Strength of Materials |
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Page 110
... Hence BE d = 1400 7 ft . = = 200 As a preliminary to computing the bending moments , we determine the areas of the shear diagram marked A1 , A2 , A3 , and A4 . A1 = A 2 = ( 3 ) ( - 600 ) ( 7 ) ( 1400 ) ( 2 ) ( - 400 ) = - -900 ft - lb ...
... Hence BE d = 1400 7 ft . = = 200 As a preliminary to computing the bending moments , we determine the areas of the shear diagram marked A1 , A2 , A3 , and A4 . A1 = A 2 = ( 3 ) ( - 600 ) ( 7 ) ( 1400 ) ( 2 ) ( - 400 ) = - -900 ft - lb ...
Page 203
... Hence , if the triangular area is revolved about the line of zero moment as an axis , we obtain diagram ( d ) . The shaded area of diagram ( d ) is evidently equal to the area of the conventional moment diagram ( e ) obtained by ...
... Hence , if the triangular area is revolved about the line of zero moment as an axis , we obtain diagram ( d ) . The shaded area of diagram ( d ) is evidently equal to the area of the conventional moment diagram ( e ) obtained by ...
Page 218
... Hence , tan 0A is practically equivalent to A expressed in radians . From Fig . 6-23 , therefore , we obtain = tc / A AC AC 2160 from Eq . ( a ) in the preceding prob- CE 0A tan 0A = whence , substituting the value tc / A = ΕΙ lem , we ...
... Hence , tan 0A is practically equivalent to A expressed in radians . From Fig . 6-23 , therefore , we obtain = tc / A AC AC 2160 from Eq . ( a ) in the preceding prob- CE 0A tan 0A = whence , substituting the value tc / A = ΕΙ lem , we ...
Contents
APPENDIX B TABLES | 2 |
Shearing Stress | 10 |
SIMPLE STRAIN | 26 |
Copyright | |
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acting actual allowable angle applied assumed axial axis beam beam shown bending bolt carries caused centroid circle column compressive compressive stress compute concentrated concrete consider constant couple cross section deflection deformation determine developed diagram diameter direction distance effect elastic curve element equal equation equivalent expressed flexural stress force formula ft-lb given gives Hence horizontal ILLUSTRATIVE inertia joint lb/ft length limit load material maximum method midspan moments negative neutral axis normal obtain occurs plane plate positive Prob PROBLEMS produce R₁ radius reaction relation resisting respect resultant rivet segment shaft shearing stress shown in Fig shows simply slope Solution Solve span spring steel strain strength supported Table tangent tensile thickness torque torsional uniformly varies vertical wall yield zero ΕΙ