## Strength of Materials |

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Page 100

Fig . P - 404 . 404 . Beam loaded as

230x – 30x2 ; Max . M = - 3480 ft - lb 405 . Beam loaded as

. Ans . Max . M = 3456 ft - lb BA 400 lb / ft 300 lb / ft B 200 lb / ft c 366 4F C Fig .

Fig . P - 404 . 404 . Beam loaded as

**shown in Fig**. P - 404 . Ans . MBC = 3600 –230x – 30x2 ; Max . M = - 3480 ft - lb 405 . Beam loaded as

**shown in Fig**. P - 405. Ans . Max . M = 3456 ft - lb BA 400 lb / ft 300 lb / ft B 200 lb / ft c 366 4F C Fig .

Page 101

Cantilever beam carrying the uniformly varying load

Cantilever beam carrying a distributed load varying from w lb/ft at the free end to

zero at the wall, as

4' ...

Cantilever beam carrying the uniformly varying load

**shown in Fig**. P-410. 411.Cantilever beam carrying a distributed load varying from w lb/ft at the free end to

zero at the wall, as

**shown in Fig**. P-411. Ans. M = 6L 2 -to lb/ft 180 lb/ ft L 100 lb/ft4' ...

Page 261

Fig. P-729. 729. For the restrained beam

moment and maximum EIS. Ans. M = — 1840 ft-lb; EIS = 9120 lb-ft3 730.

Determine the end moment and maximum deflection for the perfectly restrained

beam ...

Fig. P-729. 729. For the restrained beam

**shown in Fig**. P-729, compute the endmoment and maximum EIS. Ans. M = — 1840 ft-lb; EIS = 9120 lb-ft3 730.

Determine the end moment and maximum deflection for the perfectly restrained

beam ...

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### Common terms and phrases

acting actual allowable angle applied assumed axes axis beam shown bending bending moment cantilever carries caused centroid circle CN CN column compressive compressive stress compute concentrated consider constant couple cross section deflection deformation Determine developed diameter direction distance distributed distributed load effect elastic curve element equal equation equivalent expressed flange flexural stress force formula ft-lb given gives Hence horizontal ILLUSTRATIVE inertia lb/ft length limit load loaded as shown material maximum method midspan moments negative neutral axis obtain occurs plane plate positive Prob PROBLEMS produce reaction reference relation resisting respect restrained resultant rivet segment shear diagram shearing stress shown in Fig shows simply supported slope Solution Solve span steel strain strength supported Table tangent tensile thickness varies vertical wall weight weld yield zero