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for these flexible nonstructural components, a third step is accomplished byperforming structural response simulations of the nonstructural components using thestructural EDPs as inputs to the nonstructural response calculations. The products ofthis step are conditional probabilities of experiencing nonstructural componentresponse of different levels, p[EDP-N/IM], which can then be integrated with thep[IM] to calculate mean annual probabilities of exceeding each nonstructural EDP-N,p(EDP-N).Next, the EDPs for the structural and nonstructural components and buildingcontents are linked to Damage Measures (DMs) that describe the physical conditionof those components and contents. Damage Measures include effective descriptions ofdamage to characterize the functionality, occupancy-readiness, life safetyconsequences and necessary repairs of or to the building including nonstructuralcomponents and systems. The product of this step are conditional probabilities,p[DM|EDP], which are then integrated with p[EDP] to calculate the mean annualprobability of exceedance for the DM, p[DM].The final step in the performance assessment process is the calculation ofDecision Variables (DVs) that serve to translate damage estimates into quantities thatare useful to those tasked with making risk-related decisions. The DVs underdevelopment at this time at PEER relate to one or more of the three decision metricsFigure 2.1, direct dollar losses, downtime (or restoration time), and deaths or seriousinjuries (casualties). The products of this step are conditional probabilities,p[DV|DM], which are then integrated with p[DM] to calculate the mean annualprobability of exceedance for the DV, p[DV].3. PLANS FOR NONSTRUCTURAL COMPONENTSTo support the development of the performance assessment guidelines fornonstructural components, the following tasks are currently planned during the firstphase of the ATC-58 Project.1. Identify EDP-Ns that are useful and efficient in predicting damage ofnonstructural components. Establish the linkage between building EDPs andnonstructural EDP-Ns.2. Identify the structural systems and components that are important to theperformance of buildings and identify damage states that are meaningful toeach of these components and systems. This task includes grouping thesesystems and components into broad categories that have similar damagestates and similar EDP-Ns which best relate to the damage states.3. Develop generalized preliminary fragility functions and associated lossfunctions for each of the broad categories identified in Task 2. Thesefunctions will be initially developed based on best available data and onexpert opinion.129
4. Develop standard procedures including testing protocols for quantifying theperformance capabilities (fragility and loss functions) for the various typesof components and systems.5. Develop a framework for adjusting the generalized fragility and lossfunctions with available and more accurate and reliable fragility and lossfunctions for specific components and systems obtained by testing, analysisor empirical observations.6. Development guidelines describing the Performance Assessment Procedureand provides examples which illustrate usage of the procedures.In the remaining portions of this section, the above tasks are described in moredetail.3.1 Identify Nonstructural Engineering Demand ParametersTraditional nonstructural engineering demand parameters (EDP-Ns) found in currentcodes and first generation performance based guidelines are limited to componentforces and for some limited cases interstory relative displacement (drifts). Componentforce demands are determined by applying a lateral load to the center of mass of thecomponent and then typically computing the forces in the component’s bracing andattachments. Some nonstructural items such as cladding are specifically designedusing interstory drift as the EDP-N. Typically, drift demand for cladding wasdetermined based on the maximum drifts permitted for the structural system and noton the actual computed drift for the specific structure. Internal member forces causedby or imposed by interstory drifts were then added to the forces resulting from otherloadings when drift was a consideration. In code-based designs and presentperformance based design guidelines, nonstructural component design forces arecalculated using indirect and imprecise procedures based on empirical relationships.Therefore the result is traditional EDP-Ns do not necessarily correlate well withobserved damage of nonstructural components in earthquakes.For the next generation performance based engineering guidelines, an importantcriteria in the selection of EDP-Ns will be the correlation of EDP-Ns with damage. Itis desirable for the EDP-Ns to be both useful and efficient. For an EDP-N to beuseful, it must be compatible with the structural analysis or testing protocol which isused evaluate the nonstructural component response. An EDP-N is efficient if thevariability associated with prediction of response and associated tend to be small. Inthis task, EDP-Ns of significance will be identified. The primary focus initially willbe to identify EDP-Ns that are directly associated with building response motionssuch as interstory drift and peak floor acceleration. Other building response motionsthat are likely to be of significance include spectral acceleration of the floor at thefundamental period of the nonstructural component. A plot of a 5% damped roofresponse spectra and ground response spectra measured in a 19 story building duringthe Northridge earthquake is shown in Figure 2. It should be noted that the roof130
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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
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 138 and 139: In FEMA 273/356, the intersection o
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 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
Page 188 and 189: Nigg, J. M. (1998). Empirical findi
Page 190 and 191: acceleration with a 475-year return
Page 192 and 193: limit states, the suggestions given
Page 194 and 195: ∆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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