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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS Incremental dynamic analysis Figure 4.48. Relation between Se(T * ) and d* for T * < Tc Figure 4.49. Relation between Se(T * ) and d* for T * > Tc As said in Chapter 2, the Incremental Dynamic Analysis (IDA) technique consists of a series of non-linear analyses of the structure for a ground motion that is increased in amplitude, until instability of the structure is predicted. This analysis is repeated for multiple ground motions, so that statistics on the variation of demand and capacity with ground motion character can be attained. This procedure was followed in doing this analysis as follows: a. Choice of a suite of accelerograms representative of the site and hazard level. b. Performance of an elastic time history analysis of the building for one of the accelerograms. Plotting of the point on a graph whose vertical axis is the spectral ordinate for the accelerogram at the first period of the building and horizontal axis is the maximum calculated drift at any story. Drawing of a straight line from the origin of the axis to this point. The slope of this line is 155
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS 156 referred to as the elastic slope for the accelerogram. Calculation of the slope for the rest of the accelerograms using the same procedure and calculation of the median slope. The slope of this median line is referred to as the elastic slope, Se. c. Performance of a non-linear time history analysis of the structure subjected to one of the accelerograms. Plotting of this point, called ∆1, on the graph. d. Increase of the amplitude of the accelerogram and repeat step c. This may be done by multiplying the accelerogram by a constant, which increases the spectral ordinates of the accelerogram by 0.1g. Plotting of this point as ∆2. Repetition of step 4 until the structure will be a mechanism or the maximum rotation capacity of the components will be reached. When this condition is reached, ∆i is the global drift capacity for this accelerogram. e. Choice of another accelerogram and repetition of steps c through d this for each accelerogram. The median capacity for global collapse is the median value of the calculated set of drift limits. The factors that affect the curve of the Incremental Dynamic Analysis (IDA) are P-∆ effects, increment used for the analysis, ground motions used, strain hardening ratio, shifting of fundamental period due to non-linearity, higher mode effects, and shifting of maximum story drift location. The accelerograms employed are characterized by strong motion duration of 10 sec with rise and decay periods of 2,5 and 5,0 secs respectively as shown Table 4.6. The generation of the spectrum compatible accelerograms was done according to the method provided by Clough and Penzien (1993). At the end of the generation process, in order to remove the drift in terms of displacement and velocity in all the accelerograms, the method of the linear baseline correction proposed by Meskouris (2000) was applied. ∆tr [sec] ∆tsm [sec] ∆td [sec] 2,5 10,0 5,0 Table 4.6. Rise, decay and strong motion durations employed for the generation of the accelerograms The generated spectrum compatible accelerograms were three and they were referred to as A-03, A-12 and A-14. It is important to underline that the accelerogram employed for the pseudo-dynamic tests on the prototype structure was sorted out basing on the possible values and localization of the damage induced into the structure at the collapse limit state. The selection of the accelerogram was done considering the following parameters:
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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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4. SEISMIC RESPONSE OF PARTIAL-STRE
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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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6. SUMMARY, CONCLUSIONS AND FUTURE
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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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