Information technologies for the study of the planned and profile model of the flux creep in the transit channel

. The article presents the inlet chamber computer models for the Beloyarskyin take structure: a computer model of the depth distribution and a computer model of the water level distribution for determining the hydrodynamic structure of the flux creep in the transit channel. To build a computer model, the depth survey of the inlet chamber was used during hydro meteorological surveys. The water level at the survey time is 15.30 m. The construction of a depth distribution computer model in the inlet chamber at the intake structure for the water supply of the Beloyarsky city was carried out by the finite element method on a personal computer in the Multiphysics software product. The uneven distribution of average velocities on the verticals, both along the channel width and length, is explained by the significant expansion of the inlet chamber in the intermediate sections 2-2, 3-3, 4-4, 5-5 in relation to the input 1-1 and output sections. Deepening the channel in the entrance section 1-1 by an average of 1.3-1.5 m will increase its flow rate to 10, 2m3/s or 10 times with an increase in the average speeds on the verticals by 2.0-2.5 times. Such an increase in the flow rate in the input section will lead to an increase in the average speeds in other sections 2-2, 3-3, etc. Hence, the passage of increased flow through the transit channel after clearing a number of shallow areas will create better conditions for preventing algae spread.


Computer model of depth distribution
To build a computer model, a survey of the intake structure depths during hydro meteorological surveys was used. Water level at the time of the survey is 15.30m.
The construction of a computer model of the depths' distribution in the inlet chamber at the inlet chamber for the water supply of the Beloyarsky city was carried out by the finite element method on a personal computer in the Multiphysics software product. The sequence of computer simulation includes the following steps: 1. At the first stage, we set the simulation mode for the Laplace equation on the plane: where h is water flow depth; x is an abscissa; y defines ordinate;  is a Laplacian operator. 2. Then we build the geometry of the computational domain, shown in Figure 1 and including 337 reference points, 12 transverse profiles, as well as a longitudinal average profile -on the remaining external borders (off the coast and on the bridge between the islands) 0 the depth distribution in the sections 1-1, 11-11, 3-3, 6-6, 8-8, On the remaining internal boundaries (in intermediate sections 2-2, 4-4, 5-5, 7-7, 9-9, 10-10), we set the boundary conditions for the desired function normal derivatives' equality:   6. We configure the results' output, after which the results of modeling the distribution of depths in the computational domain were obtained. The color distribution of depths is shown in Figure 3. 7. The model is saved in a file on disk, and the graphic representation of the initial data and results is transferred to a text document in the form of bitmaps.

Fig. 3. Color distribution of levels in the calculated area of the water levels distribution computer model
The three-dimensional distribution of depths is shown in Figure 5 (respectively from the front view and the rear view). The construction of the water levels distribution computer model is carried out in a similar way to a computer model of the depths' distribution. We also save the model in a file on disk, and transfer the graphic representation of the initial data and results to a text document in the form of bitmaps

Hydrodynamic model of the flow in the transit channel
The hydrodynamic model of the intake structure inlet chamber of the city of Beloyarsky is a backwater with low flow rates (see Figure 1) Consumption according to the performed hydraulic calculations in the section 1-1 at water level m 31  Thus, a complex hydrodynamic picture of currents in the intake arises, which is characterized not only by forward, but also by rotational (whirlpool) and reverse currents.
To determine the calculated level of the inlet chamber (backwater) according to BC 31.13330.2012 [10], art. 8.79, Table 7  , and the provision of average monthly water discharges according to [10],art. 6.7, Table4 % 90  P for the II category of the water supply system, for which we use the minimum water level in the intake m 69 . 14 % 90   P z , are presented in Figure 7. In this regard, it is envisaged to construct a so-called "transit channel" along the line of greatest depths in the cross-sections by deepening shallow-water areas with a depth of more than 2.0-3.0 m and a channel width of 35.0 m, which will increase the average speeds on verticals for 2.5-3.0 times and will create favorable conditions for water exchange and water masses refreshment, both in transit channel and in adjacent areas.
In this case, particular importance is given to the inlet section 1-1, which is a "bottleneck" in the entire water supply system of the inlet chamber. So, at the minimum water level m 55 . 14 1  z the depths in section 1-1 do not exceed 0. Deepening the channel in the inlet section 1-1 by an average of 1.3-1.5 m will increase its flow up to 10,2m 3 /s or 10 times with an increase in average speeds on verticals by 2.0-2.5 times. Such an increase in discharge in the inlet section will lead to an increase in average velocities in other sections 2-2, 3-3, etc. Hence, the passage of an increased discharge along the transit channel after clearing a number of shallow-water areas will create better conditions for preventing the development of algae. Such an increase in the inlet section discharge will lead to an increase in average velocities in other sections 2-2, 3-3, etc. Hence, the passage of an increased discharge along the transit channel after clearing a number of shallow-water areas will create better conditions for preventing algae spread.