Statically Indeterminate Problems
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1 Statically Indeterminate Problems 1
2 Statically Determinate Problems Problems can be completely solved via static equilibrium Number of unknowns (forces/moments) = number of independent equations from static equilibration B Fx 0 Fx? Fy 0 Fy? M 0 FBy? 2
3 Statically Indeterminate Problems Problems cannot be solved from static equilibrium alone Number of unknowns (forces/moments) > number of independent equations from static equilibration C B Fx? Fx 0 Fy? Fy 0 FBy? M 0 FCx? FCy? 3
4 Degrees of Indeterminacy of Structures For a co-planer structure, there are at most three equilibrium equations for each portion of the structure. If there is a total of n portions and m unknown reaction forces from supports: m3nstatically determinate m3nstatically indeterminate m- 3n Degrees of indeterminacy Statically determinate Degrees of Indeterminacy = 2 4
5 dvantages & Disadvantages of Indeterminate Structures dvantages: - Redistributing loads - Smaller stresses - Greater stiffness - Redundancies Disadvantages: - Extra stresses due to redundant restraints - Thermal and residual stresses due to temperature change and fabrication errors 5
6 Redundancy & Basic Determinate System Redundancy: unnecessary restraints without which the static equilibrium of a structure still holds. Basic determinate system: the same structure as of a statically indeterminate system after replacing redundant restraints with extra constraining loads 6
7 How to nalyze Statically Indeterminate Structures? Basic determinate structure: obtained via replacing redundant restraints with extra constraining loads. Equilibrium: is satisfied when the reaction forces at supports hold the structure at rest, as the structure is subjected to external loads Deformation compatibility: satisfied when the various segments of the structure fit together without intentional breaks or overlaps Deformation-load relationship: depends on the manner the material of the structure responds to the applied loads, which can be linear/nonlinear/viscous and elastic/inelastic; for our study the behavior is assumed to be linearly elastic 7
8 Force Method (Method of Consistent Deformations) The method of consistent deformations or force method was originally developed by James Clerk Maxwell in 1874 and later refined by Otto Mohr and Heinrich Műller- Breslau. James Clerk Maxwell ( ) Christian Otto Mohr ( ) Heinrich Műller-Breslau ( ) 8
9 Force Method Solution Procedure Making the indeterminate structure determinate Obtaining its equations of equilibrium nalyzing the deformation compatibility that must be satisfied at selected redundant restraints Substituting the deformation-load relationship into deformation compatibility, resulting in complementary equations Joining of equilibrium equations and complementary equations Types of Problems can be addressed include (a) bar tension/compression; (b) shaft torsion; and (c) beam bending 9
10 ssembly Stress Residual stresses exist in statically indeterminate structures, originated from assembling / fabrication errors of structural elements Bar 3 is δ shorter than required Force equilibrium: FN1 FN2 F ( F F )cos N3 N1 N2 Displacement compatibility: l l 3 l1 cos F N1 F N3 F N2 l 3 l l
11 Thermo Stress Stresses develop in indeterminate structures originated from the dilatation / contraction of structural elements due to temperature change. Calculation of thermo stresses: t t, t t t1 B F F B l 1. Make the structure determinate by replacing restraint at B with unknown reaction force F B 2. Force equilibrium: F F 0 3. Displacement compatibility: lt lf 4. Displacement - temperature relationship: B l l t l t l t 11
12 5. Complementary equation: Lt FBl E F B Thermo stress: Et Dilatation coefficient of low-carbon steel: E 200 GPa 2.5 t MPa 6 1 C F B 0 Et 6. Joint of force equilibrium and complementary equations F F Et B 12
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