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
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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES<br />
• Task 4: definition <strong>of</strong> design rules <strong>and</strong> preparation <strong>of</strong> a design tool for<br />
178<br />
practice: Tables <strong>of</strong> H steel sections able to substitute reinforced concrete<br />
column <strong>of</strong> typical sizes, considering a minimum composite activation.<br />
The <strong>seismic</strong> design <strong>of</strong> <strong>the</strong> columns embedding steel pr<strong>of</strong>iles, successively verified<br />
on <strong>the</strong> basis <strong>of</strong> experimental tests, has been executed by using <strong>the</strong> rules included<br />
in <strong>the</strong> following st<strong>and</strong>ards:<br />
• prEN 1991-1-1:2001 “Actions on structures, Part 1-1: general actions,<br />
densities, self-weight, imposed loads for buildings” - Final Draft, July 2001;<br />
• prEN 1992-1:2001 “Design <strong>of</strong> concrete. Part 1: general rules <strong>and</strong> rules for<br />
buildings” –Draft n° 2, January 2001;<br />
• prEN 1993-1-1:2000 “Design <strong>of</strong> steel structures. Part 1.1: general rules”<br />
Draft n° 2, August 2000;<br />
• prEN 1994-1-1:2001 “Design <strong>of</strong> composite steel <strong>and</strong> concrete structures.<br />
Part 1-1: general rules <strong>and</strong> rules for buildings” – Draft n° 3, March 2001;<br />
• prEN 1998-1:2001 “Design <strong>of</strong> structures for earthquake resistance. Part 1:<br />
general rules, <strong>seismic</strong> actions <strong>and</strong> rules for buildings” –Draft n°3, May<br />
2001.<br />
Moreover, <strong>the</strong> steel pr<strong>of</strong>iles for strong <strong>and</strong> weak axis bending have been chosen by<br />
matching simple design criteria developed at <strong>the</strong> University <strong>of</strong> Liege. They should<br />
aim to provide a simple constructional measure, which obviate <strong>the</strong> s<strong>of</strong>t storey type<br />
failure <strong>of</strong> a building. This constructional measure should:<br />
• provide ductility;<br />
• provide a column which, at <strong>the</strong> ultimate stage where concrete would be locally<br />
crushed in plastic hinges, <strong>the</strong> steel section would provide enough axial strength<br />
<strong>and</strong> a plastic moment <strong>and</strong> a stiffness similar to those <strong>of</strong> <strong>the</strong> reinforced concrete<br />
column.<br />
From <strong>the</strong> obtained knowledge on joint <strong>and</strong> member responses, a numerical FE<br />
model <strong>of</strong> <strong>the</strong> beam-to-column joint sub-assemblage has been developed to<br />
examine its <strong>seismic</strong> <strong>behaviour</strong> through non-linear analyses. This analytical work<br />
permitted to predict <strong>the</strong> performance <strong>of</strong> <strong>the</strong> joint <strong>and</strong> to propose appropriate<br />
analytical formulas for <strong>the</strong> estimation <strong>of</strong> <strong>the</strong> yield <strong>and</strong> ultimate strength both <strong>of</strong> <strong>the</strong><br />
columns <strong>and</strong> <strong>of</strong> <strong>the</strong> beam-to-column joint subjected to very <strong>high</strong> <strong>seismic</strong> shear<br />
forces.