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PERFORMANCE-BASED SEISMIC DESIGNCONCEPTS AND IMPLEMENTATIONPROCEEDINGS OF THE INTERNATIONAL WORKSHOPBLED, SLOVENIA, 28 JUNE – 1 JULY 2004Edited byPeter FajfarUniversity of Ljubljana, SloveniaandHelmut KrawinklerStanford University, CaliforniaSponsors:Pacific Earthquake Engineering Research CenterUniversity of California, BerkeleyMinistry of Education, Science and Sport of SloveniaUniversity of LjubljanaSlovenian Academy of Sciences and ArtsIBE LjubljanaPEER Report 2004/05Pacific Earthquake Engineering Research CenterCollege of EngineeringUniversity of California, BerkeleySeptember 2004
Published by the Pacific Earthquake Engineering Research CenterCollege of EngineeringUniversity of California, Berkeley1301 South 46 th StreetRichmond, CA 94804-4698 U.S.A.September 2004©2004 The Pacific Earthquake Engineering Research CenterISBN 0-9762060-0-5ii
Page 4 and 5: CONTENTSTable of Contents..........
Page 6 and 7: REAL-TIME DYNAMIC HYBRID TESTING OF
Page 8 and 9: PREFACEThe workshop on “Seismic D
Page 10 and 11: LIST OF PARTICIPANTSSergio M. Alcoc
Page 12 and 13: RESOLUTIONSThe International Worksh
Page 14 and 15: CONCLUSIONS AND RECOMMENDATIONSThe
Page 16 and 17: nonlinear dynamic) and when they sh
Page 18 and 19: exists to develop testing protocols
Page 20 and 21: to be sent soon to the 28 members o
Page 22 and 23: factor γ I is 1.4 or 1.2 for essen
Page 24 and 25: i. The well-known relation µ θ -
Page 26 and 27: γ s =1.15. Values less than 1.0 me
Page 28 and 29: efore (factor α in Eq.(4)). Materi
Page 30 and 31: the force demand from the analysis,
Page 32 and 33: OVERVIEW OF A COMPREHENSIVE FRAMEWO
Page 34 and 35: ground motion Intensity Measure (IM
Page 36 and 37: 2.2 Simulation of Engineering Deman
Page 38 and 39: describing the economic losses asso
Page 40 and 41: practice the localized gravity load
Page 42 and 43: Whereas financial and insurance org
Page 44 and 45: AN OUTLINE OF AIJ GUIDELINES FOR PE
Page 46 and 47: (7) a method of performance evaluat
Page 48 and 49: where, T: natural period of structu
Page 50 and 51: 6. DAMAGE AND LIMIT DEFORMATIONSThe
Page 52 and 53:
The limit inter-story deformations
Page 54 and 55:
DirectionX-directionY-directionSkew
Page 56 and 57:
HAZARD, GROUND MOTIONS AND PROBABIL
Page 58 and 59:
of events with [X1>x 1 , X 2 >x 2 ,
Page 60 and 61:
2.4 Option C: Sufficient IMs: Estim
Page 62 and 63:
predictions and hence required samp
Page 64 and 65:
PEER has put forward PBSA methodolo
Page 66 and 67:
3.2.1 A DCF Displacement-Based Form
Page 68 and 69:
parameter k (the slope of the hazar
Page 70 and 71:
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
Page 78 and 79:
5.2 Method B: MDOF Residual Displac
Page 80 and 81:
calculated using a 2 dimensional mu
Page 82 and 83:
MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
Page 86 and 87:
2.50.1000Spectral Accel. (g)2.01.51
Page 88 and 89:
Results indicate that 33% of the re
Page 90 and 91:
4.1.2 Elastic vs. Inelastic ModelsF
Page 92 and 93:
The increased dispersion leads to h
Page 94 and 95:
AN ANALYSIS ON THE SEISMIC PERFORMA
Page 96 and 97:
The survey stood on the condition t
Page 98 and 99:
who decide the design force levels
Page 100 and 101:
It is interesting to clarify whethe
Page 102 and 103:
concluded that the dependence of in
Page 104 and 105:
Table 10. Problems of performance-b
Page 106 and 107:
DEVELOPMENT OF NEXT-GENERATION PERF
Page 108 and 109:
ground shaking hazard, probable str
Page 110 and 111:
Vulnerability of buildings to losse
Page 112 and 113:
Peak Interstory Drfit Ratio0.120.10
Page 114 and 115:
Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
Page 118 and 119:
APPLICATIONS OF PERFORMANCE-BASED E
Page 120 and 121:
PRACTICAL ADAPTATION FOR STAKEHOLDE
Page 122 and 123:
cost premium for the more expensive
Page 124 and 125:
The future techniques will improve
Page 126 and 127:
Benefit-cost ratio(BCR) 2.5UC Berke
Page 128 and 129:
motivation to change the way they w
Page 130 and 131:
CHANGING THE PARADIGM FOR PERFORMAN
Page 132 and 133:
Ideally, the preliminary design of
Page 134 and 135:
ModelM1M2M3Table 1. Description of
Page 136 and 137:
Sample results from the response-hi
Page 138 and 139:
In FEMA 273/356, the intersection o
Page 140 and 141:
(M8 and M9) and the isolated frames
Page 142 and 143:
THE ATC-58 PROJECT PLAN FOR NONSTRU
Page 144 and 145:
The development of next-generation
Page 146 and 147:
for these flexible nonstructural co
Page 148 and 149:
spectra is several times larger tha
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The variability is associated with
Page 152 and 153:
functions for a wide variety of non
Page 154 and 155:
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
Page 162 and 163:
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
Page 168 and 169:
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
Page 182 and 183:
quantification tools could be used
Page 184 and 185:
structure remains elastic. This is
Page 186 and 187:
of Figure 7a will be used. It is as
Page 188 and 189:
Nigg, J. M. (1998). Empirical findi
Page 190 and 191:
acceleration with a 475-year return
Page 192 and 193:
limit states, the suggestions given
Page 194 and 195:
∆NSLsi= SϑH(5)iTFor column-sway
Page 196 and 197:
Pinto et al., 2004). The probabilit
Page 198 and 199:
The main difficulty in assigning a
Page 200 and 201:
Crowley, H., R. Pinho, and J. J. Bo
Page 202 and 203:
analytical models generally have si
Page 204 and 205:
Figure 2. Structure of the response
Page 206 and 207:
can be used as a random variable of
Page 208 and 209:
4. DERIVATION OF THE VULNERABILITY
Page 210 and 211:
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
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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
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in predicting damage as well as rep
Page 234 and 235:
4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
Page 238 and 239:
• The influence on the dynamic re
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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
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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
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 262 and 263:
tests of its type ever conducted. T
Page 264 and 265:
end work-point to work-point). And
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Fig. 5 shows the actual application
Page 268 and 269:
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
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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
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.
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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
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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
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
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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
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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
Page 348 and 349:
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
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
Page 372 and 373:
EXTENSIONS OF THE N2 METHOD — ASY
Page 374 and 375:
The strength reduction factor due t
Page 376 and 377:
The relations apply to SDOF systems
Page 378 and 379:
in X-direction pushover curves prac
Page 380 and 381:
As an example, an idealized force-d
Page 382 and 383:
The IN2 curve can be used in the pr
Page 384 and 385:
HORIZONTALLY IRREGULAR STRUCTURES:
Page 386 and 387:
Dutta and Das (2002, 2002b and refs
Page 388 and 389:
They tested the procedure on three
Page 390 and 391:
Table 1. Properties of the 4 WallsW
Page 392 and 393:
The following is a summary of two s
Page 394 and 395:
ectangular concrete deck supported
Page 396 and 397:
REFERENCESAlmazan, J. L., and J. C.
Page 398 and 399:
Rosenblueth, E. (1957). “Consider
Page 400 and 401:
instantaneous period of vibration a
Page 402 and 403:
value of the maximum plastic deform
Page 404 and 405:
(a) elastic-perfectly plastic type(
Page 406 and 407:
where a is the constant peculiar to
Page 408 and 409:
Referring to Eq. (15), the natural
Page 410 and 411:
-The effective period obtained by u
Page 412 and 413:
eal damage data, rather than theore
Page 414 and 415:
liquefaction-induced damage. This i
Page 416 and 417:
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
Page 422 and 423:
This study has shown that a modific
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thickness of the inner wall is usua
Page 426 and 427:
4. EARTHQUAKE GROUND MOTION INPUT A
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5.2 Performance Levels and Limit St
Page 430 and 431:
where λ I jis the occurrence rate
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intensity VI because the number of
Page 434 and 435:
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
Page 440 and 441:
deterioration. These are the type o
Page 442 and 443:
members, is the main feature of the
Page 444 and 445:
RESULTS, DISCUSSIONS AND CONCLUSION
Page 446 and 447:
systems, where FEMA estimations are
Page 448 and 449:
The case study is a Hospital in the
Page 450 and 451:
Table 1. Dimensions and amount of r
Page 452 and 453:
4.2 Incremental AnalysisBase shear
Page 454 and 455:
When adding jackets to columns, the
Page 456 and 457:
storyShear in interior Column [ton]
Page 458 and 459:
PERFORMANCE-BASED SEISMIC ASSESSMEN
Page 460 and 461:
2. HYBRID FRAME BUILDINGSTwo precas
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15’ - 0” 15’ - 0”Hybrid fra
Page 464 and 465:
and maximum residual inter-story fr
Page 466 and 467:
As the first step in understanding
Page 468 and 469:
Table 3. Comparison of calculated m
Page 470 and 471:
NEW MODEL FOR PERFORMANCE BASED DES
Page 472 and 473:
(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
Page 484 and 485:
examination of the risk implication
Page 486 and 487:
Bozorgnia and Campbell (2004) find
Page 488 and 489:
structure, the results of inelastic
Page 490 and 491:
hazard curves will often vary throu
Page 492 and 493:
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
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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
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.............
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F. Taucer .........................
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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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