Karun River is the longest river of Iran with a length of 950 km originating from the Zagros Mountains and after many twists and turns in Khuzestan Plain, it pours into Pars Sea. Karun has been the formation of the earliest human civilizations. Karun has always been of great importance because of its long history in shaping and prosperity of human and indigenous culture of Khuzestan. Today, the water of this old river is used not only to provide drinking water of people of Khuzestan, agriculture needs, and power generation in the upstream, but it has a lot of potential for recreation and tourism. One of the tools to study flow in Karun River Basin is numerical models. For this purpose, one-dimensional and two-dimensional numerical models have been used on a limited basis. Given that the Karun River is among the wide rivers, the use of two-dimensional models and numerical simulations to study compatibility are more compatible with real-world situations. In non-viable models, it is assumed that the flow characteristics change over time. Moreover, in this paper, we assume that roughness distribution is uniform in the entire computational domain. The wind effect is ignored in the calculation. Karun riverbed is generally formed of fine-sand sediments with silt, and in terms of being meander, coastal walls are erosive. In the main part of the Karun River, the soil of the walls is fine-grained texture and prone for agricultural activities. Magrebi (2011), models MIKE21 FM and CCHE2D are compared in simulation the flow pattern in River Bend (Karun). In this study, the pattern of turbulent flow in a range of Karun River has two 180 degree sharp bend in the form of two-dimensional depth-averaged in depth was modeled in unsteady by the mode above. Output Results from the models showed that both models are qualitative models correctly simulating the flow pattern in the study area. Nevertheless, there were differences in the results of the modeling by the above-mentioned software that are due to the quality of solving equations and different abilities of the two  . Hayati et al. (2014) examined the effect of various flood discharges on the changes of the Kor River, located between Abbas Abad Bridge and Deroduzan Dam using CCHE2D model  . Compound section is referred to a section the surface of which is made of several sub-sections with different flow characteristics  . The difference in the hydraulic and geometry characteristics causes a complexity in flow hydraulic and creates an interaction between the main channel and floodplains, resulting in an apparent shear stress and a transverse momentum transfer  . This research investigates the change of the velocity on seawall crown by considering the obstacles in different layouts and slopes  . The intended slopes for seawalls were 22, 27, 32, 39 degrees, respectively and the roughness heights on wall surface were 15 cm, 20 cm and 30 cm. Moreover, four types of roughness layouts on the wall surface were investigated  . Flow-3D software was used for this purpose and for modeling  . The humans’ need to use the oceans for exploration and extraction of oil has led to the development of engineering science in the field of offshore structures  . The difference in the hydraulic and geometry characteristics causes a complexity in flow hydraulic and creates an interaction between the main channel and flood plains, resulting in an apparent shear stress and a transverse momentum transfer  . Today, due to increasing development in the use of marine resources as well as the growth of the maritime transportation industry, so much effort has been made to develop safe and calm environment for mooring buoys  .
2. Materials and Methods
Karun river basin in terms of hydrology of Iran in general is of the Persian Gulf and Oman Sea basin. Karun is the river with most water in Iran and after Karkheh with 890 km in length is the longest river. Karun River has four main branches called Khersan, AbVanak, AbKiar, and Bazoft. Model of flow simulation module CCHE2D is an average depth two-dimensional developed for Steady and Unsteady flows Figure 1. Modules flow is planned based on averaged Navier-Stokes equations in depth. Moreover, three options of turbulence closure are available to calculate Eddy Viscosity. Solving the equations set governing implicitly is done by volume control and effective element methods. The turbulence in this software is stimulated by five models and the model used in this research was Re-Normalisation Group (RNG)   . The ruling parameters in the design of coastal structures include hydraulic, geotechnical, and structural parameters  . The authors have conducted flume experiments to simulate sediment transport of channel flows with tall rigid stems. These flows were examined for various stem densities, channel slopes and sediment sizes with uniformly-distributed unsubmerged cylindrical rigid stems forming a regular square staggering pattern in plan   .
Navier-Stokes equation for turbulent average depth two-dimensional flows is as follows:
Figure 1. View of the mesh made in the model CCHE2D.
u and v are the average depth of the components in the x and y of local coordinates;
g: gravitational acceleration;
Z: elevation of the water surface;
: water Density;
h: Local water depth;
, , and Reynolds stresses of mean depth;
and by: shear stresses on the surface of the substrate;
: Coriolis parameter.
3. Calibrating Flow Model CCHE2D
First, to determine the number of appropriate points of computational grid, flow model was calibrated relative to it and then the calibration of the model for other computational parameters was developed. To calibrate flow models, there are two distinct varieties of parameters available. One is turbulence model that as mentioned earlier in section 3.4 includes: 1) Parabolic models mean depth 2) length complex model of mean depth and 3) two-dimensional k-emodel, and the second substrate roughness using a roughness of the bed defined by n Manning roughness coefficient. Considering that, the aforementioned models aimed at vortices and rotating turbulent flow processes simulating and the flow around hydraulic structures and the impact of such flows on erosion and scour around these structures and since the range intended to do this research has been extensive, during the calibration process, it was observed that by changing turbulence model, there has been no change in the output of models. So, in calibration, the effect of this parameter was ignored due to being intangible. After the calibration of two-dimensional flow model, it is the turn for the final implementation model. At this point, the model was run for a flood for 8 days that occurred in 2015.
By comparing the field view of depth and speed of the flow, it is understood that the magnitude of flow velocity is inversely related to the approximate of depth (Figure 2). According to cohesion relationship, for a given flow if the cross-flow is reduced or increased by reducing/increasing the depth or width of the cross, the speed reduces or increases in a way that flow remains the same (Figure 3). If you compare the two forms is high. As is clear in comparing the two shapes above, in places where the depth or width of the cross-flow increases, speed reduces and in places where the depth or width of the flow is reduced, speed increases. The model accuracy in calculating the depth and flow rate is desirable. In Figure 4,
Figure 2. View of the water depth in this research field.
Figure 3. View of water velocity field this research.
11 points of the path of the intended range shown are selected and for two 96 hours (peak of inflow hydrograph) and 192 hours (end of the hydrograph in eighth day) and the speed parameter against the distance has been plotted. Moreover, in Figure 5, cross sections have been examined.
In all Figures 6-15 that is in all sections and other cross sections in this study,
Figure 4. Longitudinal profiles of speed in this research.
Figure 5. The cross sections selected for getting output.
Figure 6. Bed elevation and water levels in cross-section No. 1.
Figure 7. Velocity profile in cross-section No. 1.
Figure 8. Bed elevation and water levels in cross-section No. 2.
Figure 9. Velocity profile in cross-section No. 2.
Figure 10. Bed elevation and water levels in cross-section No. 3.
Figure 11. Velocity profile in cross-section No. 3.
Figure 12. Bed elevation and water levels in cross-section No. 4.
Figure 13. Velocity profile in cross-section No. 4.
Figure 14. Bed elevation and water levels in cross-section No. 5.
Figure 15. Velocity profile in cross-section No. 5.
the left of the diagram corresponds to the left side of cross-section (observer’s seeing angle is along the flow direction). At this point, difference between the level of water in 96 hours (fourth day) in the middle of the inflow hydrograph compared to the level of water in time 192 hours (eighth day) at the end of the hydrograph is nearly 1 meter. In Figure 13 that shows the changes in the velocity profile in cross-section 4, two important things can be understood. One point is that the culmination point of the curve is close to left; that is outer arch that is logical considering the status of flow. Another point is that the drop in speed after 192 hours on the eighth day is more in the sides, which is due to the reduced level of water and thus reduced flow depth and cross-sectional area. On the other hand, this reduction, on the right (inner arch) of the cross-section is more. Due to the slope below the low wall on this side of the river shallow stream more because due to low inclination of the river wall, water flow reduction is more and as a result we see more speed reduction. Here, too, the results of calculations of the model are logical and is evaluated with acceptable accuracy. The point is that at this point, up to a distance of about 50 meters from the source, because of the drought, the flow rate is zero. In general, the calculation process of the cross sections studied showed that in bents, the model has calculated the flow parameters well. Moreover, maximum speed values in bends are towards the outer arc that shows erodibility of the outer wall in the bends. Distribution and change of pattern of flow parameters by two-dimensional flow model CCHE2D is reasonable and evaluated to have acceptable accuracy and the model can be used for other processes such as sediment transport, river track changes and movements of meandering, erosion and flow analysis at the toe of structure and so on.
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