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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS • on the exterior frame, the connection of the joint A1-I reached a value of rotation, under hogging bending moment, equal to 19 mrad. The main reason for this behaviour is the failure of the concrete on the exterior side, probably due to local tensile stresses grown in a reduced effective width. The same behaviour was observed in the tests conducted at the University of Pisa on the joint substructures; • in all the other joints the web panel rotated more than the connections. The displacements, the interstorey drifts, the restoring forces and the shear forces at the two levels are shown in Figure 4.59, while the results in terms of frequencies and modal damping are shown in the Figure 4.60. In this case the equivalent damping reached higher values, due to the hysteretic behaviour of the structure. The maximum value of the interstory drift is 110 mm while the maximum displacement at the second level is 198 mm. 4.10.5 Results of the PsD test n° 4 The objective of the 4 th test was to simulate the Collapse Limit State. From the visual inspection and the processing of the experimental results it could be observed that the behaviour of the beam-to-column and the base joints was comparable with that of the 3 rd test. The only difference was the increase of the values of the maximum rotations. At the base columns no cracking of concrete or local buckling was seen. In this test the maximum value of the interstorey drift is 154 mm, which corresponds to a value of 4.43% of the height. The maximum displacement at the second level is 266 mm. 4.10.6 Results of the cyclic test As described in the previous paragraph, the cyclic test was performed by imposing the displacements at the top storey and fixing the ratio between the reactions at the two levels R1/R2. This factor was estimated by applying the spectral theory of the equivalent static analysis. From the results of the last PsD test it was possible to perform a calculation of the four elements of the stiffness matrix (as functions of time) and, by imposing the same interstorey drifts at the two levels, it could be observed how the ratio was equal to the one previously calculated. While on the A1-I joint the cracks on the slab were similar to those seen after the PsD tests, on the A3-I and C3-I joints the diagonal cracking at the exterior side started from the interior corner and the middle of the columns. 167
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS 168 Figure 4.59. Results in terms of displacements, interstorey drifts (I-S Drift), restoring forces and shear forces at the two levels for the PsD test n°3
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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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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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