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Extra resources for Lecture Notes in Structural Engineering: Analysis and Desig
First, the depth (and thus the weight) of an arch is not usually constant, then due to the inclination of the arch the actual self weight is not constant. Finally, live loads may act on portion of the arch, thus the line of action will not necessarily follow the arch centroid. This last effect can be neglected if the live load is small in comparison with the dead load. 9)(60) = 0 Example 7-2: Semi-Circular Arch, (Gerstle 1974) Determine the reactions of the three hinged statically determined semi-circular arch under its own dead weight w (per unit arc length s, where ds = rdθ).
4 Analysis mehtods of statically indeterminate structures must satisfy three requirements Equilibrium Force-displacement (or stress-strain) relations (linear elastic in this course). e. no discontinuity) 5 This can be achieved through two classes of solution Force or Flexibility method; Displacement or Stiffness method The flexibility method is first illustrated by the following problem of a statically indeterminate cable structure in which a rigid plate is supported by two aluminum cables and a steel one.
Ft 4. 2 Horizontal Loads 247 6. 46 k 7. 46 k 8. 46 k 9. 2. 2 Horizontal Loads Portal Method B C D E 4 7 8 9 H1 10 11 12 H2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 G H 3 I J K L L1 M N O P L2 Q R S 20 L3 30 24 MOMENTS 5 # of Storeys 6 F PORTAL METHOD 2 # of Bays 3 Victor E. XLS 2 Force H Lat. 2 Horizontal Loads 251 Mem. 9 10 11 12 13 14 -ve Moment +ve Moment Shear -ve Moment +ve Moment Shear -ve Moment +ve Moment Shear -ve Moment +ve Moment Shear -ve Moment +ve Moment Shear -ve Moment +ve Moment Shear Vert.