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Table 3. Comparison of calculated maximum transient inter-story drifts withacceptable limitsEarthquake level EQ-I EQ-II EQ-III EQ-IVAcceptable limit (%) 0.5 1.5 2.5 3.8HFB1 (DBD) (%) 0.75 1.29 2.16 2.85HFB2 (FBD) (%) 0.56 0.99 1.73 3.006. CONCLUSIONSSeismic performances of two hybrid frame buildings representing a 5-story prototypebuilding were analytically studied in this paper. The first building was based on adirect-displacement based design while the second building was established from aforce-based design method. Consequently, the design base shear of the first buildingwas 40% lower than that of the second building and thus the strength and stiffness ofthe two buildings were significantly different.Following validation of the analytical modeling procedure, both buildings weresubjected to short segments of earthquake input motions which were compatible withresponse spectra corresponding to four levels of earthquake intensities. Using theanalysis results, the following conclusions have been drawn:1. The force-based design described in design codes for monolithic concrete specialmoment frames and the direct-displacement design described in Reference(Priestley 2002) are acceptable procedures for the design of the prototype fivestoryprecast hybrid frame building. Because of significantly lower design baseshear, the DBD solution is expected to be more economical.2. The response of both buildings satisfied the transient and residual average interstorydrift limits imposed for different performance limit states. Consequently,both the FBD and DBD methods are expected to provide low-rise precastbuildings with acceptable performances under the four levels of input motions.3. The combination of hysteretic energy dissipation and re-centering capabilities ofthe hybrid connections produced negligible residual drifts for all earthquakelevels. Hence, by controlling the inelastic strain in the post-tensioning steel andintroducing a procedure to replace the mild steel reinforcement when required,hybrid frame buildings may be designed to achieve a higher level of seismicperformance than that considered in this study.4. Although lower drifts were generally obtained for the stiffer building that wasdesigned using a higher base shear, this trend did not hold for the input motioncorresponding to EQ-IV, which represented an event at 150% of a design levelearthquake.The response of the buildings are further examined in an ongoing study at IowaState University by subjecting them to different input motions and characterizing their455
esponses using additional parameters such as accumulated plastic rotations and flooraccelerations.REFERENCESCarr. A. J. (2003). RUAUMOKO - Inelastic Dynamic Analysis Program. Universityof Canterbury, Christchurch, New Zealand.Celik, O., and S. Sritharan. (2004). An Evaluation of Seismic Design GuidelinesProposed for Precast Concrete Hybrid Frame Systems. ISU-ERI-Ames ReportERI-04425, Iowa State University, Ames, Iowa.Englekirk, R. E. (2002). Design-Construction of The Paramount – A 39-story PrecastPrestressed Concrete Apartment Building. PCI Journal 47(4):56-71.Nakaki, S. D., J. F. Stanton, and S. Sritharan. (1999). An Overview of the PRESSSFive-story Precast Test Building. PCI Journal 44(2), 26-39.Pampanin, S., M. J. N. Priestley, and S. Sritharan. (2001). Analytical Modeling ofSeismic Behavior of Precast Concrete Ductile Frame Connection. Journal ofEarthquake Engineering 5(3):329-367.Performance-Based Seismic Engineering Ad Hoc Subcommittee. (2003). Appendix I— Performance Based Seismic Engineering, Revised Interim Guidelines.Structural Engineers Association of California (SEAOC), California.Priestley, M. J. N. (2002). Direct Displacement-Based Design of Precast/PrestressedConcrete Buildings. PCI Journal 41(2):67-79.Priestley, M. J. N., S. Sritharan, J. R. Conley, and S. Pampanin. (1999). PreliminaryResults and Conclusions from the PRESSS Five-Story Precast Concrete TestBuilding. PCI Journal 44(6):42-67.Seismology Committee. (1999). Recommended Lateral Force Requirements andCommentary. Structural Engineers Association of California (SEAOC),California.Sritharan S. (2002). Performance of Four Jointed Precast Frame Systems underSimulated Seismic Loading. Proceedings of the Seventh National Conference onEarthquake Engineering, Paper No. 480, Boston.Sritharan, S., A. Igarashi, M. J. N. Priestley, and F. Seible. (1999). Test Design of thePRESSS Five-Story Precast Concrete Building. Proceedings of the 68th SEAOCAnnual Convention 255–261, Santa Barbara, California.Stanton, J. F., W. C. Stone, and G. S. Cheok. (1997). A Hybrid Reinforced PrecastFrame for Seismic Regions. PCI Journal 42(2):20-32.Stone, W. C., G. S. Cheok, and J. F. Stanton. (1995). Performance of HybridMoment-Resisting Precast Beam-Column Concrete Connections SubjectedCyclic Loading. ACI Structural Journal 91(2):229-249.Uniform Building Code (UBC). (1997). International Conference of BuildingOfficials, Whittier, California.456
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PERFORMANCE-BASED SEISMIC DESIGNCON
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CONTENTSTable of Contents..........
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REAL-TIME DYNAMIC HYBRID TESTING OF
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PREFACEThe workshop on “Seismic D
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LIST OF PARTICIPANTSSergio M. Alcoc
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RESOLUTIONSThe International Worksh
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CONCLUSIONS AND RECOMMENDATIONSThe
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nonlinear dynamic) and when they sh
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exists to develop testing protocols
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to be sent soon to the 28 members o
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factor γ I is 1.4 or 1.2 for essen
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i. The well-known relation µ θ -
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γ s =1.15. Values less than 1.0 me
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efore (factor α in Eq.(4)). Materi
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the force demand from the analysis,
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OVERVIEW OF A COMPREHENSIVE FRAMEWO
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ground motion Intensity Measure (IM
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2.2 Simulation of Engineering Deman
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describing the economic losses asso
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practice the localized gravity load
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Whereas financial and insurance org
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AN OUTLINE OF AIJ GUIDELINES FOR PE
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(7) a method of performance evaluat
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where, T: natural period of structu
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6. DAMAGE AND LIMIT DEFORMATIONSThe
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The limit inter-story deformations
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DirectionX-directionY-directionSkew
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HAZARD, GROUND MOTIONS AND PROBABIL
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of events with [X1>x 1 , X 2 >x 2 ,
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2.4 Option C: Sufficient IMs: Estim
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predictions and hence required samp
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PEER has put forward PBSA methodolo
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3.2.1 A DCF Displacement-Based Form
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parameter k (the slope of the hazar
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POST-EARTHQUAKE FUNCTION OF HIGHWAY
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ln( EDP) a b ln ( IM )= + (1)Probab
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terms of global and local bridge pe
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Figure 3. Bridge column component d
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5.2 Method B: MDOF Residual Displac
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calculated using a 2 dimensional mu
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MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
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2.50.1000Spectral Accel. (g)2.01.51
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Results indicate that 33% of the re
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4.1.2 Elastic vs. Inelastic ModelsF
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The increased dispersion leads to h
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AN ANALYSIS ON THE SEISMIC PERFORMA
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The survey stood on the condition t
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who decide the design force levels
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It is interesting to clarify whethe
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concluded that the dependence of in
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Table 10. Problems of performance-b
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DEVELOPMENT OF NEXT-GENERATION PERF
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ground shaking hazard, probable str
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Vulnerability of buildings to losse
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Peak Interstory Drfit Ratio0.120.10
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Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
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APPLICATIONS OF PERFORMANCE-BASED E
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PRACTICAL ADAPTATION FOR STAKEHOLDE
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cost premium for the more expensive
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The future techniques will improve
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Benefit-cost ratio(BCR) 2.5UC Berke
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motivation to change the way they w
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CHANGING THE PARADIGM FOR PERFORMAN
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Ideally, the preliminary design of
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ModelM1M2M3Table 1. Description of
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Sample results from the response-hi
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In FEMA 273/356, the intersection o
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(M8 and M9) and the isolated frames
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THE ATC-58 PROJECT PLAN FOR NONSTRU
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The development of next-generation
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for these flexible nonstructural co
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spectra is several times larger tha
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The variability is associated with
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functions for a wide variety of non
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SIMPLIFIED PBEE TO ESTIMATE ECONOMI
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One can show (Porter et al. 2004) t
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( )FDM| EDP= xdm = 1 −FRdm , + 1,
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1. Facility definition. Same as in
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Table 1. Approximation of seismic r
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The EAL values shown in Figure 3 mi
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ASSESSMENT OF SEISMIC PERFORMANCE I
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where e -λτ is the discounted fac
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IDR 3[rad]σPFAIDR34(g)σ PFA4media
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Figure 3a, shows an example of frag
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P(C LVCC i |IM )1.00.80.60.40.20.00
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E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
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SEISMIC RESILIENCE OF COMMUNITIES
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2. RESILIENCE CONCEPTSResilience fo
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quantification tools could be used
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structure remains elastic. This is
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of Figure 7a will be used. It is as
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Nigg, J. M. (1998). Empirical findi
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acceleration with a 475-year return
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limit states, the suggestions given
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∆NSLsi= SϑH(5)iTFor column-sway
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Pinto et al., 2004). The probabilit
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The main difficulty in assigning a
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Crowley, H., R. Pinho, and J. J. Bo
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analytical models generally have si
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Figure 2. Structure of the response
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can be used as a random variable of
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4. DERIVATION OF THE VULNERABILITY
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5. CONCLUSIONSDerivation of vulnera
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REFERENCESAbrams, D. P., A. S. Elna
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In general, these types of bench-mo
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where & x&(t ) = acceleration at th
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science building. The lateral load-
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emain the same, the magnitude of sl
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of sliding thresholds, are desirabl
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Retrofit of Nonstructural Component
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was developed to accommodate these
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tested by Meinheit and Jirsa are us
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where D is the maximum drift and N
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in predicting damage as well as rep
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4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
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• The influence on the dynamic re
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deviations σ and correlation coeff
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The first three modes of vibration
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Details about the ten records selec
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to allow a quantitative assessment
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Cornell A. C., F. Jalayer, R. Hambu
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limited possibilities of overcoming
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uildings, up to five stories high (
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Efficiency η, %100806040203D-RWBW-
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Table 1. Performance criteria for c
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Because the analytical model strong
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REFERENCESAguilar, G., R. Meli, R.
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tests of its type ever conducted. T
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end work-point to work-point). And
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Fig. 5 shows the actual application
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3Roof Disp. (mm)250200150100500-50-
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Base Shear (kN)Base Shear (kN)40002
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8. CONCLUSIONSBased on the test and
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REAL-TIME DYNAMIC HYBRID TESTING OF
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:::::2004) can be formulated using
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The structure to be simulated is di
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measurements, to the modeling of th
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Figure 8. Two stories (left) and hy
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ROLES OF LARGE-SCALE TEST FOR ASSES
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mid-height in the third story, at w
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cycles were repeated for each ampli
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the tests with ALC panels were excl
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the relationship between the moment
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attachment details adopted for inst
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FULL-SCALE LABORATORY TESTING: STRA
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economic losses resulting from the
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4. OBJECTIVES AND OUTCOME OF STRUCT
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15001000500Shear [kN]0-8.0 -6.0 -4.
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5.1 3D Tests on a Torsionally Unbal
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Non-linear substructuring was recen
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PERFORMANCE BASED ASSESSMENT — FR
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4 x 50 m = 200 mC1 C2 C3h u = 7 mh
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some procedures are (contrary to th
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5 th floor disp. [cm]0.60.0-0.6CC =
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While the global drift of the build
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the use of such connections in eart
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I d = 0.25elastic limitmaximum resi
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As regards the influence of differe
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ON GROUND MOTION DURATION AND ENGIN
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time between the first and last acc
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FyFyFyFFFkk0.03kδδδcover a large
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T5b, T13a, T13b, T20a and T20b can
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Tabled results show that in the cas
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0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
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ON DRIFT LIMITS ASSOCIATED WITH DIF
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BehaviourElasticInelasticCollapseDa
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Other factors such as the applied l
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4. MOMENT RESISTING FRAMES4.1 Ducti
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5Ductility factor432100 0.2 0.4 0.6
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5.1 Flexural Structural WallsAn exa
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MODAL PUSHOVER ANALYSIS: SYMMETRIC-
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Floor963SeattleNonlinear RHAFEMA1st
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The peak modal demands r n are then
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9BostonSeattleLos AngelesFloor63RSA
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5. EVALUATION OF MPA: UNSYMMETRIC-P
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Without additional conceptual compl
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AN IMPROVED PUSHOVER PROCEDURE FOR
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for a response governed by the fund
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2.2 Modal ScalingThe principal aim
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2.3 Pushover-History AnalysisSubsti
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(3) Calculate cumulative scale fact
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46.4 58 58 58 58 58 58 58 58 58 58
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EXTENSIONS OF THE N2 METHOD — ASY
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The strength reduction factor due t
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The relations apply to SDOF systems
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in X-direction pushover curves prac
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As an example, an idealized force-d
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The IN2 curve can be used in the pr
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HORIZONTALLY IRREGULAR STRUCTURES:
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Dutta and Das (2002, 2002b and refs
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They tested the procedure on three
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Table 1. Properties of the 4 WallsW
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The following is a summary of two s
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ectangular concrete deck supported
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REFERENCESAlmazan, J. L., and J. C.
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Rosenblueth, E. (1957). “Consider
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instantaneous period of vibration a
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value of the maximum plastic deform
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(a) elastic-perfectly plastic type(
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where a is the constant peculiar to
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Referring to Eq. (15), the natural
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-The effective period obtained by u
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eal damage data, rather than theore
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liquefaction-induced damage. This i
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Figure 5. Selected damage distribut
Page 418 and 419: Figure 6. Idealized capacity spectr
Page 420 and 421: I’ for the ductile case, as expec
Page 422 and 423: This study has shown that a modific
Page 424 and 425: thickness of the inner wall is usua
Page 426 and 427: 4. EARTHQUAKE GROUND MOTION INPUT A
Page 428 and 429: 5.2 Performance Levels and Limit St
Page 430 and 431: where λ I jis the occurrence rate
Page 432 and 433: intensity VI because the number of
Page 434 and 435: and thus are not considered in seis
Page 436 and 437: The values of the displacement modi
Page 438 and 439: 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
Page 462 and 463: 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 470 and 471: NEW MODEL FOR PERFORMANCE BASED DES
Page 472 and 473: (a) interior beam-column joint(b) k
Page 474 and 475: yxVN =VADjDBABLD jDOV cOVCN= VLV bV
Page 476 and 477: 3.3.2 B-modeThe equilibrium conditi
Page 478 and 479: 3.6 Failure ModeBased on the calcul
Page 480 and 481: 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
Page 496 and 497: Relative Height20118160.8140.6 1210
Page 498 and 499: Yield Strength Coefficient, Cy2.01.
Page 500 and 501: Yield Strength Coefficient, Cy*1.61
Page 502 and 503: 2.6 Preliminary DesignIn the preced
Page 504 and 505: 4. CONCLUSIONSIn the space availabl
Page 506 and 507: EXAMINATION OF THE EQUIVALENT VISCO
Page 508 and 509: of the bilinear model with the ener
Page 510 and 511: 3. STUDY PARAMETERS AND ASSESSMENT
Page 512 and 513: decided to investigate the accuracy
Page 514 and 515: DISPLACEMENT(m)DISPLACEMENT (m)DISP
Page 516 and 517: The results for all 100 earthquake
Page 518 and 519:
CONTRASTING PERFORMANCE-BASED DESIG
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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
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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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