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Figure 6 12. Comparison of Depth Average Velocity Profile of Section 5

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LIST OF FIGURES AND PHOTOGRAPHS for channel half Symmetric section

Figure 1.1. Classification of Open channels x * Deeper main channel. %* Shallow floodplain called compound section.

Figure.1.3. Geometry of a Compound Channel A channel is said to be prismatic when the cross section is uniform and the bed slope is constant Generally compound channels are classified as

described clearly in the following sections. Figure 2.1. Large vortices experimentally observed at the main channel/floodplain interface

Figure 2.2. Flow structures in a straight two-stage channel (Shiono and Knight, 1990) Investigation of the interaction between the main channel and the adjoining floodplain

Figure. 3.1. Plan view of experimental setup of the channel show the plan view of five different experimental sections of the channel.

for Experimentation.

Figure 5.1. Geometry Setup of a Non-Prismatic Compound Channel

Figure 5.2. Cross sectional geometry of the non-prismatic compound channel

Figure 5.3. Figure 5.3. The half Sectional Geometry of a non-prismatic compound channel.

Figure 5.4 Different Geometrical entities used in a non-prismatic compound channel

5.2.2 MESH GENERATION

Figure 5.7. A Schematic view of the Grid used in the Numerical Model for channel half Symmetric section

Figure 5.8. Meshing of Inlet, Outlet and free surface of a non-prismatic compound channel

Figure 5.9. A Schematic Diagram of converging compound channel with boundary conditions implemented for this study are shown in Fig 4.2.4. Subsequently these conditions are conditions important, to understand the meaning of well-posed boundary conditions. The boundary

Figure 5.10. The subdivisions of the near-wall region. was considered intermediate between square duct and open channel.

Table 6.1. Hydraulic parameters for the experimental runs

Figure 6.1. Position of Five Different Experimental Section 6.1.2 NUMERICAL ANALYSIS RESULTS

Figure 6.2. Velocity contour of five different experimental sections

Figure 6.3. Different Position of experimentation of a particular section calculate the discharge and the depth-averaged velocity.

Figure 6.4. Longitudinal Velocity Profile of five different sections for Dr 0.3 6.2.1. Validation of Numerical results with Experimentation for Relative Depth (Dr) =0.3

6.2.2. Validation of Numerical simulation with experimentation for Relative Depth (Dr) =0.2

Figure 6.6. Comparison of Depth Average Velocity Profile for Dr 0.3 along the experimental flume.

Figure 6.7. Comparison of Depth Average Velocity Profile for Dr 0.2 6.3.2 Numerical Validation

Figure 6.8. Comparison of Depth Average Velocity profile of Section 1 another part of the discharge is transferred to the main-channel.

Figure 6.9. Comparison of Depth Average Velocity Profile of Section 2

Figure 6.11. Comparison of Depth Average Velocity Profile of Section 4

Figure 6.14. Comparison of Depth Average Velocity Profile of Section 2

Figure 6.15. Comparison of Depth Average Velocity Profile of Section 3

Figure 6.16. Comparison of Depth Average Velocity Profile of Section 4

Figure 6.18. Comparison of Velocity Contour of Section 1 6.4.1 Comparison of Velocity Contours having Relative Depth of flow 0.3

Figure 6.19. Comparison of Velocity Contour of Section 2

Figure 6.20. Comparison of Velocity Contour of Section 3

Figure 6.21. Comparison of Velocity Contour of Section 4

Figure 6.22. Comparison of Velocity Contour of Section 5

6.4.2. Comparison of Velocity Contours for relative depth of flow 0.2

Figure 6.24. Comparison of Velocity Contour of Section 2 Figure 6.23. Comparison of Velocity Contour of Section 1

Figure 6.25. Comparison of Velocity Contour of Section 3

Figure 6.26. Comparison of Velocity Contour of Section 4

Figure 6.27. Comparison of Velocity Contour of Section 5

6.5.1 Simulation Result for Relative Depth (Dr) 0.3 Figure 6.28. Streamline along the convergence for Dr=0.3

6.5.2 Simulation Result for Relative Depth (Dr) 0.2

Figure 6.31. Schematic view of the flow structure in a compound channel with converging floodplains (Bousmar D,2004)

Distribution of boundary shear stress at five different sections along the channel bed.

Figure 6.33. Boundary Shear Distribution at Section 2 for Dr 0.2

Figure 6.36. Boundary Shear Distribution at Section 5 for Dr 0.2

Figure 6.37. Boundary Shear Stress distribution along the channel bed average bed shear stress distribution in main channel is found to be lesser than the flood plain.