## Strength of materials |

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Page 55

Perhaps the simplest redesign would be to increase the length of the

thus making it less rigid. It may be noted here that generally the most rigid parts of

an indeterminate structure carry the most load. This is a fundamental principle in

...

Perhaps the simplest redesign would be to increase the length of the

**steel**rod,thus making it less rigid. It may be noted here that generally the most rigid parts of

an indeterminate structure carry the most load. This is a fundamental principle in

...

Page 68

of 15°C. At what temperature will the rails just touch? What stress would be

induced in the rails at that temperature if there were no initial clearance? Assume

at ...

**Steel**railroad rails 10 m long are laid with a clearance of 3 mm at a temperatureof 15°C. At what temperature will the rails just touch? What stress would be

induced in the rails at that temperature if there were no initial clearance? Assume

at ...

Page 418

from which, by canceling out ow and denoting the ratio of the moduli of elasticity

E,/Ew by n, we finally have Aw I M, (10-1) This indicates that the area of the

equivalent wood is n times the area of the

area is ...

from which, by canceling out ow and denoting the ratio of the moduli of elasticity

E,/Ew by n, we finally have Aw I M, (10-1) This indicates that the area of the

equivalent wood is n times the area of the

**steel**. The location of the equivalentarea is ...

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### Common terms and phrases

allowable stresses aluminum angle applied load area-moment method assumed axial load beam in Fig beam loaded beam shown bolt bronze cantilever beam caused centroid column compressive stress concentrated load continuous beam cross section deﬂection deformation Determine the maximum diameter elastic curve element end moments equal equilibrium equivalent exploratory section factor of safety fibers ﬂexural flexural stress Flgure free-body diagram Hence horizontal ILLUSTRATIVE PROBLEMS kN-m kN/m length loaded as shown maximum shearing stress maximum stress midspan midspan deﬂection Mohr’s circle neutral axis normal stress obtain plane positive principal stresses proportional limit radius reaction resisting restrained beam resultant rivet segment shaft shear center shear diagram shearing force shearing strain shown in Fig simply supported beam slope Solution span static equilibrium statically indeterminate steel strain tangent drawn tensile stress three-moment equation torque torsional uniformly distributed load value of E18 vertical shear weld