Clear water jet: Difference between revisions

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== '''Setup''' ==
== '''Setup''' ==
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The rectangular flume has a narrow 0.2 m-wide inlet and a 3 m-wide outlet. The initial water depth was 0.15 m with a 0.16 m layer of 0.6 mm sand over a concrete bottom. The flume was 5 m long and 4 m wide. The measured sand settling velocity of 0.013 m/s was used. The computational mesh consisted of 62 rows and 69 columns (Figure 2). The computational time was 30 seconds. The transport equation which best fit the measurements was the Soulsby-van Rijn (1997).  
 
The rectangular flume has a narrow 0.2 m-wide inlet and a 3 m-wide outlet. The initial water depth was 0.15 m with a 0.16 m layer of 0.6 mm sand over a concrete bottom. The flume was 5 m long and 4 m wide. The measured sand settling velocity of 0.013 m/s was used.
 
The experiment consist of a trapezoidal channel of uniform find sand (d50 = 0.16 mm) with a steady flow (0.51 m/sec) perpendicular to the channel axis (Gallappatti and Vreugdenhil 1985). The water depth on the upstream bank is about 0.39 m. Three bank slopes were tested: 1:3, 1:7, and 1:10. A flux boundary condition was used at the inlet and a water level boundary condition at the outlet. A constant Manning n coefficient of 0.025 (default) was used. The Lund-CIRP transport formula was used for all three test cases. The morphologic scaling factor was set to 1.0. The adaptation length was calibrated to be 0.6 m.
 
[[Image:Trench_Setup.PNG|thumb|left|600px|Trapezoidal Channel | alt=Trapezoidal Channel]]


[[Image:Thuc_Exp_Setup.png|thumb|left|400px| Figure 1. Experimental setup for Thuc (1991) experiment. ]]
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== '''Results''' ==
== '''Results''' ==
The figures below show a comparison between measured and computed bed elevations.
The figures below show a comparison between measured and computed bed elevations.


[[Image:Thuc_Exp_Setup.png|thumb|left|400px| Figure 1. Experimental setup for Thuc (1991) experiment. ]]
[[Image:Thuc_Depth4hrs.png|thumb|left|600px| Figure 2. Computed bed elevations and current velocities at t=4 hrs.]]
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[[Image:Thuc_Bed_Elevation.png|thumb|left|600px| Figure 3. Computed and measured bed elevations at t=1,4 hrs.]]
[[Image:Thuc_Depth4hrs.png|thumb|left|400px| Figure 2. Computed bed elevations and current velocities at t=4 hrs.]]
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[[Image:Thuc_Bed_Elevation.png|thumb|left|400px| Figure 3. Computed and measured bed elevations at t=1,4 hrs.]]
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== '''References''' ==
== '''References''' ==
* Soulsby, R. (1997) "Dynamics of marine sands" Thomas Telford Publications, London.
* Thuc, T. (1991) "Two-dimensional morphological computations near hydraulic structures", Doctoral Dissertation, Asian Institute of Technology, Bangkok, Thailand.


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Thuc, T. (1991) “Two-dimensional morphological computations near hydraulic structures”, Doctoral Dissertation, Asian Institute of Technology, Bangkok, Thailand.
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[[Test_Cases]]
[[Test_Cases]]

Latest revision as of 22:29, 22 October 2010

Setup

The rectangular flume has a narrow 0.2 m-wide inlet and a 3 m-wide outlet. The initial water depth was 0.15 m with a 0.16 m layer of 0.6 mm sand over a concrete bottom. The flume was 5 m long and 4 m wide. The measured sand settling velocity of 0.013 m/s was used. The computational mesh consisted of 62 rows and 69 columns (Figure 2). The computational time was 30 seconds. The transport equation which best fit the measurements was the Soulsby-van Rijn (1997).

Figure 1. Experimental setup for Thuc (1991) experiment.


Results

The figures below show a comparison between measured and computed bed elevations.

Figure 2. Computed bed elevations and current velocities at t=4 hrs.


Figure 3. Computed and measured bed elevations at t=1,4 hrs.


References

  • Soulsby, R. (1997) "Dynamics of marine sands" Thomas Telford Publications, London.
  • Thuc, T. (1991) "Two-dimensional morphological computations near hydraulic structures", Doctoral Dissertation, Asian Institute of Technology, Bangkok, Thailand.

Test_Cases

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