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Page 109
... constant at this value between C and D , since there is no load in this interval ; at D , the upward reaction of ... constant and downward ( or negative ) ; hence the slope of the shear diagram in this interval is constant and down to ...
... constant at this value between C and D , since there is no load in this interval ; at D , the upward reaction of ... constant and downward ( or negative ) ; hence the slope of the shear diagram in this interval is constant and down to ...
Page 115
... constant because the vertical shear is constant be- tween D and E. The moment curve between C and D is a symmetrical parabola with its vertex at G , because at equal distances to either side of G the shear is numerically equal but of ...
... constant because the vertical shear is constant be- tween D and E. The moment curve between C and D is a symmetrical parabola with its vertex at G , because at equal distances to either side of G the shear is numerically equal but of ...
Page 505
... constant for all fibers . Applying Hooke's law for triaxial stress ( see page 39 ) , we have Ez = 1 [ Sz ― μ ( S , + S1 ) ] Since € 2 , E , S2 , and μ are all constant , it follows that S , + S , is a constant throughout the cross ...
... constant for all fibers . Applying Hooke's law for triaxial stress ( see page 39 ) , we have Ez = 1 [ Sz ― μ ( S , + S1 ) ] Since € 2 , E , S2 , and μ are all constant , it follows that S , + S , is a constant throughout the cross ...
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allowable stresses aluminum angle applied assumed axial load beam in Fig beam loaded beam shown bending bending moment bolt bronze cantilever beam caused centroid column compressive stress Compute the maximum concentrated load concrete continuous beam 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 Hooke's law horizontal ILLUSTRATIVE PROBLEMS inertia lb/ft length loaded as shown main plate maximum shearing stress maximum stress midspan deflection modulus Mohr's circle moment of area moment of inertia neutral axis obtain plane positive proportional limit R₂ radius reaction Repeat Prob resisting restrained beam resultant segment shaft shear diagram shearing force shown in Fig Solution Solve Prob span statically indeterminate steel strain tensile stress three-moment equation torque torsional uniformly distributed load vertical shear weld zero ΕΙ