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1. INTRODUCTION
1.1 Reinforced concrete buildings in seismic areas 1.2 Mechanical properties of steel reinforcing bars
1.3 Durability problems and corrosion phenomena of steel bars 1.3.1 Concept and definition of durability
1.3.2 Durability problems of steel reinforcing bars
1.3.3 Durability of r.c. structures in the European standards 1.4 Open problems
1.5 Main objectives of the present work 1.6 The work - programme
2. MECHANICAL CHARACTERIZATION OF STEEL BARS 2.1 European standards for steel reinforcements
2.2 Mechanical characterization of steel reinforcing bar 2.2.1 Metallurgical investigation on steel reinforcements
2.2.1.1 TempCore steel bars 2.2.1.2 Micro Alloyed steel bars 2.2.1.3 Cold Worked steel bars 2.2.1.4 Stretched steel bars
2.2.2 Results of experimental tensile tests
2.2.2.1 Bars of diameter 8.0 mm2.2.2.2 Bars of diameter 12.0 mm 2.2.2.3 Bars of diameter 16.0 mm 2.2.2.4 Bars of diameter 20.0 mm 2.2.2.5 Bars of diameter 25.0 mm
2.2.3 Mechanical Characterization of bars: low-cycle fatigue
2.2.3.1 Actual literature on low-cycle fatigue behaviour of steel bars 2.2.3.2 Existing protocols for the execution of low-cycle fatigue tests 2.2.3.3 Elaboration of a LCF testing protocol for steel reinforcements2.2.3.3.1 Preliminary evaluation of the influence of the strain rate 2.2.3.3.2 Preliminary protocol for LCF tests on steel reinforcing bars 2.2.3.4 Experimental LCF tests on steel reinforcements
2.2.3.5 Experimental LCF tests on steel reinforcements: results
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3. CONSTITUTIVE MODELS
3.1 Overview of constitutive laws for confined concrete 3.2 Overview of constitutive laws for steel reinforcements 3.3 Bond-slip problems and related models
3.4 The slip model (Braga et al. 2004): analytical formulation 3.5 The modified hardening slip model: analytical formulation
3.5.1 Anchorage length lower than the total bar length 3.5.2 Anchorage length equal to the total bar length 3.6 Calibration of numerical non linear models
3.6.1 Comparison between 2d and 3d model’s results
4. DESIGN AND MODELLING OF R.C. CASE STUDIES 4.1 Definition of the geometrical schemes for buildings 4.2 Structural design of case studies
4.2.1 Pre-sizing of structural elements for gravitational loads 4.2.2 Definition of gravitational loads
4.2.3 Definition of seismic action 4.2.4 Combination of actions
4.2.5 Linear modelling of the structures and analyses’ results 4.2.6 Seismic design of r.c. elements and structural details 4.3 Backgrounds for the elaborations of non linear models
5. SELECTION OF THE SEISMIC INPUT
5.1 Definition of database and time history processing 5.2 Application of range counting method to Group 5
5.3 Selection of representative time histories for the analyses 5.3.1 Damage index parameters
5.3.2 Individuation of the equivalent SDOF model
5.3.3 Selection of representative time histories
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6. EVALUATION OF SEISMIC DEMAND ON REBARS
6.1 Structural assessment of case studies
6.1.1 Residential building in High Ductility Class 6.1.2 Commercial building in High Ductility Class 6.1.3 Office building in High Ductility Class 6.1.4 Residential building in Low Ductility Class
6.2 Evaluation of the ductility demand on steel reinforcing bars 6.2.1 General information and methodology adopted 6.2.2 Calibration of the Menegotto-Pinto model
6.2.3 Axial stress-strain histories on steel reinforcing bars
6.3.2.1 Residential building in HDC: p.g.a. equal to 0.25g6.3.2.2 Commercial building in HDC: p.g.a. equal to 0.25g 6.3.2.3 Office building in HDC: p.g.a. equal to 0.25g 6.3.2.4 Residential building in LDC: p.g.a. equal to 0.25g
6.3.3 Conclusive remarks of IDAs’ results
6.4 Elaboration of a protocol for Low-Cycle Fatigue tests
7. DURABILITY PROBLEMS ON RC STRUCTURES 7.1 Summary of durability problems and objectives
7.2 Brief overview of accelerated corrosion testing procedures 7.3 Accelerated corrosion tests in salt spray chamber
7.3.1 Protocol for the execution of accelerated corrosion test 7.3.2 Individuation of a set of representative steel rebars 7.4 Mechanical tests on corroded steel reinforcing bars
7.4.1 Results of experimental tensile tests
7.4.1.1 Bars of diameter 12.0 mm7.4.1.2 Bars of diameter 16.0 mm 7.4.1.3 Bars of diameter 25.0 mm
7.4.1.4 Evaluation of necking of tested steel reinforcing bars 7.4.1.5 Evaluation of the hydrogen content on corroded bars
7.4.2 Considerations on the results of tensile tests 7.4.3 Results of Low-Cycle Fatigue (LCF) tests
7.4.3.1 Bars of diameter 16.0 mm 7.4.3.2 Bars of diameter 12.0 mm 7.4.3.3 Bars of diameter 12.0 mm
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