## Strength of materials |

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Page 136

The moment curve between A and B, however, is not symmetrical about F

because the shear ordinates do not have

either side of F; here the moment curve is actually a third-degree parabola.

PROBLEMS ...

The moment curve between A and B, however, is not symmetrical about F

because the shear ordinates do not have

**equal**values at**equal**distances oneither side of F; here the moment curve is actually a third-degree parabola.

PROBLEMS ...

Page 185

However, if we take a summation of horizontal forces over a partial depth of the

section, say from the top elements a—b to those at c—d, the total compressive

force C, over the area abcd (

the ...

However, if we take a summation of horizontal forces over a partial depth of the

section, say from the top elements a—b to those at c—d, the total compressive

force C, over the area abcd (

**equal**to the area abcd multiplied by the average ofthe ...

Page 298

Solution: Because of symmetry, the end shears are

are unknown. The simplest condition that determines the unknown end moment ...

Solution: Because of symmetry, the end shears are

**equal**to each other, and each**equals**one-half the applied loads. The end moments also**equal**each other butare unknown. The simplest condition that determines the unknown end moment ...

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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