Seismic performance assessment of precast concrete building

V diplomski nalogi obravnavamo potresno odpornost armiranobetonske montažne hale. Potresno odpornost preverjamo z uporabo standarda Evrokod 8-3 (SIST EN 1998-3, 2005). Za potresno analizo smo uporabili obe metodi, ki temeljita na linearni elastični analizi, in sicer metodo s horizontalnimi silami in metodo s q-faktorjem. Pri določitvi kapacitet stikov konstrukcije smo si zaradi pomanjkljivosti Evrokoda 8-3 pomagali z drugimi viri (Zoubek, 2015). Za modeliranje konstrukcije in analizo smo uporabili računalniški program SAP2000, z računalniškim programom DIAS pa smo izračunali upogibno odpornost stebrov. Kontrole potresne odpornosti smo izvedli za mejno stanje velikih poškodb (SD) in mejno stanje omejitve poškodb (DL). Ugotovili smo, da so pri tovrstnih konstrukcijah problematični predvsem stiki med montažnimi elementi. To potrjujejo tudi kontrole prečne sile v stiku steber-prečka za mejno stanje SD, ki se za obravnavani metodi ne izidejo. Kontrole strižne sile v stebrih se za vse obravnavane stebre pri obeh metodah in mejnih stanjih izidejo. Kontrole glede na upogib se pri metodi s horizontalnimi silami ne glede na obravnavano mejno stanje izidejo, medtem ko se pri metodi s q-faktorjem pri mejnem stanju SD kontrola glede upogiba ne izide. Vrednosti pomikov konstrukcije pri metodi s q-faktorjem pri mejnem stanju DL niso presežene. Izkaže se, da obravnavana montažna hala ni sposobna prevzeti projektnega potresnega vpliva. Več informacij o potresni ranljivosti objekta bi lahko pridobili z analizo potresnega tveganja, vendar uporaba takšnega pristopa presega okvire te diplomske naloge.A seismic performance assessment of precast concrete building is presented in the thesis by using Eurocode 8-3 standard (SIST EN 1988-3, 2005). Methods based on linear elastic analysis, i.e. the lateral force method and the q-factor method, were used for the estimation of the seismic effects on the structural elements. Due to shortcomings of Eurocode 8-3, the resistance of beam-column joints were determined according to Zoubek (2015). The structure was modelled and analysed with the computer programme SAP2000, whereas the computer programme DIAS was used to calculate flexural resistance of columns. Presented are design checks for significant damage (SD) limit state and limit state of damage limitations (DL). The results showed that the beam-column joints are the critical structural component of the investigated building. These structural components were not approved by the SD limit state criteria taking into account the transverse force at the beam-column joints which was obtained either by the lateral force or the q-factor method. On the contrary, the shear strength of beams was found sufficient in the case of both methods of seismic analysis. However, the flexural strength of the columns was insufficient if the seismic action effect corresponding to SD limit state was obtained by using q-factor method. It was also found that the requirements for DL limit states are also fulfilled. It turned out that the investigated precast concrete building is not capable to resist to the design seismic action. However, more information on the seismic vulnerability of the building could be obtained by performing seismic risk assessment, but using such comprehensive approach is beyond the scope of this thesis