75504 Magazine of Civil Engineering Magazine of Civil Engineering 2712-8172 8 10.34910/MCE.142.8 Bearing capacity of bonded connections in facade structures with metal cassette cladding Bearing capacity of bonded connections in facade structures with metal cassette cladding 0000-0003-4367-0330 Gusev Konstantin konstantin0399@yandex.ru 0000-0003-3850-424X 56091980300 Lalin Vladimir vllalin@yandex.ru 0000-0003-4992-2084 57194431559 Galyamichev Alexander galyamichev@yandex.ru 0000-0003-4901-4967 Dogru Selcuk seltrue@hotmail.com Peter the Great St. Petersburg Polytechnic University Peter the Great Saint Petersburg Polytechnic University Istanbul Okan University 06 04 2026 19 2 142 14208 14208

Object of the study is a structural adhesive sealant. The aim of the study is to investigate the influence of the hinged facade system (HFS) substructure with metal cassette cladding on the stress–strain state of the adhesive joint by means of numerical analysis (finite element method) and analytical calculations in accordance with international regulatory documents. Method. The bonded connection was investigated using numerical analysis. Four finite element models of the adhesive joint within a HFS were developed, differing in the degree of substructure modeling detail. Static analyses were performed for each modeling approach to determine the resulting shear and tensile stresses in the adhesive joint. The obtained stress values were compared with those calculated according to the provisions of the ETAG 002 guideline. Results. The numerical analysis under isolated modeling conditions demonstrated that when the fastenings of the metal cassette to the HFS substructure are not taken into account, stresses induced by the self-weight of the cladding are uniformly distributed among the adhesive joints, whereas wind-induced stresses exhibit a non-uniform distribution. The distribution of shear stresses within the adhesive joint is significantly affected by the stiffness characteristics of the fastening nodes connecting the cassette to the HFS substructure, with deviations ranging from 28 % to 31 %. Wind-induced stress distribution is influenced by both the fastening system and the adopted structural scheme, resulting in differences of up to 8 % when the load-width participation factor is considered. Neglecting this factor leads to discrepancies of up to 29 % compared with calculations performed in accordance with ETAG 002.

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