## Strength of materials |

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Page 511

C = 0 ,A *n, \" is less within the

Such a material is said to strain-harden ; it does not permit an increase in strain

without an increase in stress. A material for which C is zero is called elastic-

perfectly ...

C = 0 ,A *n, \" is less within the

**plastic**region than it is within the elastic region.Such a material is said to strain-harden ; it does not permit an increase in strain

without an increase in stress. A material for which C is zero is called elastic-

perfectly ...

Page 527

Once a section becomes fully

stress, thereby permitting the parts of the beam on either side of this section to P

Hi Fig. 1 4-1 4. —

Once a section becomes fully

**plastic**, all its fibers yield without further increase ofstress, thereby permitting the parts of the beam on either side of this section to P

Hi Fig. 1 4-1 4. —

**Plastic**hinges H form at sections of maximum moment. rotate ...Page 534

P = 2.5 a P P SUMMARY Inelastic action is applicable only to ductile materials. In

this introductory presentation, the material is restricted to the elastic-perfectly

...

P = 2.5 a P P SUMMARY Inelastic action is applicable only to ductile materials. In

this introductory presentation, the material is restricted to the elastic-perfectly

**plastic**type so that strain-hardening effects are not considered. For solid circular...

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allowable stresses aluminum angle assumed axes axial load beam in Fig beam loaded beam shown bending bolt cantilever beam caused centroid CN CN column compressive stress Compute the maximum concentrated load concrete cover plate cross section deformation Determine the maximum diameter elastic curve end moments equal equivalent Euler's formula factor of safety fibers flange flexure formula free-body diagram ft long ft-lb Hence hinged Hooke's law horizontal ILLUSTRATIVE PROBLEMS lb/ft length loaded as shown main plate maximum shearing stress maximum stress midspan midspan deflection modulus Mohr's circle moments of inertia neutral axis obtain plane plastic positive product of inertia proportional limit radius ratio reaction Repeat Prob resisting restrained beam resultant segment shaft shear center shear diagram shearing force shown in Fig Solution Solve Prob span static steel strain tensile stress thickness torque torsional uniformly distributed load vertical shear weld zero