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 -- 5.2.1 Transformation Type of Compatibility Equations -- 5.2.2 First Type of Compatibility Equations -- 5.2.3 Second Type of Compatibility Equations -- 5.2.4 Crack Control -- 5.3 Mohr Compatibility Truss Model (MCTM) -- 5.3.1 Basic Principles of MCTM -- 5.3.2 Summary of Equations -- 5.3.3 Solution Algorithm -- 5.3.4 Example Problem 5.2 using MCTM -- 5.3.5 Allowable Stress Design of RC 2-D Elements -- 5.4 Rotating Angle Softened Truss Model (RA-STM) -- 5.4.1 Basic Principles of RA-STM -- 5.4.2 Summary of Equations -- 5.4.3 Solution Algorithm -- 5.4.4 Example Problem 5.3 for Sequential Loading -- 5.4.5 2-D Elements under Proportional Loading.

5.4.6 Example Problem 5.4 for Proportional Loading -- 5.4.7 Failure Modes of RC 2-D Elements -- 5.5 Concluding Remarks -- 6 Fixed Angle Shear Theories -- 6.1 Softened Membrane Model (SMM) -- 6.1.1 Basic Principles of SMM -- 6.1.2 Research in RC 2-D Elements -- 6.1.3 Poisson Effect in Reinforced Concrete -- 6.1.4 Hsu/Zhu Ratios ν12 and ν21 -- 6.1.5 Experimental Stress-Strain Curves -- 6.1.6 Softened Stress-Strain Relationship of Concrete in Compression -- 6.1.7 Softening Coefficient ζ -- 6.1.8 Smeared Stress-Strain Relationship of Concrete in Tension -- 6.1.9 Smeared Stress-Strain Relationship of Mild Steel Bars in Concrete -- 6.1.10 Smeared Stress-Strain Relationship of Concrete in Shear -- 6.1.11 Solution Algorithm -- 6.1.12 Example Problem 6.1 -- 6.2 Fixed Angle Softened Truss Model (FA-STM) -- 6.2.1 Basic Principles of FA-STM -- 6.2.2 Solution Algorithm -- 6.2.3 Example Problem 6.2 -- 6.3 Cyclic Softened Membrane Model (CSMM) -- 6.3.1 Basic Principles of CSMM -- 6.3.2 Cyclic Stress-Strain Curves of Concrete -- 6.3.3 Cyclic Stress-Strain Curves of Mild Steel -- 6.3.4 Hsu/Zhu Ratios υTC and υCT -- 6.3.5 Solution Procedure -- 6.3.6 Hysteretic Loops -- 6.3.7 Mechanism of Pinching and Failure under Cyclic Shear -- 6.3.8 Eight Demonstration Panels -- 6.3.9 Shear Stiffness -- 6.3.10 Shear Ductility -- 6.3.11 Shear Energy Dissipation -- 7 Torsion -- 7.1 Analysis of Torsion -- 7.1.1 Equilibrium Equations -- 7.1.2 Compatibility Equations -- 7.1.3 Constitutive Relationships of Concrete -- 7.1.4 Governing Equations for Torsion -- 7.1.5 Method of Solution -- 7.1.6 Example Problem 7.1 -- 7.2 Design for Torsion -- 7.2.1 Analogy between Torsion and Bending -- 7.2.2 Various Definitions of Lever Arm Area, Ao -- 7.2.3 Thickness td of Shear Flow Zone for Design -- 7.2.4 Simplified Design Formula for td -- 7.2.5 Compatibility Torsion in Spandrel Beams.

7.2.6 Minimum Longitudinal Torsional Steel -- 7.2.7 Design Examples 7.2 -- 8 Beams in Shear -- 8.1 Plasticity Truss Model for Beam Analysis -- 8.1.1 Beams Subjected to Midspan Concentrated Load -- 8.1.2 Beams Subjected to Uniformly Distributed Load -- 8.2 Compatibility Truss Model for Beam Analysis -- 8.2.1 Analysis of Beams Subjected to Uniformly Distributed Load -- 8.2.2 Stirrup Forces and Triangular Shear Diagram -- 8.2.3 Longitudinal Web Steel Forces -- 8.2.4 Steel Stresses along a Diagonal Crack -- 8.3 Shear Design of Prestressed Concrete I-beams -- 8.3.1 Background Information -- 8.3.2 Prestressed Concrete I-Beam Tests at University of Houston -- 8.3.3 UH Shear Strength Equation -- 8.3.4 Maximum Shear Strength -- 8.3.5 Minimum Stirrup Requirement -- 8.3.6 Comparisons of Shear Design Methods with Tests -- 8.3.7 Shear Design Example -- 8.3.8 Three Shear Design Examples -- 9 Finite Element Modeling of Frames and Walls -- 9.1 Overview -- 9.1.1 Finite Element Analysis (FEA) -- 9.1.2 OpenSees-an Object-oriented FEA Framework -- 9.1.3 Material Models -- 9.1.4 FEA Formulations of 1-D and 2-D Models -- 9.2 Material Models for Concrete Structures -- 9.2.1 Material Models in OpenSees -- 9.2.2 Material Models Developed at UH -- 9.3 1-D Fiber Model for Frames -- 9.4 2-D CSMM Model for Walls -- 9.4.1 Coordinate Systems for Concrete Structures -- 9.4.2 Implementation -- 9.4.3 Analysis Procedures -- 9.5 Equation of Motion for Earthquake Loading -- 9.5.1 Single Degree of Freedom versus Multiple Degrees of Freedom -- 9.5.2 A Three-degrees-of-freedom Building -- 9.5.3 Damping -- 9.6 Nonlinear Analysis Algorithm -- 9.6.1 Load Control Iteration Scheme -- 9.6.2 Displacement Control Iteration Scheme -- 9.6.3 Dynamic Analysis Iteration Scheme -- 9.7 Nonlinear Finite Element Program SCS -- 10 Application of Program SCS to Wall-type Structures.

10.1 RC Panels Under Static Load -- 10.2 Prestresed Concrete Beams Under Static Load -- 10.3 Framed Shear Walls under Reversed Cyclic Load -- 10.3.1Framed Shear Wall Units at UH -- 10.3.2 Low-rise Framed Shear Walls at NCREE -- 10.3.3 Mid-rise Framed Shear Walls at NCREE -- 10.4 Post-tensioned Precast Bridge Columns under Reversed Cyclic Load -- 10.5 Framed Shear Walls under Shake Table Excitations -- 10.6 A Seven-story Wall Building under Shake Table Excitations -- Appendix -- References -- Index.