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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS · the maximum rotation and local damage in the joints; · the local damage in the columns; · the value of the ratio between the input energy and the total hysteretic energy dissipated. After the elaboration of the numerical analyses, the accelerogram A-14 was chosen because of the highest level of damage induced in the joints and the lower values of damage in the columns. This last parameter was taken into account in order to avoid dangerous global collapse due to the loss of stability at the base level. The main characteristics of the accelerogram A-14 are reported in Figure 4.50. a [m/sec 2 ] spost. [m] 5.00 4.00 3.00 2.00 1.00 0.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 -1.00 -2.00 -3.00 -4.00 -5.00 0.15 0.10 0.05 time [sec] 0.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 -0.05 -0.10 -0.15 Sa [m/sec 2 ] 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 (a) (b) time [sec] vel. [m/sec] 0.40 0.30 0.20 0.10 -0.10 -0.20 -0.30 -0.40 T [sec] 0.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 time [sec] (c) (d) Figure 4.50. (a) Accelerogram A-14 employed for the analyses; (b) Elastic response spectrum of the accelerogram A-14 with ξ equal to 5%; (c) Integrated base displacements after the application of the baseline correction; (d) Integrated base velocity after the application of the baseline correction Main results The pushover and the incremental dynamic analysis was performed and then compared. Hereinafter the main results are reported in Table 4.7, whereas the obtained response curves are plotted in Figure 4.51. The uniform and triangular curves of the pushover analysis represent the upper and lower limit of the response curve obtained by the IDA (Antoniou et al, 2002). Moreover, in our case, 157
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS the curve that corresponds to lateral load proportional to the 1 st modal shape underestimates the response curve of the IDA in the zone with large non-linear deformations; the curve obtained with a uniform load distribution overestimates the IDA curve in the first zone of the structural response up to a peak ground acceleration equal to 1.40g. V/W 158 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 W = 564,64KN 0,25 g 0,10 g 0.10g 0.25g 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Figure 4.51. Pushover vs. IDA curve obtained by the numerical analyses p.g.a. 1.40g δ/H 1.80g 1,4 g 2.00g EC8 pushover analysis IDA First Modal Uniform δ (mm) Shear (kN) δ (mm) Shear (kN) δ (mm) 1,8 g Shear (kN) 0.10 g 16.2 109.0 15.7 115.85 23.4 164.2 0.25 g 40.6 265.4 39.2 283.5 43.7 253.1 1.40 g 227.2 638.1 219.8 717.1 179.8 720.2 1.80 g 292.1 649.3 282.6 734.1 227.8 759.6 2.00 g 324.6 655.0 313.9 739.7 240.0 768.2 Table 4.7. Pushover vs. IDA data obtained by the numerical analyses On the basis of the numerical results it was possible to determine the behaviour factor of the designed structure. Two different method were used: 2,0 g
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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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