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PEER 2003/06PEER 2003/05PEER 2003/04PEER 2003/03PEER 2003/02PEER 2003/01PEER 2002/24Performance of Circular Reinforced Concrete Bridge Columns underBidirectional Earthquake Loading. Mahmoud M. Hachem, Stephen A. Mahin,and Jack P. Moehle. February 2003.Response Assessment for Building-Specific Loss Estimation. Eduardo Mirandaand Shahram Taghavi. September 2003.Experimental Assessment of Columns with Short Lap Splices Subjected toCyclic Loads. Murat Melek, John W. Wallace, and Joel Conte. April 2003.Probabilistic Response Assessment for Building-Specific Loss Estimation.Eduardo Miranda and Hesameddin Aslani. September 2003.Software Framework for Collaborative Development of Nonlinear DynamicAnalysis Program. Jun Peng and Kincho H. Law. September 2003.Shake Table Tests and Analytical Studies on the Gravity Load Collapse ofReinforced Concrete Frames. Kenneth John Elwood and Jack P. Moehle.November 2003.Performance of Beam to Column Bridge Joints Subjected to a Large VelocityPulse. Natalie Gibson, André Filiatrault, and Scott A. Ashford. April 2002.PEER 2002/23 Effects of Large Velocity Pulses on Reinforced Concrete Bridge Columns. GregL. Orozco and Scott A. Ashford. April 2002.PEER 2002/22 Characterization of Large Velocity Pulses for Laboratory Testing. Kenneth E.Cox and Scott A. Ashford. April 2002.PEER 2002/21PEER 2002/20PEER 2002/19PEER 2002/18PEER 2002/17PEER 2002/16PEER 2002/15PEER 2002/14Fourth U.S.-Japan Workshop on Performance-Based Earthquake EngineeringMethodology for Reinforced Concrete Building Structures. December 2002.Barriers to Adoption and Implementation of PBEE Innovations. Peter J. May.August 2002.Economic-Engineered Integrated Models for Earthquakes: SocioeconomicImpacts. Peter Gordon, James E. Moore II, and Harry W. Richardson. July2002.Assessment of Reinforced Concrete Building Exterior Joints with SubstandardDetails. Chris P. Pantelides, Jon Hansen, Justin Nadauld, and Lawrence D.Reaveley. May 2002.Structural Characterization and Seismic Response Analysis of a HighwayOvercrossing Equipped with Elastomeric Bearings and Fluid Dampers: A CaseStudy. Nicos Makris and Jian Zhang. November 2002.Estimation of Uncertainty in Geotechnical Properties for Performance-BasedEarthquake Engineering. Allen L. Jones, Steven L. Kramer, and Pedro Arduino.December 2002.Seismic Behavior of Bridge Columns Subjected to Various Loading Patterns.Asadollah Esmaeily-Gh. and Yan Xiao. December 2002.Inelastic Seismic Response of Extended Pile Shaft Supported BridgeStructures. T. C. Hutchinson, R. W. Boulanger, Y. H. Chai, and I. M. Idriss.December 2002.
PEER 2002/13PEER 2002/12PEER 2002/11PEER 2002/10PEER 2002/09PEER 2002/08PEER 2002/07PEER 2002/06PEER 2002/05PEER 2002/04Probabilistic Models and Fragility Estimates for Bridge Components andSystems. Paolo Gardoni, Armen Der Kiureghian, and Khalid M. Mosalam. June2002.Effects of Fault Dip and Slip Rake on Near-Source Ground Motions: Why Chi-Chi Was a Relatively Mild M7.6 Earthquake. Brad T. Aagaard, John F. Hall,and Thomas H. Heaton. December 2002.Analytical and Experimental Study of Fiber-Reinforced Strip Isolators. JamesM. Kelly and Shakhzod M. Takhirov. September 2002.Centrifuge Modeling of Settlement and Lateral Spreading with Comparisons toNumerical Analyses. Sivapalan Gajan and Bruce L. Kutter. January 2003.Documentation and Analysis of Field Case Histories of Seismic Compressionduring the 1994 Northridge, California, Earthquake. Jonathan P. Stewart,Patrick M. Smith, Daniel H. Whang, and Jonathan D. Bray. October 2002.Component Testing, Stability Analysis and Characterization of Buckling-Restrained Unbonded Braces TM . Cameron Black, Nicos Makris, and Ian Aiken.September 2002.Seismic Performance of Pile-Wharf Connections. Charles W. Roeder, RobertGraff, Jennifer Soderstrom, and Jun Han Yoo. December 2001.The Use of Benefit-Cost Analysis for Evaluation of Performance-BasedEarthquake Engineering Decisions. Richard O. Zerbe and Anthony Falit-Baiamonte. September 2001.Guidelines, Specifications, and Seismic Performance Characterization ofNonstructural Building Components and Equipment. André Filiatrault,Constantin Christopoulos, and Christopher Stearns. September 2001.Consortium of Organizations for Strong-Motion Observation Systems and thePacific Earthquake Engineering Research Center Lifelines Program: InvitedWorkshop on Archiving and Web Dissemination of Geotechnical Data, 4–5October 2001. September 2002.PEER 2002/03 Investigation of Sensitivity of Building Loss Estimates to Major UncertainVariables for the Van Nuys Testbed. Keith A. Porter, James L. Beck, andRustem V. Shaikhutdinov. August 2002.PEER 2002/02 The Third U.S.-Japan Workshop on Performance-Based EarthquakeEngineering Methodology for Reinforced Concrete Building Structures. July2002.PEER 2002/01PEER 2001/16PEER 2001/15PEER 2001/14Nonstructural Loss Estimation: The UC Berkeley Case Study. Mary C. Comerioand John C. Stallmeyer. December 2001.Statistics of SDF-System Estimate of Roof Displacement for Pushover Analysisof Buildings. Anil K. Chopra, Rakesh K. Goel, and Chatpan Chintanapakdee.December 2001.Damage to Bridges during the 2001 Nisqually Earthquake. R. Tyler Ranf, MarcO. Eberhard, and Michael P. Berry. November 2001.Rocking Response of Equipment Anchored to a Base Foundation. NicosMakris and Cameron J. Black. September 2001.
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PERFORMANCE-BASED SEISMIC DESIGNCON
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CONTENTSTable of Contents..........
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REAL-TIME DYNAMIC HYBRID TESTING OF
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PREFACEThe workshop on “Seismic D
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LIST OF PARTICIPANTSSergio M. Alcoc
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RESOLUTIONSThe International Worksh
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CONCLUSIONS AND RECOMMENDATIONSThe
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nonlinear dynamic) and when they sh
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exists to develop testing protocols
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to be sent soon to the 28 members o
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factor γ I is 1.4 or 1.2 for essen
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i. The well-known relation µ θ -
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γ s =1.15. Values less than 1.0 me
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efore (factor α in Eq.(4)). Materi
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the force demand from the analysis,
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OVERVIEW OF A COMPREHENSIVE FRAMEWO
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ground motion Intensity Measure (IM
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2.2 Simulation of Engineering Deman
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describing the economic losses asso
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practice the localized gravity load
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Whereas financial and insurance org
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AN OUTLINE OF AIJ GUIDELINES FOR PE
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(7) a method of performance evaluat
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where, T: natural period of structu
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6. DAMAGE AND LIMIT DEFORMATIONSThe
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The limit inter-story deformations
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DirectionX-directionY-directionSkew
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HAZARD, GROUND MOTIONS AND PROBABIL
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of events with [X1>x 1 , X 2 >x 2 ,
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2.4 Option C: Sufficient IMs: Estim
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predictions and hence required samp
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PEER has put forward PBSA methodolo
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3.2.1 A DCF Displacement-Based Form
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parameter k (the slope of the hazar
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POST-EARTHQUAKE FUNCTION OF HIGHWAY
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ln( EDP) a b ln ( IM )= + (1)Probab
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terms of global and local bridge pe
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Figure 3. Bridge column component d
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5.2 Method B: MDOF Residual Displac
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calculated using a 2 dimensional mu
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MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
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2.50.1000Spectral Accel. (g)2.01.51
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Results indicate that 33% of the re
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4.1.2 Elastic vs. Inelastic ModelsF
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The increased dispersion leads to h
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AN ANALYSIS ON THE SEISMIC PERFORMA
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The survey stood on the condition t
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who decide the design force levels
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It is interesting to clarify whethe
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concluded that the dependence of in
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Table 10. Problems of performance-b
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DEVELOPMENT OF NEXT-GENERATION PERF
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ground shaking hazard, probable str
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Vulnerability of buildings to losse
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Peak Interstory Drfit Ratio0.120.10
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Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
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APPLICATIONS OF PERFORMANCE-BASED E
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PRACTICAL ADAPTATION FOR STAKEHOLDE
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cost premium for the more expensive
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The future techniques will improve
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Benefit-cost ratio(BCR) 2.5UC Berke
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motivation to change the way they w
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CHANGING THE PARADIGM FOR PERFORMAN
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Ideally, the preliminary design of
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ModelM1M2M3Table 1. Description of
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Sample results from the response-hi
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In FEMA 273/356, the intersection o
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(M8 and M9) and the isolated frames
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THE ATC-58 PROJECT PLAN FOR NONSTRU
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The development of next-generation
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for these flexible nonstructural co
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spectra is several times larger tha
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The variability is associated with
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functions for a wide variety of non
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SIMPLIFIED PBEE TO ESTIMATE ECONOMI
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One can show (Porter et al. 2004) t
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( )FDM| EDP= xdm = 1 −FRdm , + 1,
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1. Facility definition. Same as in
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Table 1. Approximation of seismic r
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The EAL values shown in Figure 3 mi
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ASSESSMENT OF SEISMIC PERFORMANCE I
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where e -λτ is the discounted fac
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IDR 3[rad]σPFAIDR34(g)σ PFA4media
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Figure 3a, shows an example of frag
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P(C LVCC i |IM )1.00.80.60.40.20.00
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E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
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SEISMIC RESILIENCE OF COMMUNITIES
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2. RESILIENCE CONCEPTSResilience fo
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quantification tools could be used
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structure remains elastic. This is
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of Figure 7a will be used. It is as
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Nigg, J. M. (1998). Empirical findi
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acceleration with a 475-year return
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limit states, the suggestions given
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∆NSLsi= SϑH(5)iTFor column-sway
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Pinto et al., 2004). The probabilit
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The main difficulty in assigning a
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Crowley, H., R. Pinho, and J. J. Bo
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analytical models generally have si
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Figure 2. Structure of the response
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can be used as a random variable of
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4. DERIVATION OF THE VULNERABILITY
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5. CONCLUSIONSDerivation of vulnera
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REFERENCESAbrams, D. P., A. S. Elna
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In general, these types of bench-mo
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where & x&(t ) = acceleration at th
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science building. The lateral load-
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emain the same, the magnitude of sl
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of sliding thresholds, are desirabl
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Retrofit of Nonstructural Component
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was developed to accommodate these
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tested by Meinheit and Jirsa are us
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where D is the maximum drift and N
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in predicting damage as well as rep
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4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
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• The influence on the dynamic re
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deviations σ and correlation coeff
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The first three modes of vibration
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Details about the ten records selec
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to allow a quantitative assessment
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Cornell A. C., F. Jalayer, R. Hambu
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limited possibilities of overcoming
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uildings, up to five stories high (
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Efficiency η, %100806040203D-RWBW-
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Table 1. Performance criteria for c
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Because the analytical model strong
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REFERENCESAguilar, G., R. Meli, R.
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tests of its type ever conducted. T
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end work-point to work-point). And
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Fig. 5 shows the actual application
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3Roof Disp. (mm)250200150100500-50-
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Base Shear (kN)Base Shear (kN)40002
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8. CONCLUSIONSBased on the test and
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REAL-TIME DYNAMIC HYBRID TESTING OF
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:::::2004) can be formulated using
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The structure to be simulated is di
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measurements, to the modeling of th
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Figure 8. Two stories (left) and hy
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ROLES OF LARGE-SCALE TEST FOR ASSES
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mid-height in the third story, at w
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cycles were repeated for each ampli
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the tests with ALC panels were excl
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the relationship between the moment
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attachment details adopted for inst
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FULL-SCALE LABORATORY TESTING: STRA
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economic losses resulting from the
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4. OBJECTIVES AND OUTCOME OF STRUCT
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15001000500Shear [kN]0-8.0 -6.0 -4.
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5.1 3D Tests on a Torsionally Unbal
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Non-linear substructuring was recen
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PERFORMANCE BASED ASSESSMENT — FR
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4 x 50 m = 200 mC1 C2 C3h u = 7 mh
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some procedures are (contrary to th
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5 th floor disp. [cm]0.60.0-0.6CC =
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While the global drift of the build
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the use of such connections in eart
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I d = 0.25elastic limitmaximum resi
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As regards the influence of differe
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ON GROUND MOTION DURATION AND ENGIN
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time between the first and last acc
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FyFyFyFFFkk0.03kδδδcover a large
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T5b, T13a, T13b, T20a and T20b can
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Tabled results show that in the cas
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0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
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ON DRIFT LIMITS ASSOCIATED WITH DIF
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BehaviourElasticInelasticCollapseDa
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Other factors such as the applied l
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4. MOMENT RESISTING FRAMES4.1 Ducti
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5Ductility factor432100 0.2 0.4 0.6
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5.1 Flexural Structural WallsAn exa
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MODAL PUSHOVER ANALYSIS: SYMMETRIC-
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Floor963SeattleNonlinear RHAFEMA1st
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The peak modal demands r n are then
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9BostonSeattleLos AngelesFloor63RSA
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5. EVALUATION OF MPA: UNSYMMETRIC-P
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Without additional conceptual compl
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AN IMPROVED PUSHOVER PROCEDURE FOR
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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
Page 496 and 497: Relative Height20118160.8140.6 1210
Page 498 and 499: Yield Strength Coefficient, Cy2.01.
Page 500 and 501: Yield Strength Coefficient, Cy*1.61
Page 502 and 503: 2.6 Preliminary DesignIn the preced
Page 504 and 505: 4. CONCLUSIONSIn the space availabl
Page 506 and 507: EXAMINATION OF THE EQUIVALENT VISCO
Page 508 and 509: of the bilinear model with the ener
Page 510 and 511: 3. STUDY PARAMETERS AND ASSESSMENT
Page 512 and 513: 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
Page 520 and 521: 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
Page 526 and 527: 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
Page 540 and 541: MOLIT Notification No. 1461 outline
Page 542 and 543: AUTHOR INDEXH. Akiyama.............
Page 544 and 545: F. Taucer .........................
Page 548 and 549: PEER 2001/13PEER 2001/12Modeling So
Page 550: PEER 1999/04 Adoption and Enforceme
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