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Title:Projektiranje enoetažnih armiranobetonskih montažnih hal po novem Evrokodu 8 : Povzetek projektiranja po metodi sil in njegova ocena z N2-metodo
Authors:ID Isaković, Tatjana (Author)
Files:URL URL - Source URL, visit https://www.zveza-dgits.si/wp-content/uploads/2025/03/GV-03-25.pdf
 
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Language:Slovenian
Typology:1.01 - Original Scientific Article
Organization:Logo ZDGITS - Union of associations of Slovenian civil engineers and technicians
Abstract:Predstavljeni so značilni koraki in rezultati potresnega projektiranja širokega nabora enonadstropnih armiranobetonskih montažnih hal po metodi sil v skladu z drugo generacijo standarda Evrokod 8. Merodajen kriterij, ki je določal minimalne dimenzij stebrov, je bila omejitev njihovega maksimalnega pomika na največ 2% višine stebra. Pri projektiranju je bil v vseh primerih upoštevan faktor obnašanja q = 3 in reducirana efektivna upogibna togost, ki je znašala 50% teoretične togosti, ki ustreza bruto prečnemu prerezu. Potresni odziv tako projektiranih stavb je bil ocenjen z nelinearno potisno analizo (N2-metodo). Izkazalo se je, da je povprečni zasuk stebrov približno dvakrat večji od vrednosti, ki je bila upoštevana pri projektiranju. Tudi vplivi teorije drugega reda so bili, v splošnem, nepričakovano veliki, še zlasti v visokih stebrih, kjer so presegli dovoljene vrednosti. Glavni razlogi za velike razlike med elastično in nelinearno analizo sta bila poljubno izbrani faktor obnašanja q in poljubno reducirana efektivna togost konstrukcij, ki nista bila ustrezno korelirana. Efektivna togost v elastični analizi je bila približno dvakrat večja kot tista v nelinearni analizi. Podrobna analiza razlik med elastično in nelinearno analizo in postopek projektiranja, ki odpravi te razlike, sta prikazana v spremljajočem članku.
Keywords:Evrokod 8 druge generacije, projektiranje po metodi sil, projektiranje za vpliv potresne obtežbe, enoetažne armiranobetonske montažne hale, nelinearna potresna analiza
Publication status:Published
Publication version:Version of Record
Publication date:01.03.2025
Publisher:Zveza društev gradbenih inženirjev in tehnikov Slovenije
Year of publishing:2025
Number of pages:str. 3-15
Numbering:Letn. 74, Št. 1
PID:20.500.12556/DiRROS-22700 New window
UDC:624.04:531.2
ISSN on article:0017-2774
COBISS.SI-ID:229958915 New window
Note:Nasl. v slov. in angl., besedilo v slov.;
Publication date in DiRROS:18.06.2025
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Downloads:152
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Record is a part of a journal

Title:Gradbeni vestnik : glasilo Zveze društev gradbenih inženirjev in tehnikov Slovenije
Shortened title:Gradb. vestn.
Publisher:Zveza društev gradbenih inženirjev in tehnikov Slovenije
ISSN:0017-2774
COBISS.SI-ID:859140 New window

Document is financed by a project

Funder:ARIS - Slovenian Research and Innovation Agency
Project number:P2-0185-2019
Name:Potresno inženirstvo

Licences

License:CC BY-SA 4.0, Creative Commons Attribution-ShareAlike 4.0 International
Link:http://creativecommons.org/licenses/by-sa/4.0/
Description:This Creative Commons license is very similar to the regular Attribution license, but requires the release of all derivative works under this same license.

Secondary language

Language:English
Title:Design of single-story reinforced concrete precast buildings according to new Eurocode 8
Abstract:The article provides an overview of the steps and outcomes of the force-based seismic design for a broad range of singlestory precast reinforced concrete buildings according to the second generation of Eurocode 8. The criterion defining the crosssectional dimensions of the columns was the 2% drift limitation. Buildings were designed considering a behaviour factor of q = 3 and an effective stiffness equal to 50% of the stiffness corresponding to the gross cross-section. The seismic response of the analysed buildings was evaluated using nonlinear pushover analysis (N2 method). It was found that the chord rotations of the columns were roughly double the value accounted for in the design. The second-order effects were also unexpectedly large, particularly in taller columns, where they exceeded permissible limits. The main causes for the substantial discrepancies between elastic and nonlinear analysis were an arbitrarily chosen behaviour factor q and an arbitrarily reduced effective stiffness, which were improperly aligned. The effective stiffness in the elastic analysis was nearly twice as high as observed in the nonlinear analysis. A comprehensive review of the differences between elastic and nonlinear analysis, along with a design method to address these gaps, is given in the accompanying article.
Keywords:second generation of Eurocode 8, force-based design, seismic design, single-story precast reinforced concrete buildings, nonlinear seismic analysis


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  1. Gradbeni vestnik

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