{"?xml":{"@version":"1.0"},"edm:RDF":{"@xmlns:dc":"http://purl.org/dc/elements/1.1/","@xmlns:edm":"http://www.europeana.eu/schemas/edm/","@xmlns:wgs84_pos":"http://www.w3.org/2003/01/geo/wgs84_pos","@xmlns:foaf":"http://xmlns.com/foaf/0.1/","@xmlns:rdaGr2":"http://rdvocab.info/ElementsGr2","@xmlns:oai":"http://www.openarchives.org/OAI/2.0/","@xmlns:owl":"http://www.w3.org/2002/07/owl#","@xmlns:rdf":"http://www.w3.org/1999/02/22-rdf-syntax-ns#","@xmlns:ore":"http://www.openarchives.org/ore/terms/","@xmlns:skos":"http://www.w3.org/2004/02/skos/core#","@xmlns:dcterms":"http://purl.org/dc/terms/","edm:WebResource":[{"@rdf:about":"http://www.dlib.si/stream/URN:NBN:SI:DOC-FP892Q2H/93655ac4-e203-445d-b4c6-354312203641/PDF","dcterms:extent":"2300 KB"},{"@rdf:about":"http://www.dlib.si/stream/URN:NBN:SI:DOC-FP892Q2H/0be5e30b-5134-4f8d-aadc-d7bc85836ec7/TEXT","dcterms:extent":"51 KB"}],"edm:TimeSpan":{"@rdf:about":"1951-2026","edm:begin":{"@xml:lang":"en","#text":"1951"},"edm:end":{"@xml:lang":"en","#text":"2026"}},"edm:ProvidedCHO":{"@rdf:about":"URN:NBN:SI:DOC-FP892Q2H","dcterms:isPartOf":[{"@rdf:resource":"https://www.dlib.si/details/URN:NBN:SI:spr-OE4S1HGI"},{"@xml:lang":"sl","#text":"Gradbeni vestnik"}],"dcterms:issued":"2025","dc:creator":"Isaković, Tatjana","dc:format":[{"@xml:lang":"sl","#text":"številka:letn. 74"},{"@xml:lang":"sl","#text":"str. 16-28"}],"dc:identifier":["ISSN:0017-2774","COBISSID_HOST:229963011","URN:URN:NBN:SI:doc-FP892Q2H"],"dc:language":"sl","dc:publisher":[{"@xml:lang":"sl","#text":"Matična sekcija gradbenih inženirjev Inženirske zbornice Slovenije"},{"@xml:lang":"sl","#text":"Zveza društev gradbenih inženirjev in tehnikov Slovenije"}],"dc:subject":[{"@xml:lang":"sl","#text":"enoetažne armiranobetonske montažne hale"},{"@xml:lang":"sl","#text":"Evrokod 8 druge generacije"},{"@xml:lang":"en","#text":"force-based design"},{"@xml:lang":"sl","#text":"nelinearna potresna analiza"},{"@xml:lang":"en","#text":"nonlinear seismic analysis"},{"@xml:lang":"sl","#text":"projektiranje po metodi sil"},{"@xml:lang":"sl","#text":"projektiranje za vpliv potresne obtežbe"},{"@xml:lang":"en","#text":"second generation of Eurocode 8"},{"@xml:lang":"en","#text":"seismic design"},{"@xml:lang":"en","#text":"single-story precast reinforced concrete buildings"}],"dcterms:temporal":{"@rdf:resource":"1951-2026"},"dc:title":{"@xml:lang":"sl","#text":"Projektiranje enoetažnih armiranobetonskih montažnih hal po novem Evrokodu 8| Design of single-story reinforced concrete precast buildings according to new Eurocode 8|"},"dc:description":[{"@xml:lang":"sl","#text":"The accompanying article demonstrated that, in the seismic design of single-story precast reinforced concrete buildings, the key seismic response parameters, assessed by elastic and nonlinear analyses, can differ by more than a factor of two. This follow-up article delves into these discrepancies, providing a comprehensive analysis and establishing relationships between the critical response quantities. Using these derived relationships, a new force-based procedure for the seismic design of single-story precast reinforced concrete buildings is proposed, yielding results comparable to those from nonlinear analysis. This method effectively integrates the effective stiffness of the structure, the required strength/ductility, and second-order effects, while eliminating the need for iterative calculations typically required in the force-based approach when standard parameter values are used (e.g., 50% stiffness of the gross cross-section and a behaviour factor q=3)"},{"@xml:lang":"sl","#text":"V spremljajočem članku smo pokazali, da se lahko pri potresnem projektiranju montažnih enoetažnih armiranobetonskih hal rezultati ocene ključnih parametrov potresnega odziva, določenih z elastično in nelinearno analizo, razlikujejo tudi za več kot dvakrat. V tem nadaljevalnem članku smo naredili podrobno analizo teh razlik in izpeljali povezave med ključnimi količinami odziva. Na osnovi izpeljanih relacij smo predlagali nov postopek za potresno projektiranje enoetažnih armiranobetonskih montažnih hal po metodi sil, katerega rezultati so primerljivi z nelinearno analizo. Predlagani postopek ustrezno korelira efektivno togost konstrukcij, zahtevano duktilnost, nosilnost in učinke teorije 2. reda ter odpravlja iteracije, ki so potrebne v metodi sil, takrat ko za te količine izberemo standardne vrednosti (50% togosti, ki ustreza bruto prečnemu prerezu, in faktor obnašanja q = 3)"}],"edm:type":"TEXT","dc:type":[{"@xml:lang":"sl","#text":"znanstveno časopisje"},{"@xml:lang":"en","#text":"journals"},{"@rdf:resource":"http://www.wikidata.org/entity/Q361785"}]},"ore:Aggregation":{"@rdf:about":"http://www.dlib.si/?URN=URN:NBN:SI:DOC-FP892Q2H","edm:aggregatedCHO":{"@rdf:resource":"URN:NBN:SI:DOC-FP892Q2H"},"edm:isShownBy":{"@rdf:resource":"http://www.dlib.si/stream/URN:NBN:SI:DOC-FP892Q2H/93655ac4-e203-445d-b4c6-354312203641/PDF"},"edm:rights":{"@rdf:resource":"http://creativecommons.org/licenses/by-sa/4.0/"},"edm:provider":"Slovenian National E-content Aggregator","edm:intermediateProvider":{"@xml:lang":"en","#text":"National and University Library of Slovenia"},"edm:dataProvider":{"@xml:lang":"sl","#text":"Zveza društev gradbenih inženirjev in tehnikov Slovenije"},"edm:object":{"@rdf:resource":"http://www.dlib.si/streamdb/URN:NBN:SI:DOC-FP892Q2H/maxi/edm"},"edm:isShownAt":{"@rdf:resource":"http://www.dlib.si/details/URN:NBN:SI:DOC-FP892Q2H"}}}}