Chapter
2.8. Hydrostatic loads and land thrust
3. External Analysis of Plane Structures
3.1. External equilibrium of structures
3.2. External and internal actions
3.3. Types of plane structure supports
3.4. Static determinacy, static indeterminacy and structural stability
3.5. Calculation of support reactions
3.6. Superposition principle
3.8. Conncept of displacement
3.10. Principle of virtual work
3.11. Calculation of reactions by the virtual work method
4.1. Definition of a truss
4.2. Hypothesis of analysis
4.3. Sign convention and representation of internal forces
4.4. Degree of static indeterminacy and stability of trusses
4.5. Analysis methods of trusses
4.5.1. Method of joint equilibrium
4.5.2. Method of sections
4.5.4. Graphic or Cremona method
4.8.1. Space truss analysis
5. Internal Analysis of Beams and Frames
5.1. Normal force, shear force and bending moment
5.3. Beam analysis procedure
5.4. Diagrams of internal actions
5.5. Relationship between loading, shear force and bending moment
5.6. Static determinacy, static indeterminacy and instability of beams and frames
5.7. Plane frame analysis procedure
6. Deflections of Elastic Beams: Energy Methods
6.1. Elastic deflection of beams
6.2. Calculation of deflections
6.2.1. Method of the differential equation of the elastic line
6.2.2. Direct integration method
6.2.3. Moment-area method
6.2.4. Conjugate beam method
6.3. Superposition principle
7. Structural Deflections: Energy Methods
7.1. Work of external actions
7.2. Internal or strain energy
7.3. Principle of energy conservation
7.4. Principle of virtual work
7.4.1. Method of virtual work: trusses
7.4.2. Method of virtual work: beams
7.4.3. Method of virtual work: frames
7.5. Conservation of energy and strain energy
7.6. Castigliano’s theorem
7.6.1. Displacement theorem statement
7.6.2. Slope theorem statement
7.6.3. Application of Castigliano’s theorem to truss analysis
7.6.4. Using Castigliano’s theorem to analyze beams and frames
8.2. Mechanical characteristics of cables
8.3. Hypothesis of cable analysis
8.4.1. Cables subject to concentrated force
8.4.2. Cables subject to distributed forces
8.4.3. Cables subject to any force
8.5. Cables with an inflection point outside the cable
9.2.1. Semicircular arch under concentrated load
9.2.2. Semicircular arch under uniformly distributed load
9.2.3. Parabolic arch under concentrated load
9.2.4. Parabolic arch under uniformly distributed load
9.2.5. Semicircular arch with support settlements
10.2. Influence line definition
10.3. Influence lines of a beam using the equilibrium method
10.3.1. Influence lines of a support reaction
10.3.2. Influence line of a shear force
10.3.3. Influence line of a bending moment
10.4. Influence line es of a frame using the equilibrium method
10.4.1. Influence line of support reaction VA
10.6. Influence line of trusses
10.7. Influence lines using the Muller–Breslau principle
10.7.1. Influence lines of a support reaction
10.7.2. Influence line of a shear force
10.7.3. Influence line of a bending moment
10.8. Influence lines of deflections
A.1. Standard structural deflections
A.2. Evaluation of the integral ∫L0M(x).m(x).dx
Other titles from iSTE in Civil Engineering and Geomechanics
Structural Analysis 1
：Statically Determinate Structures
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