Corrigendum to ‘‘Nonlinear analysis of masonry panels strengthened with textile reinforced mortar” [Eng. Struct. 113 (2016) 245–258]

The authors regret “Fig. 9. Maximum (a)–(b) and minimum (c)–(d) principal stress at point P1 and P2 for the unreinforced masonry panel.” Section 4.2 page 251 “The distribution of minimum principal stress σ II at Point P1, Fig. 9c. Only in proximity to the connection with the steel shoes, are local regions where the stress (colored in blue) is higher than the compressive strength. In these parts, local crushing is observed. Also at point P2, Fig. 9d, minimum principal stresses are always lower than the compressive strength taking the entire panel, with the only exception of these zones. By observing the maximum principal stress σ I at point P1, Fig. 9a, it emerges that the cracking in masonry is due to the attainment of the tensile strength and starts from the panel's geometric center. At point P2, Fig. 9b, a large and extended zone along the vertical diagonal is fully cracked due to tensile failure.” The authors would like to apologize for any inconvenience caused