PSI - Issue 37

Karina Buka-Vaivade et al. / Procedia Structural Integrity 37 (2022) 563–569 Karina Buka-Vaivade et al. / Structural Integrity Procedia 00 (2019) 000 – 000

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Fig. 1. Proposed production method of qualitative adhesive connection between timber and concrete layers.

The first specimen for laboratorian experiment was cross-laminated timber (CLT) panel formed by the three layers of strength class C24 timber boards glued by the epoxy Sicadur 330 together with precast Sacret BAM fine grained concrete layer with strength class C20 in compression zone and additional carbon fiber plate Mapei Carboplate E250, glued on CLT surface in the tension zone. The length and width of the TCC specimen was 2000 mm and 350 mm, correspondingly. The second specimen type was identical to the first, but rigid adhesive connection was produced by proposed method, which include gluing of the granite chips with dimensions 16 – 25 mm to the CLT surface. Both specimen types with 1.8 m span were tested in three-point bending until the collapse (Fig.2.). A group of the deflectometers I-1 and I-2 was placed in the middle of the span of the specimen. Precision of the maximum vertical displacements was equal to 0.01.mm. The analytical calculations of the TCC specimens are made by combined transformed sections method and gamma method (Buka-Vaivade et al. (2017), EN 1995-1-1, (2004) ). To determine the effect of a low-quality glued connection on the load-bearing capacity of TCC element subjected to the flexure 3D numerical models with different size and amount of qualitative contact surface were developed. TCC specimen with additional carbon fiber plate in three-point bending, described above, have been used as a basis for the development of 3D numerical models. Numerical model of TCC specimen was developed with structural analysis program RFEM with solid finite elements. 3D orthotropic elastic material model was used for CLT elements, isotropic non-linear material model was used for carbon fibre reinforced plastic and 3D isotropic Mazars' damage material model was used with non-linear stress-strain diagram for concrete layer. For 3D numerical model of the TCC specimens contact solid between concrete and CLT layers is defined with full force transmission, non glued areas are modelled without force transmission. Target length of finite element equal to 0.02 m and 100 load increments was used for TCC model. Rectangular mesh for TCC model is used.

Fig. 2. Specimen of TCC panel.