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tests of its type ever conducted. The frame was tested using the pseudo-dynamic testprocedures applying input ground motions obtained from the 1999 Chi-Chi and 1989Loma Prieta earthquakes, scaled to represent 50%, 10%, and 2% in 50 years seismichazard levels. Following the pseudo-dynamic tests, since none of the brace wasfractured, quasi static loads were applied to cyclically push the frame to large interstorydrifts up to the failure of the braces. Being the largest and most realisticcomposite CFT/BRB frame ever tested in a laboratory, the tests have provided aunique data set to verify both computer simulation models and seismic performanceof CFT/BRB frames. This experiment also provides great opportunities to exploreinternational collaboration and data archiving envisioned for the NetworkedEarthquake Engineering Simulation (NEES) program and the Internet-basedSimulations for Earthquake Engineering (ISEE) (Wang et al. 2004) launched recentlyin USA and Taiwan, respectively. This paper describes the analytical predictions andthe experimental results, and evaluates the seismic performance of the framespecimen. Inelastic static and dynamic time history analyses were conducted usingPISA3D (Lin and Tsai 2003) and OpenSees (Open System for EarthquakeEngineering Simulation), developed at National Taiwan University and PacificEarthquake Engineering Research Center (PEER), respectively.2. A FULL SCALE CFT/BRB COMPOSITE FRAMEThe 3-story CFT/BRB frame shown in Fig. 1 is employed in this experimentalresearch. The prototype three-story building consists of 6-bay by 4-bay in plane. Inthe two identical prototype CFT/BRB frames, only the two exterior beam-to-columnjoints (Fig. 1) in each floor are moment connections, all other beam-to-columnconnections are assumed not to transfer any bending moment. The BRBs are installedin the center bay. Square CFT columns are chosen for the two exterior columns whilethe center two columns are circular CFTs. Story seismic mass is 31.83 ton for the 1stand 2nd floors, 25.03 ton for the 3rd floor for each CFT/BRB frame (half of thebuilding). The material is A572 Gr.50 for all the steel beams and columns, while thecompression strength fc’ of the infill concrete in CFT columns is 35MPa. In all theanalyses, the material’s strength for steel and concrete is based on the actual strengthobtained from the material tests. The supporting beams above the BRBs satisfy thecapacity design principle considering the strained hardened BRBs and an unbalancedvertical load resulted from the difference of the peak BRB compressive and tensilestrengths. The fundamental vibration period is about 0.68 second. Three differenttypes of moment connections, namely through beam, external diaphragm and boltedend plate types, varying from the first floor to the third floor were fabricated for theexterior beam-to-column connections. Three types of BRBs, including the singlecore,double-cored and the all-metal BRBs, were adopted in the three different floors.In particular, two single-cored unbonded braces (UBs), each consisting of a steel flatplate in the core, were donated by Nippon Steel Company and installed in the secondfloor. Each UB end to gusset connection uses 8 splice plates and 16-24mmφ F10T246
olts. The two BRBs installed in the third story are double-cored constructed usingcement mortar infilled in two rectangular tubes (Tsai et al. 2002) while the BRBs inthe first story are also double-cored but fabricated with all-metal detachable features(Tsai and Lin 2003). Each end of the double-cored BRB is connected to a gusset plateusing 6- and 10-24mmφ F10T bolts at the third and first floor, respectively. Nostiffener was installed at the free edges of any gusset before the testing.3@2.33m2@ 3.5m3@2.33m2.15 m3@4mTube400-9H400x200x8x13H450x200x9x14H456x201x10x17Pipe400-9BRB CoreArea=15cm 2BRB CoreArea=25cm 2BRB CoreArea=30cm 2Pipe400-9H400x200x8x13H450x200x9x14Tube400-9H456x201x10x173@7m(a)(b)Figure 1. (a) Plan and elevation of the full-scale CFT/BRB composite frame (b)Photo of the CFT/BRB test frame.3. DESIGN PROCEDURE FOR A CFT/BRB FRAMEThe design procedures (Tsai et al. 2004) adopted for the CFT/BRBF consist of thefollowing steps: (1) Select an initial desired displaced shape for the structure, (2)Determine the effective displacement by translating the actual MDOF structure to thesubstituted SDOF structure, (3) Estimate system ductility from the properties of BRBmembers, (4) Determine the effective period of the substituted SDOF structure froman inelastic design displacement spectrum, (5) Compute the effective mass, effectivestiffness, and design base shear, (6) Distribute the design base shear over the frameheight, (7) Design the members for the CFT/BRB frame. There are some key points inthese steps described above. First, the story drift θ yi corresponds to the brace yieldingcan be estimated as:θyi= 2 ⋅εcyγ ⋅sin 2φ(1)where ε cy is the yielding strain of the brace center cross section, γ is the ratiobetween a specific elastic axial strain of the brace center segment and thecorresponding elastic averaged strain of the entire brace (computed from the brace247
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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
Page 212 and 213: REFERENCESAbrams, D. P., A. S. Elna
Page 214 and 215: In general, these types of bench-mo
Page 216 and 217: where & x&(t ) = acceleration at th
Page 218 and 219: science building. The lateral load-
Page 220 and 221: emain the same, the magnitude of sl
Page 222 and 223: of sliding thresholds, are desirabl
Page 224 and 225: Retrofit of Nonstructural Component
Page 226 and 227: was developed to accommodate these
Page 228 and 229: tested by Meinheit and Jirsa are us
Page 230 and 231: where D is the maximum drift and N
Page 232 and 233: in predicting damage as well as rep
Page 234 and 235: 4.2.2 Modeling the Data Using Stand
Page 236 and 237: that the defining demand using a no
Page 238 and 239: • The influence on the dynamic re
Page 240 and 241: deviations σ and correlation coeff
Page 242 and 243: The first three modes of vibration
Page 244 and 245: Details about the ten records selec
Page 246 and 247: to allow a quantitative assessment
Page 248 and 249: Cornell A. C., F. Jalayer, R. Hambu
Page 250 and 251: limited possibilities of overcoming
Page 252 and 253: uildings, up to five stories high (
Page 254 and 255: Efficiency η, %100806040203D-RWBW-
Page 256 and 257: Table 1. Performance criteria for c
Page 258 and 259: Because the analytical model strong
Page 260 and 261: REFERENCESAguilar, G., R. Meli, R.
Page 264 and 265: 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
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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
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
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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
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
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
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AUTHOR INDEXH. Akiyama.............
Page 544 and 545:
F. Taucer .........................
Page 546 and 547:
PEER 2003/06PEER 2003/05PEER 2003/0
Page 548 and 549:
PEER 2001/13PEER 2001/12Modeling So
Page 550:
PEER 1999/04 Adoption and Enforceme
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