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While the global drift of the buildings (not presented here; see Fischinger et al.2004) never exceeded 1%, large compression deformations (more than 0.5%) wereobserved in higher buildings subjected to moderate earthquakes. In these cases, wallto floor ratio becomes very important. If this ratio is more than 2%, compressionshould be within acceptable range. However, confinement in needed in walls withlower wall-to-floor ratio.This example might demonstrate that even simple deterministic studies usingsimplified push-over procedures may provide meaningful information about seismicvulnerability of structures.4. PARTIAL-STRENGTH CONNECTIONS IN STEEL STRUCTURESIn steel construction in Slovenia partial-strength connections were very often usedwithout assuring the rotation capacity of these connections. Especially asymmetricalend-plate bolted connections with extended end-plate at the upper and flush end-plateat the lower side of the connection were popular (see Fig. 12). They are suitable toresist gravity loading in non-sway frames and can be used also in sway frames whenhorizontal loading is not very important as in the case of moderate wind loading innon-seismic regions. In seismic conditions the tension can arise also at the weakerside of the connection, which then acts as a partial-strength connection withpredominant non-ductile failure at bolts. Under the German influence this type ofconnections was introduced into Slovenia and sometimes used without sufficientprecaution disregarding the fact that Slovenia is unlike Germany a seismic region.To get an insight into the behavior of asymmetric endplate connectionsexperimental and numerical investigations were performed. The main purpose of thiswork was to assess the sensitivity to weaker side collapse of the connections inearthquake conditions as well as further behavior of partly damaged frames.4.1 Experimental AnalysisTee shaped beam-column assembly was chosen to represent a part of a real framearound the connection. The beam part of the assembly was made of IBE 300 hotrolled profile and the column part of HEB 200 hot rolled profile. The tests were rununder displacement control following the sinusoidal pattern with constant amplitudeof approximately two times the yield displacement. The constant frequency of 0.5 Hzwas applied.The first specimen was able to withstand 93 cycles (Fig. 13) and the second one118 cycles before collapsed. Relatively large number of cycles was obtained becausethe imposed displacement amplitude of two times the yield displacement is relativelysmall and can be expected in moderate earthquakes.301
200100M (kNm)0-100-200-300-40 -20 0 20 40Φ(rad*1000)Figure 12. Asymmetric endplatebolted connection.Figure 13. Moment-rotation diagram.400MEnvelope2000-200-400M (strong side)t (s)0 10 20 30 40 50 60M (weak side)bolt failureΦ u2M p1M p2Φ u1 ΦTypical hysteretic loopFigure 15. Moment-time diag.Figure 14. Modeling of the connection spring.4.2 Numerical Modeling of the ConnectionOn the basis of the test results and calculations the connection behavior was modelednumerically. A rotational spring element was implemented into the computer programfor nonlinear dynamic analysis DRAIN 2DX.The numerical model (Fig. 14) of the connection includes asymmetric hystereticbehavior, pinching effect, low ductility for tension on the weak side of the connectiondue to the possibility of rupture of bolts. It can also represent the connection behaviorafter the possible rupture of the weak side bolts.Time-history analysis was performed using computer program DRAIN 2DX.Simple one bay single story frames were run first to study the response of asymmetricconnections and than an existing three story industrial building was analyzed. Twodifferent real properly scaled accelerograms (Kobe-1995, Ulcinj-1979) were used. Atypical response of simple frame connections is shown in the moment-time diagramsin Fig 15. Bolt failure at the weak side of the connection happened after the secondstrong shock.4.3 ResultsOn the basis of the test results on connections and numerical simulations of frames itis possible to conclude that asymmetric endplate bolted connections behave inearthquake conditions better than it would be expected considering low strength andductility of the weaker side of the connections. It is certainly not our aim to encourage302
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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
Page 266 and 267: Fig. 5 shows the actual application
Page 268 and 269: 3Roof Disp. (mm)250200150100500-50-
Page 270 and 271: 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 318 and 319: the use of such connections in eart
Page 320 and 321: I d = 0.25elastic limitmaximum resi
Page 322 and 323: As regards the influence of differe
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
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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
Page 514 and 515:
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
Page 534 and 535:
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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