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Page 102
Ferdinand Leon Singer. 406. Beam loaded as shown . 407. Beam loaded as shown . 200 lb Ans . MBC = 200 x - 1000 lb 200 lb / ft 100 lb / ft A 4 ' B 8 ' A 4 ' B 100 lb / ft 8 ' PROB . 408 . PROB . 407 408. Beam loaded as shown . 409. Beam ...
Ferdinand Leon Singer. 406. Beam loaded as shown . 407. Beam loaded as shown . 200 lb Ans . MBC = 200 x - 1000 lb 200 lb / ft 100 lb / ft A 4 ' B 8 ' A 4 ' B 100 lb / ft 8 ' PROB . 408 . PROB . 407 408. Beam loaded as shown . 409. Beam ...
Page 188
Ferdinand Leon Singer. 613. Beam loaded as shown . Ans . ( Area ) AB TA = 2688 lb - ft 614. Beam loaded as shown . A 72 lb / ft 4 ' 30 lb / ft B B A 2 ' 2 ' 4 ' 6 ' R1 R2 R1 R2 PROB . 614 . PROB . 613 . 615. Beam loaded as shown . Hint ...
Ferdinand Leon Singer. 613. Beam loaded as shown . Ans . ( Area ) AB TA = 2688 lb - ft 614. Beam loaded as shown . A 72 lb / ft 4 ' 30 lb / ft B B A 2 ' 2 ' 4 ' 6 ' R1 R2 R1 R2 PROB . 614 . PROB . 613 . 615. Beam loaded as shown . Hint ...
Page 189
Ferdinand Leon Singer. 613. Beam loaded as shown . Ans . ( Area ) AB · ĨA = 2688 lb - ft2 614. Beam loaded as shown . A 72 lb / ft 4 ' 30 lb / ft B B A 2 ' 2 ' 4 ' 6 ' R1 R2 R1 R2 PROB . 614 . PROB . 613 . 615. Beam loaded as shown ...
Ferdinand Leon Singer. 613. Beam loaded as shown . Ans . ( Area ) AB · ĨA = 2688 lb - ft2 614. Beam loaded as shown . A 72 lb / ft 4 ' 30 lb / ft B B A 2 ' 2 ' 4 ' 6 ' R1 R2 R1 R2 PROB . 614 . PROB . 613 . 615. Beam loaded as shown ...
Contents
SIMPLE STRESS | 1 |
RIVETED AND WELDED JOINTS | 39 |
TORSION | 65 |
Copyright | |
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acting AISC formula allowable stresses angle applied assumed axes axial load bending bending moment C₁ C₂ Carry-over centroidal column formula compressive stress Compute the maximum concrete critical load cross-section deflection deformation Determine the maximum diameter elastic curve element end moments equal equivalent Euler's formula factor of safety flange flexural stress flexure formula ft long ft-lb Hence ILLUSTRATIVE PROBLEMS in.¹ lb-ft³ lb/ft length maximum shearing stress maximum stress midspan modulus 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 R₁ R₂ radius reinforced resisting resultant rivet S₂ shaft shear center shear diagram shear flow shearing force shown in Fig simply supported slenderness ratio slope Solution span steel strain tangent tensile stress torsional vertical shear whence zero ΕΙ