Potresnoodporno projektiranje 22-nadstropne armiranobetonske stavbe : magistrsko delo

Brdar, Simon (author), Dolšek, Matjaž (mentor), Babič, Anže (comentor)

V magistrskem delu predstavljamo postopek in rezultate potresnoodpornega projektiranja visoke armiranobetonske (AB) stavbe v skladu s standardom Evrokod 8 (EC8). Obravnavamo 22-nadstropno stavbo, ki ima mešan konstrukcijski sistem ekvivalenten stenastemu sistemu. V programu ETABS smo razvili linearno-elastičen prostorski računski model konstrukcije in ga uporabili za potresno analizo objekta, ki smo jo izvedli z uporabo modalne analize ob upoštevanju projektnega in elastičnega spektra pospeškov. Osnovna nihajna časa konstrukcije za X in Y smer znašata 2,10 s in 3,24 s, celotna projektna potresna sila pa znaša okoli 6,5 % teže objekta, ne glede na horizontalno smer potresne obtežbe. Pri verifikaciji potresne zmogljivosti stavbe smo se osredotočili na kontrolo etažnih zamikov in na dimenzioniranje AB jedra v pritličju, kjer je predvideno območje sipanja energije. Ugotovili smo, da so potresne zahteve v smislu etažnih zamikov sprejemljive le, če smo v kontroli upoštevali zamike izračunane na osnovi elastičnega spektra pospeškov. V primeru visokih stavb je takšen način kontrole zamikov smiseln. Pri dimenzioniranju AB jedra smo predpostavili srednjo stopnjo duktilnosti DCM. Vzdolžno in prečno armaturo v steni jedra smo najprej izračunali z neodvisnim "peš" izračunom v skladu s standardom EC2 in EC8, nato pa še z avtomatskim izračunom programa ETABS. S "peš" izračunom smo za potreben delež vzdolžne armature v AB jedru dobili vrednost 0,63 %, medtem ko je izračun s programom ETABS izkazal za okoli 8 % več vzdolžne armature. Na to odstopanje v glavnem vpliva različno upoštevanje razporeditve armature po prerezu. Pri izračunu prečne armature je prišlo do nekoliko večjih razlik. Z neodvisnim "peš" izračunom smo določili 166 cm2/m potrebne prečne armature v celotnem prerezu jedra, program ETABS pa je izračunal približno 22 % več prečne armature. Do takšne razlike pride predvsem zaradi upoštevanja krajše dolžine posameznih delov stene (medosna razdalja) in krajše ročice notranjih sil pri izračunu s programom ETABS.

• Language: Slovenian
• Keywords: armiranobetonska stavba, potresna analiza, potresnoodporno projektiranje, Evrokod 2, Evrokod 8, ETABS
• Work type: Master's thesis/paper
• Typology: 2.09 - Master's Thesis
• Organization: FGG - Faculty of Civil and Geodetic Engineering
• Place of publishing: Ljubljana
• Publisher: [S. Brdar]
• Year: 2021
• PID: 20.500.12556/RUL-134146
• UDC: 006:624.042.7(043.3)
• COBISS.SI-ID: 91185411
• Publication date in RUL: 24.12.2021

BRDAR, Simon, 2021, Potresnoodporno projektiranje 22-nadstropne armiranobetonske stavbe : magistrsko delo [online]. Master’s thesis. Ljubljana : S. Brdar. [Accessed 30 April 2025]. Retrieved from: https://repozitorij.uni-lj.si/IzpisGradiva.php?lang=eng&id=134146

Secondary language

• Language: English
• Title: Earthquake-resistant design of a 22-storey reinforced concrete building : master thesis

Abstract

In the master's thesis, we present the procedure and results of the earthquake-resistant design of a tall reinforced concrete (RC) building according to the Eurocode 8 standard (EC8). The analysed building has 22 storeys and a dual structural system equivalent to a wall system. A linear-elastic spatial model of the building structure was developed in the ETABS program and used for seismic analysis of the building, which we conducted based on the modal response spectrum method considering the design and elastic acceleration response spectra. Fundamental periods of the structure for the X and Y directions are 2,10 s and 3,24 s, and the total design seismic force is about 6,5 % of the weight of the building, regardless of the horizontal direction of the seismic load. In verifying the seismic performance of the building, we focused on the verification of interstorey drifts and the design of the reinforcement of RC core in the ground floor, where the energy dissipation area is foreseen. We found that seismic requirements in terms of interstorey drifts were met only if the interstorey drifts were calculated on the basis of the elastic acceleration response spectrum. In the case of tall buildings, such an approach of verifying interstorey drifts makes sense. In the design of the RC core, we assumed ductility class medium (DCM). The longitudinal and transverse reinforcement in the core wall was first calculated by an independent "hand" calculation in accordance with the EC2 and EC8 standards and then by an automatic calculation in the ETABS program. With the "hand" calculation, we obtained 0,63 % for the longitudinal reinforcement ratio in the RC core, while the calculation in the ETABS program resulted in about 8 % more longitudinal reinforcement. This difference was mainly influenced by the different considerations of the reinforcement distribution across the cross section. There were slightly larger differences in the calculation of the transverse reinforcement. With an independent "hand" calculation, we determined 166 cm2/m of the required transverse reinforcement in the entire core cross section, while the ETABS program calculated approximately 22 % more transverse reinforcement. This difference is mainly due to the consideration of the shorter length of individual parts of the wall (length based on centroidal axes) and the shorter lever arm of internal forces considered in the ETABS calculations.

• Keywords: reinforced concrete building, seismic analysis, earthquake-resistant design, Eurocode 2, Eurocode 8, ETABS