Experimental results on the role of sheathing-to-frame and base connections of a European timber framed shear wall

Seismic performances and behavior factor of post-and-beam timber buildings braced with nailed shear walls

“…2). The modification factor j is the ratio between the dissipated and the given energy per cycle at a determined displacement and it is evaluated referring to some experimental cycle tests performed on timber portal frames [35] and on timber shear walls [29,30,34] braced with nailed wooden-based sheathing. The value obtained is approximately equal to 0.66.…”

“…For both the sheathing nails and the connections between the main frame and the shear walls, ring nails /2.8/80 were assumed (the most common in Italy and in Alpine area Countries for this type of use). According to Eurocode 8 [5], the nail diameter and the thickness of the sheathing material used guarantee appropriate low cycle fatigue to the fastener, proved also in some tests by Germano et al [30] and Tomasi and Sartori [31]. Couples of hold-down WHT340, provided with 20 ring nails /4/60, were applied symmetrically at the base of the posts and of each stud close to openings.…”

“…The non-linear behavior of the /2.8 ring nails was derived from some experimental cyclic shear tests performed on /2.8/80 nailed connections between 22 mm thick particle board (type P5) and a glued laminated timber element (GL24h) [30]. To model a single nailed connection, a shear spring with a nonlinear behavior equal to the average of the experimental curves was assumed (Fig.…”

“…element dimensions, type of sheathing, nail type and spacing, connection to foundation) characterize the behavior of bracing shear walls, so in the numerical study all the single components are modelled distinctively. The non-linear behavior of each component was derived from experimental results available in the literature [30][31][32] and the numerical model was validated by comparison with experimental tests carried out on two different timber shear walls ( [33,34]) subjected to in-plane horizontal cyclic loads. Some early results on the application of the numerical model to analyze multi-storey post-and-beam buildings braced with light frame shear walls were presented in [35,36].…”

Development and Testing of an Alternative Dissipative Posttensioned Rocking Timber Wall with Boundary Columns

“…CLT lateral resisting walls rely on the hold-down connections to provide ductility to the building and this is capable to generate significant dissipation, yet displaying stiffness and strength degradation typical of nailed connections (Ceccotti et al, 2006a;Ceccotti et al, 2006b;Ceccotti, 2008;Dujic et al, 2010;Ceccotti et al, 2013;Gavric et al, 2015;Germano et al, 2015).…”