https://orcid.org/0000-0002-6010-1757
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ABSTRACT
Incremental dynamic analyses are performed on 48 infilled reinforced concrete buildings different for infill typology, number of storeys and design peak ground acceleration (PGA). A modelling strategy accounting for infills’ interacting in-plane (IP) and out-of-plane (OOP) responses is implemented. The seismic displacement demand on buildings may be highly underestimated if the IP/OOP interaction is neglected. The PGA at the first OOP collapse is evaluated. Two-leaf infills may be not safe with respect to the OOP collapse. The OOP behaviour factor (q) of infills accounting for the IP/OOP interaction effects is determined. It is suggested assuming q equal to the unit.
Notation
Abbreviations
| DL | = | Damage Limitation Limit State |
| IDR | = | Interstorey Drift Ratio |
| IP | = | In-Plane |
| LS | = | Life Safety Limit State |
| ML | = | Intermediate Layout |
| OOP | = | Out-Of-Plane |
| PGA | = | Peak Ground Acceleration |
| RSA | = | Response Spectrum Analysis |
| SL | = | Strong Layout |
| URM | = | Unreinforced Masonry |
| WL | = | Weak Layout |
Symbols
| dcrack | = | Displacement at the infill first cracking |
| dmax | = | Displacement at the infill peak load |
| du | = | Displacement at conventional collapse |
| Em | = | Masonry elastic modulus |
| Fcrack | = | Force at the infill first cracking |
| fm | = | Masonry compressive strength |
| Fmax | = | Force at the infill peak load |
| g | = | Gravity acceleration |
| h | = | Infill height |
| h/t | = | Infill slenderness ratio |
| IDRc | = | IDR demand acting on the first OOP-collapsed infill |
| IDRcrack | = | IDR at the infill IP first cracking |
| IDRmax | = | IDR at the infill IP peak load |
| IDRu | = | IDR at the infill IP complete loss of load-bearing capacity (IP collapse) |
| Kcrack | = | Infill IP initial stiffness |
| Kmax | = | Infill IP secant stiffness at peak load |
| PGAc | = | PGA at the first OOP infill collapse |
| PGAd | = | Design PGA |
| q | = | Behaviour factor |
| R | = | OOP strength reduction factor |
| S | = | Soil factor |
| Sa | = | Pseudo-spectral acceleration |
| t | = | Infill thickness |
| Ta | = | First OOP vibration period of the infill |
| T1 | = | First structural vibration period in the OOP direction |
| w | = | Infill width |
| Wa | = | Infill weight participating to the infill first OOP vibration mode |
| ΔTOP | = | Top displacement of the building |
| τcr | = | Masonry shear strength |
Subscripts
| dam | = | Referred to the IP-damaged infill |
| undam | = | Referred to the IP-undamaged infill |
| h | = | Referred to the horizontal direction in the infill plane |
| v | = | Referred to the vertical direction in the infill plane |
Acknowledgments
This work was developed under the financial support of METROPOLIS (Metodologie e tecnologie integrate e sostenibili per l’adattamento e la sicurezza di sistemi urbani - PON Ricerca e Competitività 2007–2013) and ReLUIS-DPC 2019–2021 WP10 – Contributi normativi relativi a costruzioni esistenti in muratura, funded by the Italian Department of Civil Protection (DPC). The numerical analyses were carried out by using the computing and storage services provided by the ScOPE Datacenter of University of Naples Federico II. The support of the scientific and technical staff of the infrastructure is gratefully acknowledged.