## 2 Materials, Specimens, and Experimental Program
### Materials
#### 2.1.2 Trm  
The reinforcement was a woven textile consisting of dry AR glass fiber yarns equally arranged in two orthogonal directions with a 17 mm mid-yarm spacing (yarns' text being equal to 2450 g/km in both directions) and an aerial weight of 300 g/m\({}^{2}\). The textile's tensile strength (\(f_{\text{tex}}\)) and elastic modulus (\(E_{\text{tex}}\)) were determined through lab testing (partly as per standard EN ISO 13934-1 [16] provisions) using seven yarns' strips and were found equal to 505 MPa (CoV 11%) and 83 GPa (CoV 17%), respectively. Two cement-based mortars were used as matrices. The normal weight mortar (N) contained Portland cement (CEM II 42.5N), fine limestone sand (\(d_{max}\) = 2 mm), silica fume (\(d_{max}\) = 1 \(\upmu\)m), limestone filler (\(d_{max}\) = 120 \(\upmu\)m), and effective water in proportions 1:2.07:0.11:0.28:1.82, by volume. The lightweight mortar (L) contained the same materials' exception being the normalweight sand, which was replaced with pumice sand (cement, pumice sand, silica fume, limestone filler, and effective water in proportions 1:2.07:0.11:0.28:1.61, by volume). The density of the normal weight and lightweight mortar was equal to 2113 kg/m\({}^{3}\) and 1760 kg/m\({}^{3}\), respectively. The compressive and flexural strengths of the mortars were determined at 28 days, according to standard EN 1015-11 [17], and were, respectively, found to be equal to 55 MPa (CoV 11%) and 5 MPa (CoV 18%) for the normal weight mortar and 55 MPa (CoV 9%) and 3 MPa (CoV 14%) for the lightweight one. It is noted that the prisms for the mortars' mechanical characterization were cast using a part of the total mortar batches mixed for the cast of the TRM strips and they were cured next to the reinforced masonry prisms (see Section 2.2). The tensile response of the Textile Reinforced Normal Weight Mortar (TRNM) and the Textile Reinforced Lightweight Mortar (TRLM) was determined for both single-layer and double-layer coupons, according to the procedure described in AC434 ICC-ES [18] (three identical specimens per coupons' configuration) and is depicted in Figure 1 while their tensile strength (\(f_{TRM}\)) and the corresponding axial strain (\(\varepsilon_{TRM}\)) is presented in Table 1. From the experimental axial tensile stress versus axial tensile strain curves shown in Figure 1, it is deducted that the response of the single-layer specimens does not qualify as that of a strain-hardening material. This is attributed to the low (longitudinal) fibers' volume fraction. Lightly reinforced cementitious matrices (like the single-layer coupons used herein) exhibit: (i) substantial drops of the load corresponding to the formation of the first (and of any other) crack with this loss of the load carrying capacity being irrecoverable after the formation of each crack, (ii) limited crack formation capacity, and (iii) zero or slight strain hardening (as the result of the fibers' inadequacy to effectively bridge the cracks). On the other hand, double-layer specimens present a strain-hardening response, which could be idealized as trilinear up to failure consisting of an initial uncracked stage followed by a crack development one and a final post-cracked stage. In both cases of single-layered and double-layered coupons, the failure mode was due to load-aligned fibers' slippage from within the mortar and simultaneous fibers' fracture during the enlargement of a previously created mortar crack.