tesi A. Caggiano.pdf - EleA@UniSA - Università degli Studi di Salerno

List of Figures6.14 Crack paths of plain concrete and SFRC under three-point bending with centricalnotch by Carpinteri and Brighenti [2010]. . . . . . . . . . . . . . . . . . . . . . 1286.15 Load-deflection behavior of plain concrete and SFRC three point beams witheccentrical notch: comparison between numerical and experimental results[Carpinteri and Brighenti, 2010]. . . . . . . . . . . . . . . . . . . . . . . . . . 1296.16 Crack paths of plain concrete and SFRC three-point beams with eccentricalnotch at 0.25l (distance between the mid-length of the beam and the notchposition) by Carpinteri and Brighenti [2010]. . . . . . . . . . . . . . . . . . . . 1306.17 2-D FE discretization for concrete specimens with 6×6 aggregates: (a) geometry,(b) continuum elements and (c) interfaces. . . . . . . . . . . . . . . . . . . . . 1316.18 Results in uniaxial compression. . . . . . . . . . . . . . . . . . . . . . . . . . 1326.19 Sequence of micro- and macrocracks at various loading stages. . . . . . . . . . 1336.20 2-D FE discretization for concrete specimens at macro-level: (a) continuumelements and (b) interfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1346.21 Results in uniaxial compression. . . . . . . . . . . . . . . . . . . . . . . . . . 1356.22 Sequence of micro- and macrocracks at various loading stages. . . . . . . . . . 1356.23 Geometry, boundary conditions and discretization of the shear tests on plainand steel reinforced mortar specimens. . . . . . . . . . . . . . . . . . . . . . . 1376.24 Numerical simulations dealing with the lateral load vs. lateral displacements ofthe shear tests. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1386.25 Final pattern of the (a) plain mortar and (b) steel fiber reinforced mortar (ρ f =6.0% fiber content) specimens after the numerical analyses with the shear box. 1387.1 Geometrical description of the analyzed four-point bending scheme. . . . . . 1427.2 Stress distributions and fiber actions during the crack evolution. . . . . . . . . 1437.3 The three orientation zones for the square cross section beam: b × h × l (base ×height × length) having l ≥ b and l ≥ h. . . . . . . . . . . . . . . . . . . . . . . 1447.4 Cracked hinge: (a) stress-crack opening displacement of plain concrete and (b)main geometrical assumption under deformation. . . . . . . . . . . . . . . . 1457.5 Load-C T ODm numerical predictions against the experimental data on SFRCL100-type by Caggiano et al. [2012a]. . . . . . . . . . . . . . . . . . . . . . . . 1487.6 Load-C T ODm numerical predictions against the experimental data on SFRCL75-type by Caggiano et al. [2012a]. . . . . . . . . . . . . . . . . . . . . . . . . 1497.7 Load-C T ODm numerical predictions against the experimental data on SFRCLS50-type by Caggiano et al. [2012a]. . . . . . . . . . . . . . . . . . . . . . . . 1497.8 Load-C T ODm numerical predictions against the experimental data on SFRCS75-type by Caggiano et al. [2012a]. . . . . . . . . . . . . . . . . . . . . . . . . 150xviii