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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS inc-b tr500-a tr125-a inc-c tr125-c inc-a inc-e tr500-b tr500-c tr125-b tr125-d inc-d Figure 4.55. Interior beam-to-column joint measurement equipment 4.10.2 Results of the PsD test n° 1 The behaviour of the structure was essentially elastic and no damage could be observed at the beam-to-column joints and at the base joints. Only at the bottom storey some little cracks were present on the slab in the joint areas, all parallel to the transverse beams and starting from the edges of the steel sections of the columns. Due to the presence of the concrete blocks at the second level, cracking developed in the transverse direction, mainly on the column line. At the first step of the Spatial Model procedure the frequencies of the first and second mode have values equal to 2.31 Hz and to 7.81 Hz, respectively. The mean value of the modal damping is very low, equal to 1.03% for the first mode and to 0.69% for the second one. The maximum interstorey drifts reached at the first and second level are –9.7 mm and –12.3 mm, respectively. These correspond to a value of about 0.35% of the interstorey height. 4.10.3 Results of the PsD test n° 2 The objective of the second test was to induce into the structure a first yielding with no excessive damage. From a first visual inspection it could be observed that: • no damage occurred at the column base, no crashing or spalling of the concrete and no local buckling in the steel flanges; 163
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS • thin cracks developed transversally in the mortar under the base plates and in 164 the concrete blocks in line with the hocked rebars and the middle of the column section; • there was no visible gap between the end plate and the column flange; • new cracks developed in the concrete slab. The cracks induced into the slab were found to be more evident at the bottom storey and in the exterior beam-to-column joints. Therefore, damage seemed to be more pronounced on the exterior frames than on the interior ones, probably due to a larger effective slab width of the first, combined with possible in-plane deformations of the floor diaphragm at level 1. In the beam-to-column joint areas, on the interior side of the columns, cracks developed mainly parallel to the transverse beams in line with or in front of the interior columns, while, on the exterior one, an inclined cracking pattern formed under hogging bending moment. No spalling of the compressed concrete could be observed. At the column base no damage developed, no cracking and no local instabilities could be observed. On the contrary in the grout at the base joints some thin vertical cracks appeared in the transverse direction, on the line of the hocked rebars. From the experimental results it was possible to recognize, directly from the measurement equipment, how the joints worked in terms of rotation. In Figure 4.56 the maximum rotation reached by the beam-to-column joints (web panels, connections and global joints) are shown. The values of rotation of the web panels and the connections are evaluated at the instant of maximum rotation in the joint. +2.4 mrad -0.9 mrad +3.2 mrad -1.7 mrad +3.9 mrad -1.4 mrad +1.5 mrad -0.5 mrad +5.4 mrad -2.0 mrad +2.2 mrad -0.3 mrad +1.4 mrad -5.8 mrad +0.0 mrad -1.7 mrad +2.4 mrad -6.5 mrad -0.2 mrad -1.4 mrad +1.4 mrad -4.1 mrad +2.6 mrad -5.1 mrad +3.2 mrad -3.6 mrad +5.6 mrad -2.9 mrad +1.8 mrad +0.5 mrad +3.0 mrad +2.2 mrad +1.6 mrad -3.4 mrad +0.4 mrad -1.5 mrad +4.1 mrad -10.1 mrad +5.6 mrad -12.1 mrad +1.2 mrad -1.9 mrad -1.5 mrad +2.0 mrad A3 A2 A1 Figure 4.56. Maximum values of rotation reached by the beam-to-column joints of the interior frame during the PsD test n°2 II I
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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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