PSI - Issue 78

Christoph Butenweg et al. / Procedia Structural Integrity 78 (2026) 1689–1696

1695

where   t ap l ap

= 1.5, partial factor for SD; = 250 mm, infill panel thickness; = 3000 mm, infill panel length; = 2600, infill panel clear height;

h ap

l s α = 3970 mm, length of the diagonal of the panel as defined; = 40.9 ° , angle between the infill panel diagonal and the horizontal (beam); = 0.3     , characteristic initial shear strength of the masonry; μ f = 0.4, characteristic friction coefficient. The in-plane design resistance in shear is calculated to:  ,  1 1 .5 ∙ 250 mm ∙ 0.3     3000 mm  0.4 1 − 309.47023 6 0  0 0  0 , is calculated as follows:  ,   ,      0.07     · 250  · 1313.4      .  where    0.25   cos The shear force  contact length of the compression strut in the infill panel along the column:    0.25   /cos where   is the length of the panel diagonal,  is the angle between the infill panel diagonal and the beam and   is the length of the diagonal;    3970 ,   40.9° >    1313.4 mm design average stress of the filling material along the contact length   calculated with the design interstorey drift  , , multiplied by an amplification factor  , 1.1 , defined as the ratio of the relative horizontal displacements between adjacent floors to the storey height ℎ  3000 . The design average stress of the elastomer is determined by calculating the drift design interstorey drift  , increased by a factor of  , 1.1:  ,  36 mm ·  ,  39.6  As INODIS provides sliding at top and bottom and vertical elastomers on both columns, the design interstorey drift can be reduced by half:  ,  19.8  >  , 0.4>   0.14     The corresponding maximum stress is determined with the stress-displacement curve of the REGUPOL vertical elastomer (Figure 10). Assuming a linear stress distribution along the contact length, the design average stress  , can be calculated for a thickness of 50 mm:  ,  0.14 · 0,5  0.07     By installing a vertical elastomer with a thickness of 50 mm, the infill could be classified as non-interacting. Additionally, verification for out-of-plane loadings must be carried out. Due to the sufficient thickness of the infill masonry and the resulting stable arching effect, this verification is omitted here. No further verifications for the non interacting infills are required. This shows how simple the design calculation is for the structural engineer.  , 0   sin40.9°  229.6  f vk0