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Chapter 6. Structural scale failure analysis of FRCCthe one in blue outlines the interface in elastic regime (either in loading or unloadingstages). The cracked shape of the mesh at various strain stages is also represented: i.e.,at ɛ = 0.0045, ɛ = 0.0350 and ɛ = 0.0380.It can be observed that for plain concrete at fully localized (and ultimate) state (ɛ =0.0350), one localized and inclined band develops: it divides the specimen into twoblocks. The ultimate state for the SFRC with ρ f = 1.0% (attained with the strain ɛ =0.0350) is characterized by two inclined macro-cracks, which split the tests in threeparts. Then, when a very high fiber content is considered (SFRC with ρ f = 5.0%), aremarkable strain-hardening behavior is obtained and a deformed mesh with verydiffuse micro-crackings can be clearly observed in the right side of Figure 6.19.6.3.2 Compressive test at macroscopic scaleThe concrete panel with the geometry of 9 × 12 cm 2 (base and height, respectively)is considered in the analyses proposed in this section. The considered mesh for theanalyzed SFRC specimen is detailed in Figure 6.20. Iso-parametric triangular continuumelements (Figure 6.20a) are assumed as linear elastics. Then, interface elementsinserted between those continuum triangles are highlighted by thicker lines of Figure6.20b.abFigure 6.20: 2-D FE discretization for concrete specimens at macro-level: (a) continuumelements and (b) interfaces.134
6.3. Meso- and macroscopic FE Analysis with FRC Interfaces: Compressive Testload [kN N]18.016.0 f = 5.0 %14.012.010.08.06.0 f = 1.0 %4.02.0 f = 0.0 %0.00.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4displacement [mm]Figure 6.21: Results in uniaxial compression. f = 0.0 % f = 1.0 % f = 5.0 %0.84 = 0Loss of convergence = 1.20Figure 6.22: Sequence of micro- and macrocracks at various loading stages.The numerical model depicted in Figure 6.20 is analyzed under a uniaxial compressionalong the y− vertical axis. Particularly, displacements are imposed to all the nodes ofthe upper face, while the bottom nodes are restrained in the y− direction. Moreover,the bottom left node is restrained against horizontal displacement. Nodes at left andright sides are free of any constraint. At last, 2-D plane stress conditions are considered135
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Dottorato di Ricercain Ingegneria d
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AcknowledgementsI would like to exp
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Abstractinclusion of fibers and the
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ContentsAcknowledgementsAbstractTab
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Contents8.6.1 Tensile tests . . . .
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List of Figures2.1 Fine and coarse
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List of Figures4.16 Pull-out simula
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List of Figures6.14 Crack paths of
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List of Tables2.1 Mix design per cu
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Chapter 1. Introduction1.1.1 Fiber
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Chapter 1. Introductionthe fiber ad
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Chapter 1. Introductionand mechanic
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Chapter 1. Introduction[Vrech and E
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Chapter 1. IntroductionDespite the
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Chapter 1. Introduction(Figure 1.4)
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Chapter 1. IntroductionFigure 1.8:
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Chapter 1. Introductionfor structur
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Chapter 1. Introductioncracking beh
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Chapter 1. Introduction• "c" if 0
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Chapter 1. Introductionsumed due to
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Chapter 1. Introductionaleatoric na
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Chapter 1. IntroductionFigure 1.13:
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Chapter 1. IntroductionElement Meth
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Chapter 2. Experimental characteriz
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Chapter 3. Zero-thickness interface
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4 Bond behavior of fibers in cement
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4.2. Bond behavior of fibers in con
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4.3. Elasto-plastic joint/interface
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4.4. Fracture energy-based interfac
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Page 117 and 118: 4.6. Closing remarksMPa3.02.5Pi N2.
Page 119 and 120: 5 Model performance and numericalpr
Page 121 and 122: 5.1. Numerical analysesones mention
Page 123 and 124: 5.1. Numerical analysesshown in Fig
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Page 127 and 128: 5.1. Numerical analysestic behavior
Page 129 and 130: 5.1. Numerical analysesσ MPa121086
Page 131 and 132: 5.2. Cracking analysis of the propo
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Page 167 and 168: 7 Cracked hinge numerical modelfor
Page 169 and 170: 7.1. Basic assumptionsSection at no
Page 171 and 172: 7.1. Basic assumptions1997, Stankow
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Page 175 and 176: 7.4. Numerical predictionsvertical
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Page 180 and 181: Chapter 8. Elasto-plastic microplan
Page 200 and 201: Chapter 9. Conclusionsof first-crac
Page 202 and 203: Chapter 9. Conclusionsfibers in con
Page 204 and 205: Chapter 9. Conclusions9.6 Future re
Page 206 and 207: BibliographyN. Banthia and N. Nanda
Page 208 and 209: BibliographyM. Butler, V. Mechtcher
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BibliographyCUR. Bepaling van de Bu
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BibliographyEN-12390-3. Testing of
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BibliographyT. Guttema. Ein Beitrag
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BibliographyE. Kuhl, P. Steinmann,
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BibliographyO. Manzoli, J. Oliver,
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BibliographyK. Park, G. Paulino, an
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BibliographyI. Singh, B. Mishra, an
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BibliographyG. Wells and L. Sluys.
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