To answer the question posed earlier, the value for the anchoring moment in the foundation slab was set as a function of the anchorage depth for a Ï 20 mm rebar in accordance with [18,34]. In the calculations, the two most significant failure mechanisms were considered: concrete cone failure and combined pull-out of the rebar with concrete cone failure. The results of the calculations are presented in the form of a graph in Figure 15. Analysis of the calculation results in relation to the value of the calculated anchorage moments, which were measured during the leak test, indicates that there was no possibility of achieving a complete anchorage of the wall in a slab which is 50 cm thick. For the anchorage depth adopted in the project design (25 cm), the maximum possible anchorage moment, taking into account a favourable impact of the compression force from the self-weight of the wall (NEd = 24 kN/m3 à 0.40 m à 5.00 m à 1.00 m à 1.15 = 55 kN) amounts to 75 kNm. On the other hand, the calculated anchorage moment for the wall in the foundation plate obtained from the static calculations (Figure 13) amounts to 189 kNm, which is equivalent to loading in the order of 255%. It should be noted that the maximum anchorage length of rebars according to [18] is 20d, which makes it impossible to achieve the required bending resistance MRd. The key to solving this problem is to use deep anchorage and check the connection with the strut and Tie (S-T) method for reinforced concrete structures. The second important criterion is sufficient bearing capacity of the foundation slab due to bending and cracking. In the case under consideration, the bearing capacity of the foundation slab is twice as low.

Based on a determination of the external forces in this way, the required strengthening of the pilasters was determined and the serviceability limit state (SLS) and ultimate limit state (ULS) were verified for the wall with the assumption that cracks would be no larger than 0.20 mm.

Sofistik 2012 Crack