Calculation of wood composite wall diaphragms with elastic-plastic fastening elements for cladding

Introduction. Timber-composite wall panels operating under the shear load are studied, the shear stiffness of which is due to the inclusion of sheathing due to their connection with the frame by semi-rigid deformable shear bonds. A numerical method for calculating the strength of the frame elements is proposed, determining the magnitude of displacements and the reduced shear modulus of the panel, taking into account the change in the stiffness coefficient depending on the direction of the resulting deformation vector of shear ties relative to the direction of the fibers of the wooden ribs of the frame.

Materials and methods. The method of solving the problem is based on the variational principle of structural mechanics, namely, the minimum of the total potential energy of the system in the deformed state. The deformation of the system is described by two independent parameters: the rotation angles of the cladding faces relative to the axis of horizontal and vertical ribs. These parameters are used to express the potential energy of deformation of the connectors, bending of the wooden ribs of the frame and the work of the external shear force applied at the level of the upper strapping. The sum of these angles and the shear angle of the sheathing gives the angle of inclination of the racks to the vertical axis, through which the magnitude of the panel shear deformation is determined.

Results. The calculation of a three-layer timber-composite wall panel is presented. A symmetrical wall panel with a size of 1.5 × 3 m with a double-sided sheathing made of plywood sheets with a structural thickness of 12 mm is considered, the fastening of which to the wooden ribs is carried out by flexible mechanical connections. The application of an iterative approach to determine the real stiffness coefficients of the connectors is shown. It is found that the magnitude of shear depends to a large extent on the stiffness of the bonds and practically does not depend on the dimensions of the cross-section of the wooden ribs of the frame.

Conclusions. Wall panels with sufficiently rigid, frequently installed shear ties can have significant shear stiffness and can be used as vertical diaphragms as an alternative to massive and expensive CLT and MHM panels in the construction of low- and mid-rise timber buildings.

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