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PEER 2001/13PEER 2001/12Modeling Soil Liquefaction Hazards for Performance-Based EarthquakeEngineering. Steven L. Kramer and Ahmed-W. Elgamal. February 2001.Development of Geotechnical Capabilities in OpenSees. Boris Jeremic.September 2001.PEER 2001/11 Analytical and Experimental Study of Fiber-Reinforced Elastomeric Isolators.James M. Kelly and Shakhzod M. Takhirov. September 2001.PEER 2001/10 Amplification Factors for Spectral Acceleration in Active Regions. Jonathan P.Stewart, Andrew H. Liu, Yoojoong Choi, and Mehmet B. Baturay. December2001.PEER 2001/09PEER 2001/08PEER 2001/07PEER 2001/06Ground Motion Evaluation Procedures for Performance-Based Design.Jonathan P. Stewart, Shyh-Jeng Chiou, Jonathan D. Bray, Robert W. Graves,Paul G. Somerville, and Norman A. Abrahamson. September 2001.Experimental and Computational Evaluation of Reinforced Concrete BridgeBeam-Column Connections for Seismic Performance. Clay J. Naito, Jack P.Moehle, and Khalid M. Mosalam. November 2001.The Rocking Spectrum and the Shortcomings of Design Guidelines. NicosMakris and Dimitrios Konstantinidis. August 2001.Development of an Electrical Substation Equipment Performance Database forEvaluation of Equipment Fragilities. Thalia Anagnos. April 1999.PEER 2001/05 Stiffness Analysis of Fiber-Reinforced Elastomeric Isolators. Hsiang-ChuanTsai and James M. Kelly. May 2001.PEER 2001/04 Organizational and Societal Considerations for Performance-BasedEarthquake Engineering. Peter J. May. April 2001.PEER 2001/03PEER 2001/02PEER 2001/01PEER 2000/10PEER 2000/09PEER 2000/08A Modal Pushover Analysis Procedure to Estimate Seismic Demands forBuildings: Theory and Preliminary Evaluation. Anil K. Chopra and Rakesh K.Goel. January 2001.Seismic Response Analysis of Highway Overcrossings Including Soil-StructureInteraction. Jian Zhang and Nicos Makris. March 2001.Experimental Study of Large Seismic Steel Beam-to-Column Connections.Egor P. Popov and Shakhzod M. Takhirov. November 2000.The Second U.S.-Japan Workshop on Performance-Based EarthquakeEngineering Methodology for Reinforced Concrete Building Structures. March2000.Structural Engineering Reconnaissance of the August 17, 1999 Earthquake:Kocaeli (Izmit), Turkey. Halil Sezen, Kenneth J. Elwood, Andrew S. Whittaker,Khalid Mosalam, John J. Wallace, and John F. Stanton. December 2000.Behavior of Reinforced Concrete Bridge Columns Having Varying AspectRatios and Varying Lengths of Confinement. Anthony J. Calderone, Dawn E.Lehman, and Jack P. Moehle. January 2001.PEER 2000/07 Cover-Plate and Flange-Plate Reinforced Steel Moment-ResistingConnections. Taejin Kim, Andrew S. Whittaker, Amir S. Gilani, Vitelmo V.Bertero, and Shakhzod M. Takhirov. September 2000.
PEER 2000/06 Seismic Evaluation and Analysis of 230-kV Disconnect Switches. Amir S. J.Gilani, Andrew S. Whittaker, Gregory L. Fenves, Chun-Hao Chen, Henry Ho,and Eric Fujisaki. July 2000.PEER 2000/05PEER 2000/04PEER 2000/03PEER 2000/02PEER 2000/01PEER 1999/14PEER 1999/13PEER 1999/12Performance-Based Evaluation of Exterior Reinforced Concrete Building Jointsfor Seismic Excitation. Chandra Clyde, Chris P. Pantelides, and Lawrence D.Reaveley. July 2000.An Evaluation of Seismic Energy Demand: An Attenuation Approach. Chung-Che Chou and Chia-Ming Uang. July 1999.Framing Earthquake Retrofitting Decisions: The Case of Hillside Homes in LosAngeles. Detlof von Winterfeldt, Nels Roselund, and Alicia Kitsuse. March2000.U.S.-Japan Workshop on the Effects of Near-Field Earthquake Shaking.Andrew Whittaker, ed. July 2000.Further Studies on Seismic Interaction in Interconnected Electrical SubstationEquipment. Armen Der Kiureghian, Kee-Jeung Hong, and Jerome L. Sackman.November 1999.Seismic Evaluation and Retrofit of 230-kV Porcelain Transformer Bushings.Amir S. Gilani, Andrew S. Whittaker, Gregory L. Fenves, and Eric Fujisaki.December 1999.Building Vulnerability Studies: Modeling and Evaluation of Tilt-up and SteelReinforced Concrete Buildings. John W. Wallace, Jonathan P. Stewart, andAndrew S. Whittaker, editors. December 1999.Rehabilitation of Nonductile RC Frame Building Using Encasement Plates andEnergy-Dissipating Devices. Mehrdad Sasani, Vitelmo V. Bertero, James C.Anderson. December 1999.PEER 1999/11 Performance Evaluation Database for Concrete Bridge Components andSystems under Simulated Seismic Loads. Yael D. Hose and Frieder Seible.November 1999.PEER 1999/10 U.S.-Japan Workshop on Performance-Based Earthquake EngineeringMethodology for Reinforced Concrete Building Structures. December 1999.PEER 1999/09PEER 1999/08PEER 1999/07PEER 1999/06PEER 1999/05Performance Improvement of Long Period Building Structures Subjected toSevere Pulse-Type Ground Motions. James C. Anderson, Vitelmo V. Bertero,and Raul Bertero. October 1999.Envelopes for Seismic Response Vectors. Charles Menun and Armen DerKiureghian. July 1999.Documentation of Strengths and Weaknesses of Current Computer AnalysisMethods for Seismic Performance of Reinforced Concrete Members. William F.Cofer. November 1999.Rocking Response and Overturning of Anchored Equipment under SeismicExcitations. Nicos Makris and Jian Zhang. November 1999.Seismic Evaluation of 550 kV Porcelain Transformer Bushings. Amir S. Gilani,Andrew S. Whittaker, Gregory L. Fenves, and Eric Fujisaki. October 1999.
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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
Page 486 and 487:
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
Page 494 and 495:
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 546 and 547: PEER 2003/06PEER 2003/05PEER 2003/0
Page 550: PEER 1999/04 Adoption and Enforceme
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