Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS between concrete slab and column imposed in the model can be realized reality by means of some designed rebars or stirrups, which connect the two portions of concrete and permit the formation of the concrete struts due to presence of high resistance in shear, directly by friction, indirectly by shear yielding of the rebars or of the stirrups. The above-mentioned details are reported in Figure 4.45. Figure 4.45. Detail in the concrete slab for activating Mechanism 2 149
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS 4.9 Numerical analyses of the prototype structure The behaviour of the prototype structure described above was simulated by means of a 2D numerical model of the main frame. All the constitutive elements, i.e. composite beams, composite partially encased columns, base joints, were modelled by using their actual geometrical and mechanical characteristics. Moreover, on the basis of the results obtained from the analyses of the tested specimens, it was possible to calibrate the analytical model of the semi-rigid partial strength joint, both for the exterior and for the interior configuration. As said before, the composite beam-to-column joint is modelled using a rotational spring to simulate the connections and a rectangular articulated polygon with a translational spring simulating the column web panel. Due to the inaccuracy of the analytical model obtained by applying the component method (Eurocode 3, 2001), the experimental response was reproduced by means of a hysteretic Bouc-Wen model with damage rules implemented in the program IDARC 2D (Valles et al, 1996): the smooth hysteretic model of Sivaselvan and Reinhorn (1999). In Figure 4.46 a scheme of the numerical model used for the simulations is represented. 402 mm 3098 mm 402 mm 2760 mm 290 mm 150 242 mm 6748 mm 262 mm 4748 mm 242 mm +6.85 m +3.35 m 0.00 m Figure 4.46. Scheme of the numerical model used for the simulations By means of this numerical model both the non-linear static pushover (NSP) analysis and the incremental dynamic analysis (IDA) have been conducted. Hereinafter, the main results of these analyses will be discussed. The results of these analyses in term of maximum plastic rotation at the joint, total amount of dissipated energy and cumulated damage in the dissipative zones, have permitted to choose the correct accelerogram to impose on the prototype structure in the ELSA laboratory by means of the Pseudo-Dynamic (PsD) technique.
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Dipartimento di Ingegneria Meccanic
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UNIVERSITÀ DEGLI STUDI DI TRENTO D
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Ai miei genitori
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INDEX 1 INTRODUCTION...............
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INDEX iii 4.10.3 Results of the PsD
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1.1 Introduction 1 1 INTRODUCTION I
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1. INTRODUCTION imposes precise con
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1. INTRODUCTION joints whilst 2D mo
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7 2 DUCTILITY AND SEISMIC RESPONSE
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2. DUCTILITY AND SEISMIC RESPONSE O
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3. SEISMIC BEHAVIOUR OF BOLTED END
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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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6. SUMMARY, CONCLUSIONS AND FUTURE
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