should follow therules in Part 1 (CEN 2004a) for new buildings. According to them, the elasticstiffness should be the secant stiffness at incipient yielding, which Part 1 allowstaking equal to 50% of the uncracked stiffness of the concrete section. The Part 1 ruleprovides safe-sided force demands in force-based design but underestimates membereffective secant-to-yield rigidity and gives unconservative estimates of chord rotationdemands for verification in the displacement-based assessment and retrofitting of Part3. To avoid this, the secant-to-yield rigidity of concrete members may be computedfrom the yield moment and the chord rotation at yielding (Eqs.(8), (9)) as:EI eff = M y L s /3θ y (15)REFERENCESBiskinis, D., G. Roupakias, and M. N. Fardis. (2004). Degradation of shear strengthof RC members with inelastic cyclic displacements, ACI Struct. Journal 101 (inprint).Biskinis, D. E., and M. N. Fardis. (2004). Cyclic strength and deformation capacity ofRC members, including members retrofitted for earthquake resistance,Proceedings 5 th International Ph.D Symposium in Civil Engineering, Delft,Balkema.CEB. (1970). CEB-FIP International Recommendations for design and constructionof concrete structures. Bulletin No. 72. Comité Euro-international du Bêton,Paris.CEB. (1985). CEB Model Code for seismic design of concrete structures. Bulletin No.165. Comité Euro-international du Bêton, Lausanne.CEN. (1994). European prestandard ENV 1998-1:1994: Eurocode 8: Designprovisions for earthquake resistance of structures. Brussels.CEN. (1996). European prestandard ENV 1998-1-4: 1996: Eurocode 8: Designprovisions for earthquake resistance of structures. Part 1–4: Strengthening andrepair of buildings. Comité Européen de Normalisation. Brussels.CEN. (2002). European Standard EN 1990: Eurocode: Basis of structural design.Comité Européen de Normalisation. Brussels.CEN. (2004a). European Standard EN 1998-1: Eurocode 8: Design of structures forearthquake resistance. Part 1: General rules, seismic actions and rules forbuildings. Comité Européen de Normalisation. Brussels.CEN. (2004c). Draft European Standard prEN 1998-3: Eurocode 8: Design of12
structures for earthquake resistance. Part 3: Assessment and retrofitting ofbuildings. Final draft (No. 7) for translations. Comité Européen deNormalisation. Brussels.Fajfar, P. (2000). A non-linear analysis method for performance-based seismicdesign. Earthquake Spectra. 16(3): 573–593.Fardis, M. N., and D. Biskinis. (2003). Deformation capacity of RC members ascontrolled by flexure or shear, Intern. Symp. on Performance-based Engineeringfor Earthquake Resistant Structures Honouring Prof. S. Otani, Univ. of Tokyo,511–530.Fib. (2002). Seismic Assessment and Retrofit of RC Buildings. Bulletin No.24.Fédération Internationale du Bêton, Lausanne.Panagiotakos, T. B., and M. N. Fardis. (2004a). Performance of RC frame buildingsdesigned for alternative Ductility Classes according to Eurocode 8 (Final version,2003), Proc. 5 th US-Japan Workshop on Performance-based EarthquakeEngineering Methodology for Reinforced Concrete Building Structures, 63–76.Panagiotakos, T. B., and M. N. Fardis. (2004b). Seismic performance of RC framesdesigned to Eurocode 8 or to the Greek Codes 2000. Bulletin of EarthquakeEngineering. 2(2), Kluwer Academic Publishers (in print).Vidic, T., P. Fajfar, and M. Fischinger. (1994). Consistent inelastic design spectra:strength and displacement. Earthquake Engineering and Structural Dynamics.23: 502–521.13
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 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 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
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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
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
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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
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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
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:
Page 386 and 387:
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
Page 392 and 393:
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
Page 410 and 411:
-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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