To the determination of non-washable speed in the channels bed consisting of disconnected soils

This article analyzes the factors that influence the deformation process in the channel. When assessing the deformation process in channels consisting of disconnected soils, the method for determining nonwashable speed was analyzed, taking into account the trapezoidal shape of the channel, and, based on laboratory studies, a dependence was proposed for determining the non-washable speed. The values of the proposed dependencies are compared with the calculated values of the formulas of I.I. Levi, C.E. Mirtskhulava, V.A. Velikanova, B.I. Studenichnikov and A.M. Latyshenkov and obtained positive results. The proposed dependencies for the determination of non-washable speed are improved, taking into account turbulence and the laws of velocity distribution over the stream's depth. In the experimental researches, were used sand particles with different diameters d ≤ 0.315mm; 0.315mm < d ≤ 0.63mm; 0.63mm < d ≤1.25mm 1.25mm < d ≤ 2.5mm 2.5mm < d ≤ 5.0mm. Based on the analysis of the experimental data, the coefficients are as follows: η1 = 1.41 for the bottom of the channel and η2 = 1.52 for side slopes. The reliability of the results is justified by comparing the proposed calculation method with a study of other authors. Based on the research, constructed a plot of the velocity distribution and the depth of the stream. In these diagrams, preservation of the change in velocity along the depth of the flow was observed under various modes of motion. In all experiments, a process was observed-the smallest value of the flow velocity at the bottom and the highest at a depth of (0.8–0.9) h from the water level

Calculation of filtration process in channels

This article provides an analysis and recommendations of the factors that lead to the loss of water as a result of filtration in uncoated canals, rising groundwater levels, deterioration of land reclamation, reduction of canal efficiency coefficient. According to the project data, the part of the Greater Fergana canal from PK-930 to PK-1500 + 10 was built in the type of semi-excavated and natural canal. From PK-930 to PK-1040, the ground level is almost equal to the bottom water level, and the volume of soil discharged in this part of the canal is greater than in other parts. The canal is in the form of a trapezoid and has now changed its shape slightly as a result of a small amount of sedimentation and erosion. In uncoated canals and irrigation systems, there are a number of connections to perform the basic filtration calculation. These bonds are obtained according to Darcy’s law, filtration for homogeneous and isotropic soils. Using the available data, it is possible to determine the depression curve in canals and irrigation systems for all cases, the points that form its curvature, and the filtration rate that occurs in it. It consists of determining the filtration rate (q) of the system at a length of 1 pogm and the filtration coefficient (k) of the soil

To the determination of non-washable speed in the channels bed consisting of disconnected soils

This article analyzes the factors that influence the deformation process in the channel. When assessing the deformation process in channels consisting of disconnected soils, the method for determining nonwashable speed was analyzed, taking into account the trapezoidal shape of the channel, and, based on laboratory studies, a dependence was proposed for determining the non-washable speed. The values of the proposed dependencies are compared with the calculated values of the formulas of I.I. Levi, C.E. Mirtskhulava, V.A. Velikanova, B.I. Studenichnikov and A.M. Latyshenkov and obtained positive results. The proposed dependencies for the determination of non-washable speed are improved, taking into account turbulence and the laws of velocity distribution over the stream's depth. In the experimental researches, were used sand particles with different diameters d ≤ 0.315mm; 0.315mm < d ≤ 0.63mm; 0.63mm < d ≤1.25mm 1.25mm < d ≤ 2.5mm 2.5mm < d ≤ 5.0mm. Based on the analysis of the experimental data, the coefficients are as follows: η1 = 1.41 for the bottom of the channel and η2 = 1.52 for side slopes. The reliability of the results is justified by comparing the proposed calculation method with a study of other authors. Based on the research, constructed a plot of the velocity distribution and the depth of the stream. In these diagrams, preservation of the change in velocity along the depth of the flow was observed under various modes of motion. In all experiments, a process was observed-the smallest value of the flow velocity at the bottom and the highest at a depth of (0.8–0.9) h from the water level

Calculation of effective hydraulic parameters of concrete irrigation canals

When taking water from pre-mountain rivers, for transferring of large amounts of river sediments, rich in mineral fertilizers, along with water to crop fields through irrigation networks requires high sediment transport capacity and deformation resistance from irrigation networks. The projecting and construction of irrigation canals with these features in the foothills requires concreting the canal. The high content of river sediments in the Sokh River (5 kg∙m-3) and the low efficiency of the Right Bank Irrigation Reservoir (10-15%) require high hydraulic efficiency of water intake canals from this system. The main challenge is to reduce costs in concreted canals and ultimately ensure technical superiority. In the research were used generally accepted research methods in hydraulics, in particular field research and consequently, mathematical analysis. Kokandsay, Kartan and Bachkir irrigation canals were accepted as the object of research, the canals were designed on the basis of the best hydraulic section, the canal side slope was taken as a variable parameter and the technical and economic efficiency was checked using computer software. As a result, it was found that the consumption of concrete raw material for 1 running meter can save 0.2-0.3 m3, depending on the adoption of the canal side slope, the acceptance of the slope of the canal wall at values 1-1.5 will increase up to sedimentation 10%

Calculation of filtration process in channels

This article provides an analysis and recommendations of the factors that lead to the loss of water as a result of filtration in uncoated canals, rising groundwater levels, deterioration of land reclamation, reduction of canal efficiency coefficient. According to the project data, the part of the Greater Fergana canal from PK-930 to PK-1500 + 10 was built in the type of semi-excavated and natural canal. From PK-930 to PK-1040, the ground level is almost equal to the bottom water level, and the volume of soil discharged in this part of the canal is greater than in other parts. The canal is in the form of a trapezoid and has now changed its shape slightly as a result of a small amount of sedimentation and erosion. In uncoated canals and irrigation systems, there are a number of connections to perform the basic filtration calculation. These bonds are obtained according to Darcy’s law, filtration for homogeneous and isotropic soils. Using the available data, it is possible to determine the depression curve in canals and irrigation systems for all cases, the points that form its curvature, and the filtration rate that occurs in it. It consists of determining the filtration rate (q) of the system at a length of 1 pogm and the filtration coefficient (k) of the soil