Joints in timber structures have an evident effect on the behaviour of the structure in general. The failure mechanism of timber joints with mechanical fasteners among other things depends on the geometry of the joint and the type of fastener. Substantially, under compressive stresses, timber as a material may be loaded far over its elastic limit. For the case of dowel-type joints with mechanical fasteners, the steel used is able to deform in a distinctly plastic manner. Even though, not in all cases timber connections deform plastically before failure resulting in brittle failure modes. Avoiding the causes for brittle failure modes, specifically high tensile perpendicular to the grain and shear stresses, leads to distinctly plastic failure modes of connections with mechanical fasteners. Joints with dowel-type fasteners are considered potentially ductile due to the interaction between the highly nonlinear behaviour of the wood under embedding stresses and the bending behaviour of the steel fasteners. The challenge is to avoid the brittle failure mechanisms by either avoiding perpendicular to the grain tensile stresses or by using reinforcement techniques. These stresses are caused by many reasons such as the wedge effect of the mechanical fasteners or as an amplification of restrained shrinkage. Both effects can be counteracted by reinforcing the connection area. Thus, the main aim of reinforcement is to increase the embedment strength of the timber elements so that it can resist these effects. Regarding dowel-type connections in general, the mechanical fasteners deform under load resulting in their embedment into the surrounding timber fibres. This deformation is assumed a rigid-plastic deformation according to Johansen K.W, 1949, which is developed based on the European Yield Model (YEM), both approaches are discussed thoroughly within the scope of this work. However, dowel-type joints reinforced with self-tapping screws are more protected against brittle failure modes, as they tend to increase the embedding strength, consequently increasing the load-carrying capacity with the possibility of reducing the end-distance. Since embedment is a nonlinear process, the stiffness of the connections then depends on the nature of the applied load. Thus, for this research project, the specimens will be tested under monotonic and cyclic loading in order to assess the behaviour of the joints in both cases. This research addresses the assessment of timber-to-timber dowel-type joints in double shear, with reinforcement using FRP, specifically fiberglass (GFRP), and self-tapping screws (STS). For the reinforcement with GFRP, a previous study, (Matos, 2011), had addressed the failure of this type of joints, with and without reinforcement, under both monotonic and cyclic loading. Subsequently, the results obtained in this study, are analysed within the scope of this work for conducting a comparison of reinforcement techniques and discussed accordingly. Regarding reinforcement with self-tapping screws, an experimental campaign was carried out for the same wood species used in the former study mentioned above, following the same testing procedures, monotonic (EN 26891) and cyclic (EN 12512), for the purpose of comparison and validation.