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In FEMA 273/356, the intersection of the median capacity (pushover) andmedian demand (hazard) curves is termed a performance point. Such a point,although instructive, provides no information on the impact of uncertainty andrandomness on the capacity and demand calculations and by extension on the buildingperformance. Reinhorn extended the concept of the performance point to aperformance space, to account for both uncertainty and randomness in a rigorousmanner. Figure 7 presents performance points using median maximum drift (ID*) andmedian peak floor acceleration (A*) as the performance metrics; ID* and A* aredefined in the figure. Alternate groupings of ID* and A* (e.g., A2/ID1) might bemore appropriate for nonstructural components such as suspended ceiling systems. (InFigure 7a, the median peak 1st floor acceleration of each of the non-isolated models isequal to the median peak ground acceleration. In the isolated models, the 1st flooracceleration is measured above the isolation interface.) In terms of demands onNCCs, performance points adjacent to the origin are preferable to those points remotefrom the origin. On the basis of the chosen metrics, the performance of the buildingsequipped with supplemental fluid viscous dampers or seismic isolation bearings issuperior to that of the traditional moment-frame buildings or the building equippedwith BRBs.Interstory drift (%)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)a. 1st floor (A1), 1st story (ID1) b. 2nd floor (A2), 2nd story (ID2)Interstory drift (%)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)c. 4th floor (A4), 4th story (ID4)Interstory drift (%)M3M6M7M8M9M10M11M12M13M14M15A5A4A3A2A1Figure 7. Performance points for 10/50 earthquake histories.ID4ID3ID2ID1121
Figure 8 presents one possible form of the performance space, in which onlyground motion variability has been considered. Herein, the performance space is abox defined by the 16th and 84th percentile maximum drift and zero-period flooracceleration responses. An optimal performance space should be small in size(indicating small variability in displacement and acceleration responses) and locatedclose to the origin.Interstory drift (%)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)a. 1st floor (A1), 1st story (ID1) b. 2nd floor (A2), 2nd story (ID2)Interstory drift (%)3.53.02.521.510.500 .3 .6 .9 1.2 1.5Floor acceleration (g)c. 4th floor (A4), 4th story (ID4)Interstory drift (%)M3M6M7M8M9M10M11M12M13M14M15Figure 8. Performance spaces for 10/50 earthquake histories.On the basis of the data presented in Figure 8, the performance of the isolatedbuildings is superior to that of the other buildings in terms of smaller displacementand acceleration demands on NCCs. Of the remaining traditional and protectedlateral-force-resisting systems, the buildings equipped with fluid viscous dampers(M8 and M9) outperform the remaining 3 buildings (M3, M6 and M7).For many acceleration-sensitive NCCs, peak floor acceleration alone is aninefficient predictor of damage: an observation made years ago by engineers taskedwith designing mechanical systems in nuclear power plants. Better estimates of thevulnerability of acceleration-sensitive NCCs can be developed through the use offloor (in-structure) acceleration spectra. Median 5% damped median flooracceleration spectra for the 2nd floor (A2) and 4th floor (A4) of the 11 models for the10/50 earthquake histories are presented in Figures 9a and 9b. The stiff and strongmoment frame building (M3) and the building equipped with BRBs (M7) produce thehighest spectral acceleration demands across a frequency range from 1 Hz to 100 Hz.The smallest acceleration demands are associated with the viscous damped framesA5A4A3A2A1ID4ID3ID2ID1122
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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
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
Page 120 and 121: PRACTICAL ADAPTATION FOR STAKEHOLDE
Page 122 and 123: cost premium for the more expensive
Page 124 and 125: The future techniques will improve
Page 126 and 127: Benefit-cost ratio(BCR) 2.5UC Berke
Page 128 and 129: motivation to change the way they w
Page 130 and 131: CHANGING THE PARADIGM FOR PERFORMAN
Page 132 and 133: Ideally, the preliminary design of
Page 134 and 135: ModelM1M2M3Table 1. Description of
Page 136 and 137: Sample results from the response-hi
Page 140 and 141: (M8 and M9) and the isolated frames
Page 142 and 143: THE ATC-58 PROJECT PLAN FOR NONSTRU
Page 144 and 145: The development of next-generation
Page 146 and 147: for these flexible nonstructural co
Page 148 and 149: spectra is several times larger tha
Page 150 and 151: The variability is associated with
Page 152 and 153: functions for a wide variety of non
Page 154 and 155: SIMPLIFIED PBEE TO ESTIMATE ECONOMI
Page 156 and 157: One can show (Porter et al. 2004) t
Page 158 and 159: ( )FDM| EDP= xdm = 1 −FRdm , + 1,
Page 160 and 161: 1. Facility definition. Same as in
Page 162 and 163: Table 1. Approximation of seismic r
Page 164 and 165: The EAL values shown in Figure 3 mi
Page 166 and 167: ASSESSMENT OF SEISMIC PERFORMANCE I
Page 168 and 169: where e -λτ is the discounted fac
Page 170 and 171: IDR 3[rad]σPFAIDR34(g)σ PFA4media
Page 172 and 173: Figure 3a, shows an example of frag
Page 174 and 175: P(C LVCC i |IM )1.00.80.60.40.20.00
Page 176 and 177: E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
Page 178 and 179: SEISMIC RESILIENCE OF COMMUNITIES
Page 180 and 181: 2. RESILIENCE CONCEPTSResilience fo
Page 182 and 183: quantification tools could be used
Page 184 and 185: structure remains elastic. This is
Page 186 and 187: 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
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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(
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where a is the constant peculiar to
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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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