Unified theory of concrete structures [[electronic resource] /] / Thomas Hsu and Y.L. Mo

• Record Nr.: UNINA9910140593703321
• Autore: Hsu Thomas T. C (Thomas Tseng Chuang), <1933->
• Pubbl/distr/stampa: Chichester, West Sussex, U.K. ; ; Hoboken, N.J., : Wiley, c2010
• ISBN: 1-282-55153-1; 9786612551536; 0-470-68889-0; 0-470-68888-2
• Descrizione fisica: 1 online resource (520 p.)
• Altri autori (Persone): MoY. L
• Disciplina: 624.1/8341
• Soggetti: Reinforced concrete construction; Concrete construction
• Lingua di pubblicazione: Inglese
• Formato: Materiale a stampa
• Livello bibliografico: Monografia
• Note generali: Includes index.
• Nota di contenuto: UNIFIED THEORY OF CONCRETE STRUCTURES; Contents; About the Authors; Preface; Instructors' Guide; 1 Introduction; 1.1 Overview; 1.2 Structural Engineering; 1.2.1 Structural Analysis; 1.2.2 Main Regions vs Local Regions; 1.2.3 Member and Joint Design; 1.3 Six Component Models of the Unified Theory; 1.3.1 Principles and Applications of the Six Models; 1.3.2 Historical Development of Theories for Reinforced Concrete; 1.4 Struts-and-ties Model; 1.4.1 General Description; 1.4.2 Struts-and-ties Model for Beams; 1.4.3 Struts-and-ties Model for Knee Joints; 1.4.4 Comments; 2 Equilibrium (Plasticity) Truss Model 2.1 Basic Equilibrium Equations; 2.1.1 Equilibrium in Bending; 2.1.2 Equilibrium in Element Shear; 2.1.3 Equilibrium in Beam Shear; 2.1.4 Equilibrium in Torsion; 2.1.5 Summary of Basic Equilibrium Equations; 2.2 Interaction Relationships; 2.2.1 Shear-Bending Interaction; 2.2.2 Torsion-Bending Interaction; 2.2.3 Shear-Torsion-Bending Interaction; 2.2.4 Axial Tension-Shear-Bending Interaction; 2.3 ACI Shear and Torsion Provisions; 2.3.1 Torsional Steel Design; 2.3.2 Shear Steel Design; 2.3.3 Maximum Shear and Torsional Strengths; 2.3.4 Other Design Considerations 2.3.5 Design Example; 2.4 ; Comments on the Equilibrium (Plasticity) Truss Model; 3 Bending and Axial Loads; 3.1 Linear Bending Theory; 3.1.1 Bernoulli Compatibility Truss Model; 3.1.2 Transformed Area for Reinforcing Bars; 3.1.3 Bending Rigidities of Cracked Sections; 3.1.4 Bending Rigidities of Uncracked Sections; 3.1.5 Bending Deflections of Reinforced Concrete Members; 3.2 Nonlinear Bending Theory; 3.2.1 Bernoulli Compatibility Truss Model; 3.2.2 Singly Reinforced Rectangular Beams; 3.2.3 Doubly Reinforced Rectangular Beams; 3.2.4 Flanged Beams; 3.2.5 Moment-Curvature (M-φ) Relationships 3.3 Combined Bending and Axial Load; 3.3.1 Plastic Centroid and Eccentric Loading; 3.3.2 Balanced Condition; 3.3.3 Tension Failure; 3.3.4 Compression Failure; 3.3.5 Bending-Axial Load Interaction; 3.3.6 Moment-Axial Load-Curvature (M-N- φ) Relationship; 4 Fundamentals of Shear; 4.1 Stresses in 2-D Elements; 4.1.1 Stress Transformation; 4.1.2 Mohr Stress Circle; 4.1.3 Principal Stresses; 4.2 Strains in 2-D Elements; 4.2.1 Strain Transformation; 4.2.2 Geometric Relationships; 4.2.3 Mohr Strain Circle; 4.2.4 Principle Strains; 4.3 Reinforced Concrete 2-D Elements 4.3.1 Stress Condition and Crack Pattern in RC 2-D Elements; 4.3.2 Fixed Angle Theory; 4.3.3 Rotating Angle Theory; 4.3.4 'Contribution of Concrete' (Vc); 4.3.5 Mohr Stress Circles for RC Shear Elements; 5 Rotating Angle Shear Theories; 5.1 Stress Equilibrium of RC 2-D Elements; 5.1.1 Transformation Type of Equilibrium Equations; 5.1.2 First Type of Equilibrium Equations; 5.1.3 Second Type of Equilibrium Equations; 5.1.4 Equilibrium Equations in Terms of Double Angle; 5.1.5 Example Problem 5.1 Using Equilibrium (Plasticity) Truss Model; 5.2 Strain Compatibility of RC 2-D Elements
• Sommario/riassunto: Unified Theory of Concrete Structures develops an integrated theory that encompasses the various stress states experienced by both RC & PC structures under the various loading conditions of bending, axial load, shear and torsion. Upon synthesis, the new rational theories replace the many empirical formulas currently in use for shear, torsion and membrane stress. The unified theory is divided into six model components: a) the struts-and-ties model, b) the equilibrium (plasticity) truss model, c) the Bernoulli compatibility truss model, d) the Mohr compatibility truss model, e) the