Analysis and modelling of the seismic behaviour of high ... - Ingegneria
Analysis and modelling of the seismic behaviour of high ... - Ingegneria
Analysis and modelling of the seismic behaviour of high ... - Ingegneria
You also want an ePaper? Increase the reach of your titles
YUMPU automatically turns print PDFs into web optimized ePapers that Google loves.
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS<br />
Some remarks can now be made:<br />
• <strong>the</strong> joints <strong>of</strong> <strong>the</strong> interior instrumented frame, where only <strong>the</strong> web panels<br />
reached <strong>the</strong> elastic limit while no connection yielded at this point, are lower<br />
than <strong>the</strong> exterior ones;<br />
• <strong>the</strong> values <strong>of</strong> rotation are grater at <strong>the</strong> first level <strong>and</strong> on <strong>the</strong> column line 1.<br />
The <strong>behaviour</strong> <strong>of</strong> <strong>the</strong> interior joints was quite elastic <strong>and</strong> no permanent rotation<br />
could be recognized. Conversely, in <strong>the</strong> exterior frame, all <strong>the</strong> joints reached <strong>the</strong><br />
elastic limits. The main plastic mechanism started at about 12 sec, when probably<br />
<strong>the</strong> main inclined cracks on <strong>the</strong> exterior part <strong>of</strong> <strong>the</strong> slab developed. Never<strong>the</strong>less,<br />
<strong>the</strong> <strong>behaviour</strong> <strong>of</strong> <strong>the</strong> structure was essentially elastic <strong>and</strong> no damage could be<br />
observed.<br />
4.10.4 Results <strong>of</strong> <strong>the</strong> PsD test n° 3<br />
The objective <strong>of</strong> <strong>the</strong> third test was to simulate <strong>the</strong> Ultimate Limit State, trying to<br />
make <strong>the</strong> joints rotate at least 35 mrad in <strong>the</strong> plastic range. From a first visual<br />
inspection <strong>of</strong> <strong>the</strong> beam-to-column joints, so as for <strong>the</strong> previous test, <strong>the</strong> damage<br />
was located more at <strong>the</strong> first level on <strong>the</strong> column line 1 <strong>and</strong> on <strong>the</strong> exterior frames.<br />
In <strong>the</strong> beam-to-column joints at Level 1, shear yielding <strong>of</strong> <strong>the</strong> web panel at <strong>the</strong><br />
interior joints was observed, while at <strong>the</strong> exterior joints, under hogging bending<br />
moment, a flexural <strong>behaviour</strong> <strong>of</strong> <strong>the</strong> beam end plates was noticed. After <strong>the</strong> test,<br />
only little permanent deformations could be observed in <strong>the</strong> steel elements.<br />
Figure 4.57. Rupture <strong>of</strong> <strong>the</strong> compressed concrete on <strong>the</strong><br />
interior side <strong>of</strong> <strong>the</strong> C1-I joint<br />
165