Strength of Materials |
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Page 231
... end the slope is wL3 48 EI up to the right . Determine the end moments . 7-5 . Restrained Beam Equivalent to Simple Beam with End Moments Usually the redundant elements in a restrained beam are most easily determined by the method in ...
... end the slope is wL3 48 EI up to the right . Determine the end moments . 7-5 . Restrained Beam Equivalent to Simple Beam with End Moments Usually the redundant elements in a restrained beam are most easily determined by the method in ...
Page 232
... end slopes 1 and 2 would be equal , which would require equal end moments MA and MB . In this case , there would be no couple reaction R ' , so the end shears would equal the end reactions of a similarly loaded simple beam . This ...
... end slopes 1 and 2 would be equal , which would require equal end moments MA and MB . In this case , there would be no couple reaction R ' , so the end shears would equal the end reactions of a similarly loaded simple beam . This ...
Page 270
... end moments , and from the area - moment method use the fact that the change in slope between the fixed ends is zero to obtain another equation between these unknown end moments . 2. Determine the end shears , using the second method of ...
... end moments , and from the area - moment method use the fact that the change in slope between the fixed ends is zero to obtain another equation between these unknown end moments . 2. Determine the end shears , using the second method of ...
Contents
SIMPLE STRESS | 1 |
RIVETED AND WELDED JOINTS | 39 |
TORSION | 65 |
Copyright | |
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acting AISC formula allowable stresses angle applied area-moment method assumed axes axial load beam shown bending bending moment C₁ C₂ Carry-over centroidal column formula compressive stress Compute the maximum concrete continuous beam critical load cross-section deflection deformation Determine the maximum diameter elastic curve element end moments equal equivalent Euler's Euler's formula factor of safety fixed end flange flexural stress ft long ft-lb Hence ILLUSTRATIVE PROBLEMS in.¹ lb-ft³ lb/ft length M₁ M₂ maximum shearing stress maximum stress midspan Mohr's circle moment of inertia moments of inertia neutral axis normal stress obtain P₁ plane plate principal stresses PROB product of inertia proportional limit R₂ radius resultant rivet shaft shear center shear diagram shown in Fig simply supported slenderness ratio slope Solution span steel strain tangent tensile stress three-moment equation torsional vertical shear whence zero ΕΙ