In the 1960s a large natural gas field was discovered in the Dutch province of Groningen, in the northern part of the Netherlands. Due to gas extraction, localised earthquakes started occurring in the 1990s. In this part of the country large numbers of buildings are constructed using unreinforced masonry (URM). Damage due to seismic activity in the region poses a threat to the structural integrity of existing masonry structures, as these buildings were never designed to withstand seismic loading. Among others, an intervention method that was considered was retrofitting with bed joint reinforced repointing. This is an attractive solution, as it is already often used in strengthening of masonry structures against settlement-induced damage, especially for heritage structures, as it does not affect the aesthetics of the structure. Furthermore, since this reinforcing technique is already applied to limit damage due to ground settlements, it is an attractive potential solution to counter damage due to seismic loading, as it does not require additional funding. However, not much research is available on the performance of existing masonry structures retrofitted with bed joint reinforced repointing, considering both the effect of ground settlements and seismic loading conditions. To investigate the added benefit of bed joint reinforcement, used to counteract seismic-induced damage, nonlinear finite element analyses, of a case study of a typical masonry farmhouse in the Groningen region, were performed. The masonry farmhouse was modelled as a façade, meaning no out-of-plane failure could occur. In this research, an orthotropic continuum model called the engineering masonry model (EMM) was adopted. The used numerical modelling approach was first validated against in-plane experimental tests of unstrengthened and strengthened masonry walls, performed at TU Delft previously. For the façade, various cases were analysed: an unstrengthened façade, strengthened façades, using various peak ground velocities and a partially reinforced masonry façade. The results were analysed in terms of crack widths, crack patterns and damage values, which were developed previously by others. The numerical results showed that limited damage is caused by an earthquake with the expected seismic load (PGV of 64mm/s). It was found that retrofitting with bed joint reinforced repointing after the settlement had already occurred, did not greatly increase the structural performance of this type of farmhouse façade, as most of the damage was already formed at the end of the settlement loading phase. Since the damage due to seismic loading is so small, it was therefore not recommended to strengthen this type of façade with bed joint reinforcement purely against seismic-induced damage, as the added benefit is small. However, since this strengthening technique is often applied already for strengthening against only ground settlements, it could provide a minor benefit during seismic loading, as a side effect. Amplification of the seismic load by a factor 1.5 showed only a limited increase in damage in the strengthened façade, compared to the numerical model using the expected load, while the reinforcement was significantly more activated. However, damage quickly ramped up when the seismic load is amplified by a factor 2. In this numerical model failure of the masonry façade is even observed. The numerical results of the façade with partially reinforced masonry showed a significant reduction in damage, since the bed joint reinforcement now also resisted the action of settlement loading, which is one of the most sensitive parameters of the considered façade. Since this numerical model simulates the case in which the bed joint reinforcement is applied during the construction phase, it was concluded that use of bed joint reinforcement would be beneficial for future masonry constructions.