Primerjalna potresna analiza zidanega objekta kulturne dediščine v Radovljici

Matko, Anže (author), Bosiljkov, Vlatko (mentor), Antolinc, David (comentor)

V magistrski nalogi je bila izvedena parametrična komparativna analiza potresne odpornosti objekta kulturne dediščine. Obravnavali smo objekt Gorenjske banke v Radovljici na naslovu Gorenjska cesta 16. Vhodne podatke za izvedbo analiz smo pridobili na podlagi terenskih materialno-tehničnih preiskav objekta. Za določanje ocene potresne odpornosti sta bila uporabljena program 3Muri, ki upošteva globalni odziv konstrukcije, in program SREMB, ki upošteva etažni odziv konstrukcije. Z namenom pridobitve čimbolj realnih rezultatov potresnega odziva objekta smo numerični model objekta v programu 3Muri definirali s podajnimi stropovi, pri čemer smo upoštevali dejanske sestave medetažnih konstrukcij, ki smo jih predhodno pridobili iz terenskih preiskav. Izvedene so bile tri skupine analiz. V prvem sklopu analiz smo preučevali vpliv različnih trdnostnih parametrov materialov na potresno odpornost objekta. V drugem sklopu smo, poleg vpliva različnih trdnostnih parametrov, dodatno preučevali še vpliv različnih parametrov mejnih stanj na odziv objekta. V Tretjem sklopu pa smo izvedli kontrole predpostavljenih lokalnih porušnih mehanizmov zahodne fasade objekta. Na podlagi rezultatov prvega sklopa je bilo ugotovljeno, da uporaba materialov z višjimi trdnostnimi karakteristikami posledično poveča tudi potresno odpornost zidanega objekta. Razlike med dobljenimi potresnimi odpornostmi iz obeh programov so se gibale v rangu 30-50 %. V nadaljevanju smo dodatno preučevali še vpliv različnih vrednosti mejnih pomikov na dobljeno potresno odpornost. Ugotovili smo, da je način izračuna programa SREMB za tovrstne analize neprimeren. Na podlagi rezultatov programa 3Muri smo prišli do zaključka, da je povečanje mejnih vrednosti pomikov povečalo potresno odpornost objekta le za ca. 5 % napram prvemu sklopu rezultatov, kar pomeni, da pri zidanih konstrukcijah večanje mehanskih parametrov neprimerno bolj vpliva na dobljeno potresno odpornost v primerjavi z večanjem mejnih pomikov. V zadnjem, tretjem sklopu analiz so rezultati pokazali, da je porušna odpornost fasade odvisna od predpostavljenega porušnega mehanizma, lastne teže materiala in povezanosti fasade s konstrukcijo. Na podlagi vseh izvedenih analiz smo zaključili, da je potresna odpornost objekta v sedanjem stanju nezadostna. Zaradi tega je potrebno v primeru sanacije oz. utrditve konstrukcije izvesti ukrepe, s katerimi se zagotovi tako globalna, kot tudi lokalna odpornost objekta.

• Language: Slovenian
• Keywords: potresna analiza, kulturna dediščina, zidana konstrukcija, globalna odpornost, parametri zidovja, numerični model, 3Muri, SREMB, lokalni porušni mehanizmi
• Work type: Master's thesis/paper
• Typology: 2.09 - Master's Thesis
• Organization: FGG - Faculty of Civil and Geodetic Engineering
• Publisher: [A. Matko]
• Year: 2017
• PID: 20.500.12556/RUL-92737
• UDC: 338.483.13:624:699.841(497.4Radovljica)(043.3)
• COBISS.SI-ID: 8107617
• Publication date in RUL: 01.07.2017

Secondary language

• Language: English
• Title: Comparative seismic analysis of the cultural heritage masonry building in Radovljica

Abstract

In the master thesis, the parametric comparative analysis of the seismic performance of cultural heritage building was investigated. For this purpose the building of Gorenjska bank in Radovljica on Gorenjska 16 street was assessed. Input data for the analysis were obtained through in-situ investigation of built materials and by probing. To determine the assessment of the earthquake resistance, we have used software 3Muri which takes into account global resistance of the structure and software SREMB which takes into account the storey response of the structure. In order to obtain more realistic results, the numerical model in 3Muri was modelled with flexible floors, keeping in mind the actual composition of the floors, which were previously obtained from the field investigations. In present work we have performed three types of analysis. In the first set of analysis, the influence of the different strength parameters of materials on earthquake resistance was evaluated. In the second set of analysis, in addition to the study of impact of the different strength parameters of material, we evaluated the influence of various limit drift values parameters on the earthquake resistance of the building. In final set of analysis we have performed seismic assessment of the assumed local failure mechanisms of the western facade of the buidling. Based on the results of the first set of analysis, we have found out that the materials with higher strength characteristics consequently increase the seismic resistance of the masonry building. Results of seismic resistance varied in the range of 30-50 % between the two softwares. In addition we have further evaluated the influence of the various limit drift values on the seismic resistance. It was found that the program SREMB is not appropriate for this type of analysis. Nevertheless, on base of the results from program 3Muri we have concluded that the increase of the limit drift values increased seismic resistance for about 5 % relative to the first set of analysis, which shows that increasing of the mechanical characteristics has greater influence on the seismic resistance in comparison to the incrase of the limit drift values. In third and final part, results showed that the local resistance of the facade depends on the assumed local failure mechanism, weight of the material and connection of the facade to the rest of the structure. On basis of all evaluated analysis we concluded that the seismic resistance of masonry building in current state is insufficient. For this reason, in case of rehabilitation and/or retrofitting of the building, it is necessary to implement measures, both, for global seismic resistance as well as local resistance of the buidling.

• Keywords: seismic analysis, cultural heritage, masonry building, global performance, parameters of masonry, numerical model, 3Muri, SREMB, local failure mechanisms