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As regards the influence of different quality of masonry materials on the seismicbehavior of the tested building types, it can be seen that the models of both, terracedhouse and apartment house structural type, made of model materials simulatingcalcium silicate masonry units (models M1-1 and M2-1) exhibited substantially morebrittle behavior than the models of the same type, but made of model materialssimulating hollow clay units. However, there has been not much difference observedas regards the resistance. The confinement of structural walls with vertical R.C.confining elements in the case of the terraced house models M1-1c and M1-1d provedto be a successful measure of improving the seismic behavior of the terraced housetype of structure as regards both lateral resistance and displacement capacity.In the idealization of the experimentally obtained resistance envelopes, the storyrotation angle (relative story displacement) at the point where 20% of strengthdegradation has occurred, has been defined as the ultimate story rotation angle(displacement) which the structure can resist without risking collapse. Thisassumption has been considered in the cases where no sudden collapse of the models(such as was the case of models M1-1 and M2-1) has been observed during theshaking tests. The rotation angle (displacement) at 20 % of strength degradation hasbeen considered as ultimate in the evaluation of the idealized ultimate global ductilityfactor of the structure µ u . However, substantial damage to structural walls of themodels has occurred at that stage. Therefore and in order to fulfill also the “damagelimitation” requirement, only part of the available displacement capacity has beentaken into account in the evaluation of behavior factor q on the basis of the globalductility of the structure, limited by the displacement value where severe damage tostructural walls occurs. This value has been arbitrarily chosen to be 3-times the valueof story rotation at the damage limit Φ u = 3 Φ dam . Typical evaluation is presented inFigure 19.As has been found by this study, the ranges of values of structural behavior factorq, proposed in Eurocode 8 for different masonry construction systems, are adequate,though conservative. Since the experimental response has been evaluated, an increasein q factor values is expected as a result of overstrength of masonry structures,designed by usual design calculation methods.The study also indicated that the values of q factor depend not only on the systemof construction, but also on the properties of masonry materials and structuralconfiguration, especially structural regularity, of the building under consideration.Therefore, experimental research is needed for the assessment of a particular value fora particular structural type specified on a national basis within the recommendedrange of values in the basic document. Although such tests are helpful, the values ofbehavior factor q cannot be assessed by means of only ductility tests of structuralwalls.307
ACKNOWLEGEMENTSThe authors express their gratitude to colleagues Bruno Dujič, Peter Kante, ČrtomirRemec and Peter Skuber for their important contributions in the presented research.REFERENCESAydinoğlu, M. N. (2004). An improved pushover procedure for engineering practice:incremental response spectrum analysis IRSA. Proc. of Int. Workshop on PBSD,Bled.Beg, D. et al. (1999). Behaviour of Unsymmetric Bolted Connections Subjected toDynamic Loading. Stability and Ductility of Steel Structures; Proc. 6th intern.colloq., Timisoara, Amsterdam: Elsevier.Chopra, A. K. (2002). A modal pushover analysis procedure for estimating seismicdemands for buildings Earthquake Engineering and Structural Dynamics 31:561-582.DeRue, G. M. (1998). Nonlinear static procedure analysis of 3D structures for designApplications, Master of Science Thesis, University of New York at Buffalo.Dujič, B., R. Žarnić. (2001). Numerical Model & Predictions — Team Slovenia. CUREE-Caltech Woodframe Project, Proc. of the Int. Benchmark Workshop, p. 15, Universityof California, San Diego, La Jolla, California, 2001.Dujič B., R. Žarnić. (2003). Blind prediction of seismic response of timber-frame house.Skopje earthquake: 40 years of European Earthquake Eng.: SE 40EEE. Skopje,Macedonia.Fajfar, P., M. Fischinger. (1988). N2 — a method for non-linear seismic analysis ofregular buildings, Proc. 9WCEE, Tokyo-Kyoto, Vol. 5, pp. 111-116.Fischinger M., T. Isaković, P. Kante. (2004). Seismic vulnerability evaluation of lightlyreinforced walls. Proc. of 13 th WCEE, Vancouver.Isaković, T., M. Fischinger, and P. Kante. (2003). Bridges: when is single mode seismicanalysis adequate?, Structures and Buildings, 156: SB2: 163 – 173.Kawashima K. (2004). An analysis of the seismic performance levels of bridges. Proc. ofInt. Workshop on PBSD, Bled.Park, Y. J., A. M. Reinhorn, S. K. Kunnath. (1987). IDARC: Inelastic Damage Analysis ofReinforced Concrete Frame - Shear-Wall Structures. Technical Report NCEER-87-0008.Pinto, A. V. (1996). Pseudodynamic and Shaking Table Tests on R.C. Bridges, ECOESTand PREC8 Report No. 5.Rutenberg, V., W. K. Tso. (2004). Horizontally irregular structures: some recentdevelopments. Proc. of Int. Workshop on PBSD, Bled.Žarnić, R. (1994). Inelastic model of reinforced concrete frame with masonry infill –analytical approach. Int. Journal of Engineering Modelling, 7, 1-2, pp 47-54.Žarnić, R., S. Gostič. (1997). Masonry Infilled Frames as an Effective Structural Sub-Assemblage. Proc. of the Int. Workshop on Seismic Design Methodologies for theNext Generation of Codes, Fajfar and Krawinkler (editors), Bled, Slovenia.308
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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
Page 272 and 273: 8. CONCLUSIONSBased on the test and
Page 274 and 275: REAL-TIME DYNAMIC HYBRID TESTING OF
Page 276 and 277: :::::2004) can be formulated using
Page 278 and 279: The structure to be simulated is di
Page 280 and 281: measurements, to the modeling of th
Page 282 and 283: Figure 8. Two stories (left) and hy
Page 284 and 285: ROLES OF LARGE-SCALE TEST FOR ASSES
Page 286 and 287: mid-height in the third story, at w
Page 288 and 289: cycles were repeated for each ampli
Page 290 and 291: the tests with ALC panels were excl
Page 292 and 293: the relationship between the moment
Page 294 and 295: attachment details adopted for inst
Page 296 and 297: FULL-SCALE LABORATORY TESTING: STRA
Page 298 and 299: economic losses resulting from the
Page 300 and 301: 4. OBJECTIVES AND OUTCOME OF STRUCT
Page 302 and 303: 15001000500Shear [kN]0-8.0 -6.0 -4.
Page 304 and 305: 5.1 3D Tests on a Torsionally Unbal
Page 306 and 307: Non-linear substructuring was recen
Page 308 and 309: PERFORMANCE BASED ASSESSMENT — FR
Page 310 and 311: 4 x 50 m = 200 mC1 C2 C3h u = 7 mh
Page 312 and 313: some procedures are (contrary to th
Page 314 and 315: 5 th floor disp. [cm]0.60.0-0.6CC =
Page 316 and 317: While the global drift of the build
Page 318 and 319: the use of such connections in eart
Page 320 and 321: I d = 0.25elastic limitmaximum resi
Page 324 and 325: ON GROUND MOTION DURATION AND ENGIN
Page 326 and 327: time between the first and last acc
Page 328 and 329: FyFyFyFFFkk0.03kδδδcover a large
Page 330 and 331: T5b, T13a, T13b, T20a and T20b can
Page 332 and 333: Tabled results show that in the cas
Page 334 and 335: 0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
Page 336 and 337: ON DRIFT LIMITS ASSOCIATED WITH DIF
Page 338 and 339: BehaviourElasticInelasticCollapseDa
Page 340 and 341: Other factors such as the applied l
Page 342 and 343: 4. MOMENT RESISTING FRAMES4.1 Ducti
Page 344 and 345: 5Ductility factor432100 0.2 0.4 0.6
Page 346 and 347: 5.1 Flexural Structural WallsAn exa
Page 348 and 349: MODAL PUSHOVER ANALYSIS: SYMMETRIC-
Page 350 and 351: Floor963SeattleNonlinear RHAFEMA1st
Page 352 and 353: The peak modal demands r n are then
Page 354 and 355: 9BostonSeattleLos AngelesFloor63RSA
Page 356 and 357: 5. EVALUATION OF MPA: UNSYMMETRIC-P
Page 358 and 359: Without additional conceptual compl
Page 360 and 361: AN IMPROVED PUSHOVER PROCEDURE FOR
Page 362 and 363: for a response governed by the fund
Page 364 and 365: 2.2 Modal ScalingThe principal aim
Page 366 and 367: 2.3 Pushover-History AnalysisSubsti
Page 368 and 369: (3) Calculate cumulative scale fact
Page 370 and 371: 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
Page 466 and 467:
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
Page 482 and 483:
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
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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
Page 502 and 503:
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
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
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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
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assess expected NSASS losses. For t
Page 528 and 529:
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
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
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MOLIT Notification No. 1461 outline
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AUTHOR INDEXH. Akiyama.............
Page 544 and 545:
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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