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Name ofSpecimenTable 2. Comparison of prediction and test resultsClosing467OpeningObserved Predicted Observed PredictedM testk•NmFail.modeM calck•NmM test------------M calcM j /M bM testk•NmFail.modeM calck•NmM test------------M calcM j /M bReferenceL-BH1 202 J 248 0.81 0.91(J) 145 J 154 0.94 0.84(J) TabataL-BH2 218 J 248 0.88 0.91(J) 144 J 154 0.93 0.84(J) (2001)L-BU 285 J 272 1.04 0.98(J) 171 J 172 0.99 0.96(J)L-BP 221 T 272 0.81 0.98(J) 181 J 172 1.05 0.96(J)L-PP 279 J 272 1.03 0.98(J) 214 J 172 1.24 0.96(J)Mazzoni 1 105 (J)*1 122 0.86 0.95(J) 55 (T) 85 0.64 0.86(J) MazzoniMazzoni 2 106 (J) 130 0.82 1.00(B) 61 (T) 94 0.65 0.96(J) (1991)Mazzoni r 132 (B) 131 1.01 1.05(B) 114a (B) 111a*2 1.02 0.96(J)LP15-1 125 (J) 145 0.86 0.99(J) 89 B 98 0.90 0.89(J) AotaLP15-2 115 (J) 145 0.80 0.99(J) 89 B 98 0.91 0.89(J) (2001)LP15-3 118 (J) 145 0.82 0.99(J) 88 B 98 0.90 0.89(J)LP18-1 136 (J) 145 0.94 0.99(J) 100 B 98 1.02 0.89(J)LP18-2 117 (J) 122 0.96 1.02(B) 83 B 84 0.98 0.91(J)LP18-3 75 T 122 0.61 1.02(B) 90 B 84 1.07 0.91(J)LP16-4 185 J 180 1.03 0.96(J) 126 B 123 1.03 0.85(J)LP20-5 122 B 116 1.05 1.12(B) 79 B 83 0.95 1.08(B)Knee J1 41 (B) 42 0.97 1.02(B) 33 (J) 33 1.02 0.90(J) MeggetKnee J2 40 (B) 42 0.96 1.02(B) 34 (J) 33 1.04 0.90(J) (1998)Knee J3 49 (B) 51 0.96 1.12(B) 41 (B) 43 0.95 1.04(B)Knee J4 48 (B) 51 0.94 1.10(B) 31 (B) 29 1.07 1.17(B)Knee J6 51 (B) 50 1.01 1.12(B) 34 a (B) 40a 0.85 1.07(B)Knee J7 73 (B) 81 0.89 1.05(B) 60 (J) 66 0.92 0.94(J)Knee J9 47 (B) 52 0.92 1.05(B) 34 a (J) a39 0.87 0.94(J)Knee J10 50 (B) 52 0.98 1.04(B) 35 a (B) 39a 0.91 0.94(J)Knee J14 55 (B) 51 1.09 1.13(B) 37 a (J) a40 0.92 1.08(B)L-1 213 B 159 1.34 1.16(B) 128 B 102 1.26 1.08(B) NakazawaL-2 234 B 190 1.23 1.25(B) 146 B 117 1.25 1.22(B) (2002)L-3 125 B 109 1.15 1.17(B) 78 B 69 1.13 1.11(B)L-4 213 B 162 1.31 1.30(B) 127 B 98 1.30 1.31(B)L-5 195 B 159 1.23 1.16(B) 128 B 102 1.26 1.08(B)L-6 209 B 159 1.32 1.16(B) 125 B 102 1.23 1.08(B)L-7 209 B 159 1.32 1.16(B) 130 B 102 1.28 1.08(B)L-8 388 BJ 394 0.98 1.00(B) 233 BJ 232 1.00 0.85(J)L-9 422 BJ 400 1.05 1.07(B) 266 BJ 254 1.05 0.95(J)L-10 408 BJ 399 1.02 1.04(B) 253 BJ 249 1.01 0.93(J)L-11 407 BJ 399 1.02 1.04(B) 256 BJ 249 1.03 0.93(J)L-1 68 BJ 82 0.84 0.99(J) 48 BJ 55 0.86 0.88(J) CuiL-2 53 T 82 0.65 0.99(J) 44 BJ 55 0.79 0.88(J) (2003)L-3 77 BJ 82 0.95 0.99(J) 57 BJ 55 1.03 0.88(J)L-4 49 T 85 0.58 1.02(B) 57 BJ 55 1.02 0.88(J)L-5 52 T 85 0.61 1.02(B) 70a BJ 76a 0.92 0.79(J)L-6 87 BJ 85 1.03 1.02(B) 78a BJ 93a 0.85 0.72(J)L345-30-3 180 B 171 1.05 1.29(B) 117 B 92 1.27 1.53(B) InoueL345-30-3w 180 B 168 1.07 1.24(B) 120 B 95 1.26 1.38(B) (2003)L345-60-4 247 B 224 1.10 1.24(B) 164 B 126 1.30 1.36(B)L490-60-3 233 B 228 1.02 1.24(B) 156 B 129 1.21 1.34(B)L-180-S 33 T 71 0.46 0.89(J) 30 T 51 0.58 0.86(J) OkanoL-180-L 46 T 71 0.64 0.89(J) 29 T 51 0.58 0.86(J) (2003)LP-180-S 33 T 71 0.46 0.89(J) 26 T 51 0.50 0.86(J)L-90-S 31 T 71 0.43 0.89(J) 22 T 51 0.43 0.86(J)OT36B-T 194 B 264 0.73 1.03(B) 145 B 158 0.92 0.85(J) Nakamura(2003)*1 Observed failure mode were classified into J (joint shear failure), B(beam yielding failure) BJ (combination of B and J) or T(preamature anchorage failure) based on the decription in each report, while the notation in (parensis) means the observed failuremode is not clearly described in the report and determined by the author based on failure pattern and its load-deflection relation.*2 Specimens with notation a contains inclined bar in reentrant corner, the tensile capacity of the inclined bar were added to theestimated tensile capacity of longitudinal bars.
REFERENCESACI-ASCE Committee 352R-02. (2002). Recommendations for design of beam-column joints inmonolithic R.C. structures. 37pp.Aota K., T. Watanabe, T. Naruse and T. Morimoto. (2001). Study on Plate Anchorage in theJoint of the Highest Story. Proc. of Japan Concrete Institute, 23-3, 391-396 (in Japanese)Architectural Institute of Japan (AIJ). (1999). Design Guideline for Earthquake Resistant ReinforcedConcrete buildings Based on Inelastic Displacement Concept. Tokyo, Japan. (in Japanese).Cui Jianyu, S. Fujii, M. Nishiyama and F. Watanabe. (2003). Modeling of Load-ResistanceMechanism on Corner Joints, Journal of Structural and Construction Engineering AIJ,567, 101-109. (in Japanese).Inoue T., K. Masuo and N. Okamura. (2003). Ultimate Strength and Ductility of L Shaped and TShaped R/C Frames Using Mechanical Anchorages. Proc. of JCI, 25-2, 499-504. (in Japanese).Mayfield B., Fung-Knew Kong, A. Bennison and Julian C.D. Twiston Davies. (1971). CornerJoint Details in Structural Lightweight Concrete. ACI Journal, 68(5), 366-372.Mazzoni, S. et al. (1991). Cyclic response of RC beam-column knee joints test and retrofit,Report No.UCB/EERC-91/14, EERC and Dept. of Civil Engineering, Berkeley, California,18pp.Megget, Leslie M. (1988). The Seismic Behavior of Small Reinforced Concrete Beam-ColumnKnee Joints, Bulletin NZNSEE, 31(4), 215-245.Nakamura K., T. Kishimoto, Y. Ishiwata and S. Hattori. (2003). Experimental Study on L-Shaped Beam-Column Joint of Mechanical Anchorage using Circular Anchor Plate. Proc.of JCI, 25-2, 925-930. (in Japanese).Nakazawa H., N. Sakaguchi and M. Asai. Experiments on the structural capacity of reinforcedbeam-column joints using mechanical reinforcement. Proc. of JCI, 24-2, 847-852. (in Japanese).Okano H., T. Mukai and S. Nomura. (2003). Experimental Study on Behavior and Rehabilitationof R/C Beam-Column L-Joint. Proc. of JCI, 25, 475-480. (in Japanese).Shin, Yong-Woo, and H. Shiohara. (2004). Analysis on Ultimate Shear Strength of ReinforcedConcrete Knee joints. Journal of Structural Engineering, AIJ, 50B, 87-96. (in Japanese)Shiohara, H. (2001). New Model for Shear Failure of RC Interior Beam-Column Connections.ASCE Structural Journal, 127(2), 152-160.Shiohara, H. (2002a). Effects of Interaction between Joint Shear and Anchorage Force within R/C beam-column Joints on their Strength and Failure Modes. Proceedings 7NCEE, July 21-25, 2002, Boston, Massachusetts.Shiohara, H. (2002b). New Model for Joint Shear Failure of R/C Exterior Beam-column Joints.Proceedings of U.S.-Japan Workshop on PBEE for RC Structures, October 2002, Toba,Mie, Japan.Shiohara, H., and Yongwoo Shin. (2003). New Model for Joint Shear Failure of R/C KneeJoints. Proc. of the 5th U.S.-Japan Workshop on PBEE for Reinforced Concrete Structures,September 2003, Hakone, Kanagawa, Japan.Shiohara, H. (2004). Quadruple Flexural Resistance in R/C Beam-column Joints. Proc.13WCEE, Vancouver, B. C., Canada, August 1-6, 2004 (to be published).Tabata T., and N. Nishihara. (2001). Shear and Anchorage Capacity of Exterior, T-shaped and L-shaped beam-column-joint in RC frame. Proc. of JCI, 23, 373-378. (in Japanese).468
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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
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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
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 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
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 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
Page 520 and 521: 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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