حامد عظیمی

Since the end of World War II, global developments have driven the world to expand collaborations. In addition to providing various solutions to peace, the Charter of the United Nations has made an extensive reference to the “human rights” and transformed this term into a discourse, the global compliance with which can be considered an important factor in the public acceptance of a country. This term has gained so much importance that all international mechanisms should be developed accordingly. In this regard, specific frameworks have been defined for sanctions in the UN laws, and the Charter of the United Nations will explicitly revoke the sanctions that violate the human rights. Conversely, the US has deprived Iran of both political and economic relations and obstructed its right to purchase drugs and medical equipment by imposing unilateral sanctions against this country. This paper aims to analyze the effects of the US sanctions on the violation of Iranian people’s right to health. For this purpose, a descriptive-analytical approach is employed to determine what impacts the US sanctions have had on Iranian people’s health in pharmaceutical and medical areas. Although drugs and medical equipment are officially considered humanitarian items and should not be sanctioned, the research findings indicate that the US has imposed unilateral sanctions on these items. Hence, it has violated the international laws and human rights, thereby adversely affecting Iranian people’s right to health.

In this research, the discharge coefficient values of side orifices are modeled using ANFIS and the ANFIS-GA methods. To simulate the discharge coefficient, the effects of the ratio of the main channel width to the side orifice length (B/L), the ratio of the side orifice height to its length (W/L), the ratio of the flow depth in the main channel to the side orifice length (Ym/L) and the Froude number (Fr) were considered. Eleven different models were introduced for each of the ANFIS and ANFIS-GA models to estimate the discharge coefficient. Next, in order to compare the soft computing models’ results with the results of the computational fluid dynamics (CFD), the side orifice discharge coefficient was simulated using FLOW-3D model. To model the flow field turbulence, the standard k-ε and RNG k-ε turbulence models were used. According to the CFD model results, the RNG k-ε turbulence model simulated the flow field turbulence with higher accuracy as compared to k-ε model. Also, the MAPE and RMSE values for the estimated discharges by the CFD model were equal to 12.204 and 0.001, respectively. By analyzing the results of the ANFIS, ANFIS-GA and CFD models, the ANFIS-GA model was introduced as the premier model.

In practice, U-shaped channels are used in urban sewer networks. Also, most of aqueducts in Iran are made of U-shaped channels. In this study the flow field turbulence and free surface variations within the U-shaped channels along a side weir are simulated using the FLOW-3D and RNG turbulence models and the volume of fluid (VOF) scheme, respectively. Comparison between the experimental and numerical results shows that the numerical model predicts the flow field characteristic with reasonable accuracy. Then, the effects of the side weir length change on the free surface and the flow pattern in U-shaped channels are investigated. According to the simulation results, the free surface variations are not significant at the side weir upstream and, so the side weir effects could be ignored. For the L/D=3 case, before the side weir, the free surface flow is affected by the weir and a height difference is observed in all longitudinal profiles. Also, a surface jump occurs for both L/D=2 and L/D=3 cases in the downstream end of the side weir. According to the simulation results, a secondary flow is created after the side weir so that the cell of this secondary flow develops by proceeding to the main channel downstream. The specific energy variation in the upstream and the downstream of the side weir for L/D=2 case is computed to be about 1.18% in average.

Generally, side weirs are used for regulating and controlling the flow in the main channels. U-shaped channels are used as transition structure from rectangular to circular cross-section in sewage systems. This study presented a flow field simulation in the U-shaped channels along a side weir using FLOW-3D software, the RNG k-ε turbulence model and volume of fluid (VOF) scheme under the subcritical and supercritical flow conditions. The good agreement was obtained between the results of the numerical simulation and the experimental measurements for both flow regimes. For example, the root mean square error for subcritical and supercritical flow regimes was computed as 2.86% and 2.21%, respectively. In subcritical flow regime, a secondary flow created in the main channel which developed toward the downstream. The lateral flow increased from the beginning of the side weir toward the downstream end of the weir under supercritical flow regime. The effects of the side weirs submergence were investigated on the flow pattern in the main channel too. The maximum transverse velocity almost happened at the middle of the submerged weir length

The circular channels with side weirs are widely used to regulate the flow and control the water depth in the urban sewage disposal systems. In this study, the turbulence of flow field and variation of the free surface of supercritical flow in a circular channel with a side weir are simulated using FLOW-3D software, the RNG k-ε turbulence model and VOF scheme. Comparison between the numerical simulation and laboratory measurements shows that the numerical model has simulated the free surface and flow field profile with reasonable accuracy. According to the numerical simulation, the flow depth is decreased along the side weir. In all simulations, a free surface drop has happened at the upstream beginning of the side weir. There is also a surface jump at the downstream end of the side weir. The change of specific energy along the side weir for the supercritical flow regime is almost constant and the energy loss is not significant but by increasing the side weir length the energy difference between the upstream and downstream of the side weir increases. The velocity field analysis indicates that the maximum longitudinal and lateral flow velocities happen at the end and middle of the side weir, respectively. Also in each cross-section, the maximum vertical velocity happens in vicinity of the side weir.

Triangular channel is widely used in irrigation and drainage systems. Also, the triangular channels with alongside weirs are used to control and measure the flow in irrigation and drainage networks and floodwater spreading projects. In this study, the pattern of the spatially-varied flow with decreasing discharge was investigated and compared in subcritical and supercritical flow regimes for triangular channels alongside weirs. Flow pattern in triangular channels alongside weirs is numerically simulated using the FLOW-3D software for both flow regimes. Also, variations of the free surface flow over alongside weirs are modeled by the volume of fluid (VOF) scheme. Furthermore, the turbulence of the flow field in triangular channels alongside weirs is numerically simulated using the RNG k- turbulence model. In the numerical study by these models, the specified amounts of discharge and flow depth are used for the "inlet" boundary condition of the triangular channel. Also, the specified amounts of the flow depth and the pressure are used in the main channel outlet boundary condition and all of the solid walls are defined as the "wall" boundary conditions. Then, the top layer of the air phase is considered as the "symmetry" boundary condition. The whole computational domain is gridded by a non-uniform mesh block consisted of rectangular elements. The distance from the first cell-wall was chosen so that the calculations below the viscous layer are eliminated. For this purpose, the first cell is located where the dimensionless parameter y is greater than 30. The results obtained from the numerical simulation in this study were verified by comparing them to the experimental measurements provided by Uyumaz (1992). A good agreement was obtained between the results of the numerical simulation and the experimental measurements for both flow regimes. The RMSE of the simulated water surface profile for the subcritical and supercritical flow regime was calculated 11.46% and 7.90%, respectively. Also, for free surface flow, the average percent relative error for both flow conditions were computed 10.8% and 6.87%, respectively. The specific energy was measured in the beginning of the side weir which was equal to 0.1661m and 0.2116m in subcritical and supercritical flow condition, respectively. The numerical model predicted the specific energy equal to 0.1565m and 0.2283m for both flow regimes. The specific energy relative error percent was 5.78% and 7.89% which showed suitable accuracy of the numerical model in predicting the specific energy. Generally, the flow depth increases from the upstream end towards the downstream end of the weir in subcritical conditions and decreases from the upstream end towards the downstream end of the side weir in supercritical conditions. A drop in the free surface in the first third of the side weir span and a surface jump in the final third of its length occurs. After this drop, the flow depth increases towards the downstream end of the side weir in subcritical flow regime, while in the supercritical flow condition the water depth gradually decreases towards the downstream end of the weir. The surface jump with a stagnation point occurs at the downstream end of the side weir for both flow regimes. Along the mentioned surface jump the amount of the kinetic energy increases and the potential energy decreases. Also, the water elevation is the highest at the stagnation point location. According to the simulation results, the maximum longitudinal velocity for subcritical regime occurred at the first third of the side weir length and for supercritical flow, almost in the middle of the side weir span. In both subcritical and supercritical flow regimes, the maximum transverse velocity occurred at the last third of the side weir length. According to the numerical simulation, the transverse velocity before the side weir was predicted negligible. In the vicinity of the side weir crest, the transverse velocity increased by flowing toward the span of the side weir. As the flow passed from the plane of the side weir, the amount of the transverse velocity decreased. The angle of the spilling jet was close to 90° at the upstream and downstream of the side weir in both flow regimes. The minimum angle of the spilling jet for subcritical and supercritical flow regimes occurred at the last third and the middle of the side weir length, respectively.

Side weirs are of main hydraulic structures which are widely used in flow diversion systems and drainage networks. Also, circular channels are used as the main channel for flow transmission in sewage disposal systems and irrigation networks. In this study, pattern and field of the passing flow within circular channel along the side weir under supercritical flow regime was simulated using FLOW-3D software. Also, the flow field turbulence and variations of the free surface have been simulated using RNG k-e turbulence model and VOF scheme, respectively. Comparing numerical simulations with experimental results showed the reasonable accuracy of numerical model. In practice, transport channels used in irrigation networks and urban sewage disposal are steep. Therefore, the effect of bed slope variations on the hydraulic characteristics of flow field along the side weir was investigated. By increasing the main channel bed slope the free surface of flow along the side weir was decreased. According to simulation results, by increasing the circular channel bed slope the specific energy was increased.

The U-shaped channels are applied as transition cross-section from rectangular to circular in manholes. Also the U-shaped channels along the side weirs are used in the sewage networks, irrigation-drainage systems, flood protection and etc. The flow in the main channel along the side weir can be the supercritical conditions. In this study, the free surface flow in the supercritical regime has been simulated by FLOW-3D software, RNG model and volume of fluid (VOF) scheme in a U-shaped channel along the side weir. The comparison between the numerical and experimental results showed that the numerical simulation predicted the free surface flow with the reasonable accuracy. Generally, the flow depth decreases with distance from the upstream end of the side weir towards the downstream end in the U-shaped channel. The APE and RMSE of the water surface profile along the side weir have been computed 1.7% and 0.213%, respectively. Also, the APE and RMSE were respectively 3.8% and 0.0177% for the discharges over the side weir. In continue, the effects of the upstream Froude number on the flow pattern in the main channel were investigated. For all Froude numbers, because of entrance effects, a free surface drop occurred at the upstream end of the side weir and the water depth gradually reduced toward the downstream end. Then, a surface jump happened at the last fourth of the side weir length in vicinity of the inner bank. Unlike the potential energy, the kinetic energy increases along the surface jump. Also, a stagnation point is created at the end of the surface jump. The height of this stagnation point increases with increasing the Froude numbers. In addition, the dividing stream surface and stagnation zone were respectively produced near the inner and outer bank in the main channel along a side weir. The dividing stream surface reduces from channel bottom toward the side weir crest then increases to the flow surface. Also, the dimensions of the dividing stream surface and stagnation zone increased with increasing Froude number. The maximum lateral flow in the U-shaped channel occurs almost at the downstream end of the side weir. The transverse velocity increases at each cross-section of the main channel with increasing Froude number. The angle of the spilling jet was close to 90° at the upstream and downstream of the side weir crest and the pattern of spilling jet angle is similar for all Froude numbers. The minimum angle of the spilling happens approximately at the downstream of the side weir crest however, the minimum decreases with increasing Froude number. The pattern of the bed shear stress can be used to prediction of the areas of the scour and sedimentation in the alluvial channels. In the U-shaped channel along a side weir, the bed shear stress increases along the main channel axis form the beginning of the side weir toward the middle then decreases toward the downstream end. Generally, with increasing Froude number, the bed shear stress increases in the main channel along the side weir.

Side weir is used as a slot in the side of main channel to direct excess flows that are above the weir crest. Such structures are used in control of flow level in irrigation, drainage networks and urban sewage disposal systems. Among these structures, circular channels are extremely important. Considerable length of sewage disposal and transmission pipeline system is made of circular channels. In this study, changes of water surface level, turbulence and flow field passing through a circular channel with side weir is simulated using commercial software. In this numerical simulation for modeling changes of flow free surface, VOF model and for simulating of the flow field turbulence, RNG k-ε turbulence model are used. In this study in order to validate the accuracy of the numerical model, the flow depth changes along the side weir, the discharge coefficient of the side weir, the passing flow over the weir, the Froude number at the upstream of the weir and the specific energy at the beginning of the weir are compared with the laboratory results. Comparison of all mentioned parameters with the experimental results show high accuracy of CFD model in predicting turbulence and flow field of passing through a circular channel with side weir. The main purpose of this simulation is gaining an understanding of behavior of passing flow through circular channels with side weir in order to use in design problems of this type of hydraulic structures.

A side weir is being installed as a flow control structure on the side of the main channel. When the water level exceeds the crest level of the side weir, the additional flow will spill over the weir crest and divert into the side channel. This type of structures has wide application in urban sewage disposal, water supply systems, drainage and flood diversion networks. In this study, the free surface of flow and the side weir discharge were simulated using FLOW-3D software. The RNG k- ε turbulence model was used for simulation of the flow field turbulence. Also the volume of fluid (VOF) scheme was applied to predict the variations of flow free surface. Comparing numerical simulations with experimental results showed the acceptable accuracy of numerical model. Next, the discharge coefficient of side weir and the free surface of flow variations were evaluated for different discharges of the main channel. Then the variation of the width of the separating stream surface from bed of the main channel toward the free surface of flow was investigated. Also, the circular channel effects on the pattern and strength of the secondary flow were studied. The effects of the main channel discharge on the stagnation point height and bed shear stress pattern were investigated. According to the subcritical flows pattern, the flow depth was increased from the side weir upstream end towards its downstream end. For all longitudinal profiles with increasing discharges within circular channel, the flow depth was increased along the side weir.