<p>U radu su analizirani uticaji parametara: klase dukktilnosti,<br />projektnog seizmičkog dejstva i spratnosti na seizmički odgovor AB<br />okvira projektovanih prema evropskim normama EN 1992 - 1 i EN 1998 -<br />1.Odgovor konstrukcije, dobijen primenom nelinearnih statičkih i<br />dinamičkim metoda, je razmatran na globalnom, spratnom i lokalnom<br />nivou. Procena stanja je sprovedena pre svega direktnim poređenjem<br />zahteva rotacije tetiva stubova i greda okvira sa kapacitetom za dva<br />granična stanja prema EN 1998 - 3. Pored toga, upoređeni su zahtevi sa<br />kapacitetom u pogledu duktilnosti krivina kritičnih poprečnih<br />preseka i zahtevi odnosa međuspratnog pomeranja i spratne visine sa<br />tipičnim vrednostima za očekivani nivo oštećenja konstrukcije.</p> / <p>The paper analyzed influence of parameters: ductility class, design seismic<br />actions and the number of story on seismic response of RC frames designed<br />according to EN 1992-1 and EN 1998-1. Seismic response, obtained using<br />nonlinear static and dinamic methods, at global, storey and local levels was<br />discussed. Assessment was carried out primarly by direct comparison chord<br />rotation RC frames columns and beams demands with a capacity of two limit<br />states according to EN 1998-3. In addition, curvature ductility critical regions<br />demands and capacitiy and inter storey drift demands and tipical values for<br />expected level of structural damage, were compared.</p>

Controlled Rocking Steel Braced Frames (CRSBFs) have been developed as a high-performance structural solution to resist seismic forces, due to their ability to minimize structural damage and self-centre the structure back to its original position after an earthquake. A CRSBF is intentionally allowed to uplift and rock on its foundation, which acts as the nonlinear mechanism for the system rather than member yielding and buckling. While the CRSBF is in the rocking phase, the response of the system is controlled by prestressing which anchors the frame to the foundation and energy dissipation devices which are engaged by uplift. Although CRSBFs have shown promising structural performance, an assessment of the overall effectiveness of this system must also consider the performance of nonstructural components which have a significant impact on the safety and economic performance of the system. The purpose of this thesis is to compare the performance of nonstructural components in buildings with CRSBFs to their performance in a conventional codified system such as a buckling restrained braced frame (BRBF), while also investigating which design parameters influence nonstructural component demands in CRSBFs. The responses of various types of nonstructural components, including anchored components, stocky unanchored components that slide, and slender unanchored components that rock, are determined using a cascading analysis approach where absolute floor accelerations generated from nonlinear time-history analyses of each structural system are used as input for computing the responses of nonstructural components. The results show that the trade-off of maintaining elastic behaviour of the CRSBF members is, in general, larger demands on nonstructural components compared to the BRBF system. The results also show that the stiffness of the frame and vibration of the frame in its elastic higher modes are the main influencers for nonstructural component demands in buildings with CRSBFs, while energy dissipation has a minimal impact. / Thesis / Master of Applied Science (MASc) / Controlled Rocking Steel Braced Frames (CRSBFs) have been proposed as a high-performance structural system that resists earthquake forces on buildings. This system has the ability to minimize damage to structural members and self-centre the building back to its original position after an earthquake, two characteristics that are typically not achieved by current conventional systems. However, an assessment of the CRSBF’s overall effectiveness cannot be limited to the consideration of only the structural skeleton, as the performance of nonstructural components (e.g. architectural elements, mechanical and electrical equipment, furnishings, and building contents) that are not part of the structural skeleton can have a significant impact on the safety and economic performance of earthquake resisting systems. This thesis compares the demands on nonstructural components in buildings with CRSBFs to their demands in a more conventional system during earthquake motions. The results show that the trade-off for avoiding damage to structural members in the CRSBFs is often higher demands on the nonstructural components.