فهرست مطالب امیر حمزه حقی آبی

Calculation and estimation of evapotranspiration is one of the most important parameters of water management in agricultural engineering projects. The aim of this study was to evaluate the models of gene expression programming (GEP), group method of data handling (GMDH), and Multivariate adaptive regression spline (MARS) to estimating daily reference evapotranspiration. For this purpose, daily data recorded during the last 25-year period (1993-2017) of Aligudarz region (located in the east of Lorestan province) were used. 80% of the data were used for training and the remaining 20% for testing the models. The modeling results showed that only with the maximum temperature and average wind speed can evapotranspiration be estimated with very good accuracy. The error indices of GEP model in testing stage are , the error indices of MARS and GMDH models are .  Comparing the performance of the models showed that the March model performed better than the other models.

Obstacle usually blocks the current and it has been found by other researchers an obstacle with a height more than two times of body height of flow is necessary to fully block the density current. The construction of an obstacle with this elevation creates problems in terms of performance and sustainability as well as the accumulation of sediments behind it.Rottman et al. (1985) solved the analytical solution of the two-phase current in a horizontal slope with an obstacle in the steady and unsteady flow and concluded that if the height of the obstacle is twice the body height of the density current so the density current is completely blocked. Prinos (1999) conducted studies on the effect of the shape of the obstacle on the current control. In his experiments, he used two semi-circular and triangular obstacles with the same height and concluded that the shape does not have a significant effect on the control of high current. Also, in the range of densimetric Froude number, 0.7 < Frd < 0.8 if the height of the obstacle is twice the height of the body of the density current, the current will be fully restrained. As it has been stated, for a complete block of density current, based on the results of previous investigators, the height of the obstacle should be at least twice the height of the body.The purpose of this study is to use successive obstacles with lower height, with greater sustainability and lower cost, in controlling density current. For this purpose, in different conditions, in terms of slope and concentration, three rows of obstacles with different heights and also different distances were used to control sedimentary and salty density current.

Investigation of floods as one of the most common natural destructive phenomena is very important. Due to the problem of deficiency and defect of hydraulic data in most hydrometric stations in the country, flood hydrograph simulation by hydrological and hydraulic models is helpful. There are several hydrological and hydraulic models to simulate flood hydrographs. The present study has investigated the performance of Advection-Diffusion relationships of 36 flood phenomena in 5 study reaches of Kashkan river and its tributary. Physical properties related to the studied periods and hydrometery data related to each flood phenomenon, including discharge and scale of the input and output station, were used to determine the Manning roughness coefficient and flood simulation. Evaluation of obtained hydrographs indicates the acceptable accuracy of the model in term of simulating values of flood trends and discharge. In order to evaluate the accuracy of the model results, different coefficients such as: Nash-Sutcliffe, RMSE, Volumetric Efficiency, Kling-Gupta and R correlation coefficient were calculated. A value above 0.5 for the Nash-Sutcliffe coefficient in 29 flood phenomena out of 36 studied phenomena, and an acceptable range of other coefficients for all studied flood phenomena, indicates the verifiable results of flood hydrograph simulation using simplified propagation methods at reach scale for studied watershed. Therefore, Advection-Diffusion relationships can be used in similar watersheds to the study area to simulate floods.

Taking water from rivers is one of the most important topics in hydraulic engineering. One of the problems associated with most intakes is the accumulation of sediments in intake entrances. Failure to control the sediment's entering the intakes results in its transfer into irrigation channels and their establishment that creates many problems due to sediment transport or its settlement in various parts. Due to the development of computing systems as well as unmeasurable complexities of water flow and sediment in laboratory models, using numerical simulations can be very effective and substantial in hydraulic investigation of such flows. Flow passing through the lateral intakes and channel junctions is usually turbulent. Turbulence is one of the most important features of the flow pattern in a bend which influences a lot of processes occurred in rivers including erosion, sediment transport, bed morphology, and shape of natural channels. Investigating the kinetic energy of flow turbulence in open channels due to the maximum shear flow of the bed and the scouring of the floor is very important and can be considered for prediction of bed topography. The accumulation and sedimentation in water intake and reduced intake efficiency is one of the problems that arise in most intakes.

Therefore, in the present study, the sediment controlling structure, a skimming wall, was used in front of the intake. Then, the three-dimensional flow in sedimentary bed around the intake entrance was simulated by Flow3D model and results were compared with experimental model. In this research to increase intake efficiency and control the amount of sediment entering the intak, two structural skimming wall in front of the intak and spur dike on the opposite shore it is used. In the research using three-dimensional flow field numerical model FLOW3D around 60 ° lateral intake located on the direct path was solved numerically and counters velocity and turbulence kinetic energy is drawn. The experiments conducted and results were compared with the numerical model. Flow hydraulic and dynamics in front and inside the intake is studied. Velocity vectors inside the intake, in both longitudinal and lateral directions were compared with experimental results.

In the absence of structures, inside the main channel, the flow separation width at levels close to the bed is broader than the higher levels. However, by installing skimming wall in front of the intake, the flow separation close to the substrates carrying more sediment is reduced and it is increased on the surface that has less sediment. It also allows less sediment into the intake. In the absence of structures, the surface flow lines in the intake tend to the right wall and the bottom flow lines tend to the left wall. The width of separation zone on the surface is broader than the one on the floor. In presence of skimming wall structure or both skimming wall and spur dike, the flow lines near the bottom tends to the channel center. In addition, the zone with stagnant flow on the left side of intake is broader at the bottom than on the surface. In all three cases, the maximum longitudinal velocity and the maximum resultant velocity have occurred at the beginning of the intake inlet in its left corner. The maximum transverse velocity has occurred in the intake center. In these figures, there are areas with secondary vortex flow on downstream and the left of the intake.

The results showed that by adding the structure of the spur dike in the main channel, the velocity in the main channel is 1.5 times compared with the other two cases. and the area inside the intake also affects. Also, the tip of the axis of the velocity vectors is displaced to the intake. As a result, In the back area of the spur dike, the longitudinal velocity decreases and there deposition. Comparison of the distribution of the maximum kinetic energy of flow turbulence at two different depths indicates a 50% increase in the maximum kinetic energy of turbulence in the upper layer compared to the lower layer.

Soil infiltration models play an important role in the design and evaluation of surface irrigation systems. The purpose of this study was to evaluate, compare and calibrate water infiltration models in some areas of western Iran including Davood Rashid and Honam in Lorestan province and Kalat in Ilam province. Influence models including Kostiakov model, Modified Kostiakov model, Novel, Horton, SCS and Philip’s models were investigated. To evaluate the accuracy of the models, the calibration indices including RMSE, MAE, MR, PE and R2 were used. Model calibration was performed using Solver Excel software. Evaluation indices showed that Novel infiltration model with mean values of RMSE, MAE, MR, PE and R2 had 0.0221, 0.0178, 0.999, 0.13 and 0.9785 respectively. It performs better than the other five models in the whole study area. On the opposite side of the SCS model with mean values of RMSE, MAE, MR, PE and R2 were 0.07, 0.0575, 1.07, 7.86 and 0.8021, respectively. It was the most inappropriate performance. Whereas the analysis of variance of the models showed no significant difference between the calculated and measured values. In the regional study of these models, the Novell model was also chosen as the most suitable model for all three regions of Davoodershad, Honam and Kalat. Evaluation of model performance in different tissues indicates less sensitivity of modified Horton, Novel, Kostiakov and modified Kostiakov models to soil texture changes and better SCS model performance in heavy tissues and better model performance Philip was in lighter-textured textures. Therefore, Novell model can be used to estimate infiltration under different soil texture conditions as well as under similar conditions in the study area.

Sand and gravel mining from the riverbed causes many environmental and social problems in the rivers because of disturbing the natural conditions of the bed and also, its changes. Some of these problems are subsidence of riverbeds and erosion of hydraulic structures its path, bank erosion and damage to land placed in riverbank, the destruction of dewatering openings, drainage of agricultural land placed in riverbank and also, the change of plant and animal environment. In studying the morphological changes of the rivers’ cross-sections, it is often assumed that the riverbanks are non-erodible or the erosion of river banks is less than the erosion of bed, so, river width is considered constant. A closer study of the changes in river alluvial, particularly, with the erodible banks shows that the river width will be faced with significant changes because of material mining.In this study, it has been tried to study the changes in the bed, bank erosion of the river and its causes and also to identify the vulnerable intervals by simulating hydraulic conditions of sediment flow in Khorramabad River with the use of model Fluvial-12. Khorramabad River is located in 36.48-45.47 east latitude and 10.33 to 50.33 North longitude and of the important branches of Kashkan River. The case study includes an interval of Khorramabad River with the length of about 7 kilometers before the inset of Kakasharaf River. IN this interval, Khorramabad River is a mature river in the plains with the average slope about 1.6%, and a flow with u-shaped cross-section. In mentioned interval, there a map with the scale of 1:1000 that includes about 9 kilometers of the river and the hydraulic studies were performed on this interval. In this study, 1372 cross-sections surveyed in 2003 were used. According to the changes in the sections along the way due to the construction of the bridge, the protection wall of the bank, river materials mining and encroaching the bed of Moradabad River, firstly the required sections were extracted from the topographic map in the GIS environment using HECGeo-RAS interface and then, these sections were modified in model HEC-RAS and inappropriate sections were removed. With this approach, totally, 51 cross-sections were entered in model HEC-RAS to introduce a geometry of the river in the studied interval. For hydraulic modelling of the sediments of Khorramabad River in the studied interval, the model FLUVIAL-12 was used. The model FLUVIAL-12 was provided in 1972 by Cheng.it a mathematical one-dimension model is used to rout the flow and sediment in the natural and built waterways (Journal of 383, Ian Management and Planning Organization, 2007). This model cannot model the unsteady flow. In model FLUVIAL-12, digital techniques and physical relations are used to analyze the momentum, flow resistance and sediment transport. The main parameters required for calibration of the model, are roughness coefficient, Sediment transport equation, coastal erosion factor, bed erosion factor and the factors such as these. Model FLUVIAL-12 has been tested with data from many different rivers in the world that most of the data was used to test and calibrate other models. Roughness coefficient of Khorramabad River in the suited area was estimated by field survey and engineering judgment and completing the checklist of SCS method. To calculate the Manning roughness coefficient which is used in hydraulic model HEC-RAS, the values of vegetation, artificial irregularity and additional roughness of barriers created in the river by the people were considered in the calculation of river roughness coefficient. To calculate and estimate the Manning roughness coefficient in floodplains and main section, US Soil Conservation Service (SCS) and also, field survey were used. The sediment transport was simulated by using the functions of the model, the Graph’s (1970) sediment transport equation, Yang’s (1972-1986) flow power unit, the equation of Engelund & Hansen (1976), the equation of Parker et al.(1982) for sand, the sediment equation of Akers and White, the equation of Meyer-peter & Muller for bed load (Shafaei Bejestan, 2005). Result revealed in the v-shaped sections and the channels with small sections, the bank erosion is developed after armoring the bed materials. Also, In the U-shaped sections and the channels with larger sections, the bed erosion is reduced and the development of bank erosion is inconsiderable after armoring the bed materials. Furthermore, In the sections that the section shape and slope make the stable section, no significant difference will be observed in terms of erosion and sedimentation after armoring the bed materials. As it is mentioned before, importance of studying and discussing the river mining becomes clear. Each river has the sediment transport capacity depending on its discharge. There is a reverse relationship between the transport capacity and the size of the constituent grains, so that the coarse grains have the less transport capacity than the smaller grains. So, determining the river transport capacity, the proper points to mine the materials according to the deposition intervals and the appropriate volumes of material mining according to the bed load requires the comprehensive studies on the potential of material mining in different parts of the country. Also due to illegal river mining activities in recent years, the need for the studies on improving the rivers based on the modelling the current situation and providing the protection plans are essential.

Considering the increasing population and the growing need for food and drinking water, it is essential to explore and understand the factors of crop production, especially water resources. Today, the removal of undiluted water from underground water sources has produced qualitative issues, in addition to a few shortcomings. These issues are more significant in arid and semi-arid regions, which are more dependent on these resources. In these areas, due to lack of water resources, access to appropriate quality resources is important. The quality of groundwater undergoes spatial and temporal scales and cannot be assumed to be constant over time and place. Therefore, for the purpose of using groundwater resources and targeting for future uses, it is important to consider changes in the quality characteristics of resources over time and place. Therefore, studying the temporal and spatial variations of water quality is essential for properly and efficiently managing the use of these resources. In order to determine the process of time variation, different methods are used. One of the most common non-parametric methods is analysis of the trend in time series using the Mann-Kendall test. It is necessary to know the spatial changes of resources, to collect parameters in different locations, which requires a high cost and time. In such a situation, geospatial interpolation methods can be very efficient. Land use methods can reduce costs and increase the accuracy of estimation, due to the ability of reducing the number of samplings, application of the combination and providing more accurate estimation of variables location. The purpose of this research is investigation of groundwater quality in terms of agricultural use and its effect on permeability in Borujerd-Doroud Plain.

Boroujerd-Doroud Plain with an area of ​​2545.8 km2 is located in northeast of Lorestan province and northernmost part the large Karon Basin. the trend of changes in the parameters of electrical conductivity, calcium, magnesium, sodium and bicarbonate of plain resources during the period of time (1994-2016) was investigated by the Mann-Kendall test and for qualitative maps prepation based on the Permeability Index, Sodium Percentage, and Wilcox, the data of 41 groundwater resources in 2016 were used. The accuracy evaluation of any interpolation or selection of the appropriate parameter is necessary. In the present study, the RMSE index was used to determine the appropriate method. Among different methods, each one with less RMSE is selected as the appropriate method. Different methods of interpolation were compared for the zoning of the quality parameters. Regarding the results of this comparison, the conventional Kriging interpolation method was chosen as the most appropriate interpolation method due to lower RMSE. The permeability index is a parameter that is used to evaluate the quality of irrigation water. Sodium levels of water are important parameters for using water in irrigated agricultural land. Increasing of sodium in water decreases soil permeability. Wilcox classification is one of the most important classifications for determining the quality of agricultural water based on two parameters of electrical conductivity and sodium absorption ratio as alkalinity risk.

The results showed that the trend of changes in all parameters was reduced, which showed that the trend of changes in bicarbonate content was significant at 95% confidence level. In terms of permeability index, 85.84% of the plain has excellent irrigation water quality. Based on this classification, the water quality in northwest of the plain is poor, in southeast is moderate and in other plain areas is excellent for irrigation purposes. Based on the qualitative map of the percent of sodium, the irrigation water quality in northwest and southeast of the plain is excellent, and in the central area of the plain is allowable. The irrigation water quality in other areas of plain is good. The irrigation water quality based on Wilcox's method was classified in two C2S1 and C3S1 classes, which included 90.91% of the studied sources of C2S1 and 9.09% of the C3S1 grade.

The quality map based on this classification showed that 85.94% of the plain area has a good water quality. The Investigation of EC and SAR changes effects on soil permeability showed that the variations of these two parameters are not negative across the plain, and the region has a good and moderate permeability status, which is 26.8%.

Density current is one of the most important phenomenon in reduction the useful life of dams, that it is the main cause of the sediment movement in the dam reservoirs. Therefore, Study of density or gravity current hydrodynamics plays an important role in increasing the economic life of dams though reduction in sediment accumulation. In this research the effect of the height and distance of successive obstacles and bed slope on the head and body velocity of density current has been studied. In the experiments, four types of height models and 3 types of distance model were used for obstacles. Also, the experiments were carried out in 3 slope and 2 concentration and in two sedimentary and salty types. In total 117 experiments were carried out. The results showed that the head and body velocities decreased with increasing height and distance of obstacles and increased with increasing bed slope. Also, the results showed that using of 3 rows of obstacles can reduce the head and body velocity of salty density current about 31 and 20% respectively, in comparison with the conditions without obstacles. In sedimentary density current numerical values of this reduction was 33 and 19.5 respectively for the head and body velocity. The Keulegan coefficient for estimating head velocity results decreased about 27% in comparison with the conditions without obstacles, with its mean value being obtained about 0.48. However, increasing the bed slope reduces the effect of obstacles in decreasing of head and body velocity. Finally, two equations were developed using Spss software to estimate the head and body velocities of density current based on height of each three obstacles, distance of obstacles and bed slopes.

Abstract In order to decrease the amount of sediment entering intakes, skimming wall could be used as control structure. Skimming wall changes the flow pattern and consequently changes the volume of sediment. In intakes, the average of the flow lines angles that enter the intake increases from the floor to the surface. The main propose of this research was to evaluate the effects of skimming wall and spur dike in controlling the sediment entrance and to find out the changes in velocity. The velocity components were determined in two dimensions- in the direction of the channel's length and perpendicular to flow in front of the span of the intake- and the angle of entry of the flow along the span of the intake. The velocity distribution and the method of entering and transporting of sediment to the intakes in different layers were investigated by using velocity angle of the entrance of flow to the intake and the longitudinal and transverse components of the velocity, Changes of velocity in front of the intake were compared in three layers. The results showed that the velocity angle of the surface layer was higher than that of  other layers, due to directing of flow through the spur, the existence of a separator wall structure and the effects on the middle and floor layers,. The spur dike caused longitudinal velocity near the bed layer increased 2.25 times, and the transverse velocity in the surface layer increased 1.33 times comparing to  when there is no spur dike.

Modeling the erosion and sediment transport is one of the major problems which discussed in river engineering projects such as river intake and dam construction. In some cases, careless estimation of the river sediment load causes failure of river engineering projects. Bed load of the river sediment is one of the main parameters for assessing the stability of river form and evaluating the river power flow. The bed load measurement has much more difficulty in comparison with the suspended load, so measuring the sediment load of rivers is limited to the suspended load measurement. Estimating the river sediment load is conducted with study on the river hydraulic, flow regime, river morphology grading materials of the sediment load. Control and minimization of defection to the hydraulic structure caused by the river sediment load needs to define the river flow regime, sediment motion, erosion and degradation mechanism. The erosion in river has several effects on the river flow regime such as descending the water surface elevation that may cause a decrease in the efficiency of hydraulic structures such as intakes and pump stations. River management, regarding to the sediment transport conditions, causes an increase in the operation period. Study on the sediment transport in rivers are usually conducted with laboratory experiments and field study. In this regard, due to the high cost of experiments and field study, researchers attempt to model the sediment transport using the mathematical approaches. In order to achieve the purpose, the flow equations for rivers such as Saint Venant equation is coupled by sediment transport equations such as Akers-White, Englund-Hansen, Laursen, Meyer-peter Muller, Tofaletti (field and laboratory) and Yang, and numerical is solved by advanced numerical methods. Free or commercial powerful software packages have been provided in order to facilitate the use of mathematical approaches. Mike 11, as commercial software, and HEC-RAS, SSIM, FLUVIAL and GSTARS, as free software, could be mentioned. Several studies are done using free software packages such as HEC-RAS. Jabary et al (2014) used the HEC-RAS software to model the sediment transport in Abhar River. They stated that the Yong formula is more accurate among the other empirical approaches to model the river bed elevation. They considered the graded material of sediments, river cross sections and flood hydrograph with 25 years return period as input parameters for the model. They stated that the HEC-RAS model has suitable performance for modeling the sediment transport in Abhar River. Alami (2003) used HEC-6, River Intake and GSTARS-V2 to model the sediment transport in reservoir of dams and stated that the GSTARS is more accurate in comparison with the other software packages. Seyedian et al (2006) used the GSTARS-3 to model the sedimentation of river load in the Voshmgir Dam and predicted the volume of sediments for the next seven years. Shahinejad et al (2009) used the GSTARS-2.1 to model the morphological variation of Karun River within the Ahvaz City. They evaluated the river bed elevation for the next seven years. Due to high important effects of modeling the river sedimentation on the success of river engineering projects, modeling the sediment transport in Telvar River using the GSTARS-3 is considered in this paper. The Telvar River is a main river in the Kordistan Province, western Iran. The catchment area of the Telvar River is about 147 Km2 and about 26.1 Km of the river was considered as case in this study. The GSTARS was developed by Molinas and Yang (1985) to model the alluvial rivers, this model has been modified with Yang et al (2006) and nowadays the GSTARS-4 is the last version of the GSTARS. The GSTARS is in involved four parts: First, using the energy and momentum equations for the water surface calculation. Second, using the concept of flood routing for routing the river sediment load. Third, using the concept of intensity of energy losses, in other words, using the minimum power flow theory for modifying the width and depth of flow and fourth, evaluating the Criteria of slope stability. The GSTARS included 14 equations for modeling the Non-cohesive sediments. The aim of this study is analyzing the longitudinal erosion of the river bed and also evaluating the cross section width variation and at the end, selecting the suitable empirical formula which has suitable performance for modeling the case study area. The model validation was conducted by a trial and error process because of evaluating the erosion such as sedimentation depends on the empirical formula and graded material curve. Therefore, a number of formulas which had more suitable performance were selected. During the model validation process the result of model was compared with the measured data which was recorded at the 2013 and found that the Yang method is more suitable for modeling the river bed elevation. The results of this study showed that the GSTARS model has suitable performance for modeling the erosion and sedimentation in the Abhar River, and this software can be used for modeling the cross section erosion and finding the area which has high potential for erosion and sedimentation.

The percentage of flow diversion is the major cause of the formation of dimensions of separation zone such that with increasing the percentage of flow diversion, width and length of the separation zone decreased in the basic and sill experiments. However, by adding a 10ᵒskimming wall, the changing trend is different. At low percentage of flow diversion, dimensions of the eddy area decreased significantly and it increased with increasing the percentage of flow diversion. However, in general, the simultaneous usage of a 10 degree skimming wall and sill structures compared to basic and sill experiments, dimensions of separation zone in lateral intake decreased and the useful width of outlet flow at lateral intake increased and the separation zone and sediment accumulation at the entrance of lateral channel decreased. By examining the effect of the Froude number of flow (inlet flow) on dimensions of the eddy region, this parameter did not have any significant effect on it and its low impact could be connived. By investigating the width of separation line of flow in the surface and near the bed of channel bend, it was found that the flow diversion rate was the most important factor affecting this hydraulic parameter; since, at surface level of flow with increasing flow diversion ratio, this parameter increases and due to the creation of secondary flow and the change of surface flow pattern under the influence of the simultaneous application of a 10 degree skimming and dike structures, this parameter increases more. However, near the bed, in basic and sill experiments, this parameter increases with increasing flow diversion rate. However, the simultaneous application of 10-degree skimming and sill structures, the width of separation line of flow near the bed reduces by increasing the diverted flow

One of the main goals of diverting water from bend of river is diversion the maximum flow discharge with the minimum rate of sediment to the intake mouth. Therefore, the position and diversion angle of lateral intakes in river bend with sediment control structures, are the major parameters that must be considered.In this study by experimental investigation in a U- shaped channel using compound structures of sill and 10 skimming wall in three diverted flow percentages of 17, 21 and 26, the effect of diversion angle on rate of sediment entering the intake, was investigated. The results showed that with decreasing of the angle of intake, the inflow Froud number decreases. Also with increasing the angle of intake from 45 to 75 degrees, the rate of sediment entry to intake increases, so that by combining of sill and skimming wall 10ᵒ, the sediment transportation into intake mouth decreases more in comparison with basic state. By increasing the angle of flow diversion in all percentages of flow diversion, the width of separation zone at water surface decreases. By investigation of power of secondary flow along the intake mouth it was found that in all experimental states, decreasing the angle of flow diversion from 75 to 45 degrees, causes less decreased power of secondary flow and consequently less sediment entry into the intake mouth.

Since the distribution of water resources and rainfall in the country is not proportionate. Inter-basin water transfer in the form of water projects for the collection, transmission and creation of appropriate quality for development of human activity is necessary. On the other hand, this type of plan according to the upstream reservoir and downstream water transfer tunnel has combination of problems hydrology (water level of the reservoir) and hydraulic (hydraulic pipe or tunnel). The hydrology and hydraulic analysis to obtain the desired conditions should be simultaneous. In this studied four dams (Yalan, Pashanedegan, Gokan and Zayanehroud) and three tunnels to transfer water from the Yalan dam to Pashandegan dam have been used. In order to simulate and optimize this project, two algorithms associated with each other and connected to EPANET dynamically for solving water resources and hydraulic model and differential evolution algorithm. Since the water in the tunnels is under pressure for the entire study for water transfer efficiency of 95 percent is defined, by increasing the height of each of the dams should reduce the tunnel diameter. The results showed that weighting factor of 0.5 and crossover constant of 0.5 and population and generation of 1000 and 1500 respectively has provided an optimal solution in DE algorithm. Optimal cost by 95% transfer efficiency is equal to 14014.5 Billion riyals.

In recent years, optimization of multi-reservoir systems operation is taken into consideration among water resource researchers. Optimization problems and highly increased computation time are the problems that caused by increasing the number of periods, as well as, reservoirs. In recent years, the water resource researchers have paid attention to the multi-reservoir systems operation that have been optimized using different algorithms such as Genetic algorithm, Harmony search algorithm, Honey bee mating optimization algorithm, Particle swarm optimization and Ant colony optimization. The central force optimization (CFO) is another meta-heuristic algorithm which has been applied in various optimization areas such as improving bandwidth in electronics, micro strip antenna design, and optimization of drinking networks. The results indicate that CFO method is able to solve the optimization complex problems. CFO with its major application in the field of electronics, nothing has been reported on its application in multi-reservoir systems operation thus far.In this paper, CFO has been applied to optimize the multi-reservoir systems operation. Despite the great capability of CFO in solving the optimization problems, it did not come to acceptable results in optimization of multi-reservoir systems operation. This algorithm has difficulty in solving the constrained and multi-dimensional problems. Also it is trapped into local optimum. For this purpose, some changes in the structure of the algorithm including normalization of the acceleration, mutation usage, history location, adding the main repetition cycle, and Repetitive Central Force Optimization algorithm (RCFO) were proposed. Most of these changes are made to prevent the above mentioned local optimum problem. After introducing the new algorithm was applied to optimize a four-reservoir system. The objective function in CFO and RCFO algorithms had a difference of 0.45 and 0.01% with the absolute optimum respectively. After the success in the case of four-reservoir system, RCFO algorithm has been applied to a ten-reservoir system. The value of the objective function in CFO and RCFO algorithms has a difference of 7.1 and 0.13% with the absolute optimum respectively. In both cases, the running time in CFO was approximately twice the running time of RCFO. And due to the occupation of the system memory in CFO method, the duration will be far longer in large repetitions. According to the success of RCFO algorithm in solving the problems in four- and ten-reservoir system, it can be concluded that this algorithm has an appropriate potential to be applied in solving complicated problems of real multi-reservoir systems operation.

Sediment entering lateral intakes depend on flow pattern in intake entrance. Using a structure in front of the intake entrance can change this pattern and as a result the entering sediment. One of the effective methods to change pattern and manage sediment entering lateral intake is using skimming wall. By removing sediments from intake entrance, the skimming wall reduces the volume of sediments entering the intake. To direct the flow towards intake and increase skimming wall efficiency, a spur dike is used on the opposite side of the intake. The length and angle of the spur dike were 0.25B and 60° and was located at distances 2b from intake center. In this study, the effect of skimming walls angle with the bank, a combination of spur dike and skimming walls and discharge changes on controlling sediments entering the intake, intake ratio and bed topography were investigated experimentally. The effect of the skimming walls with three angles (β1=10, 14, and 18 degrees) and a combination of skimming walls and spur dike on opposite sides of the intake was investigated. Conducting dimensional analysis, non-dimensional ratios were extracted and test variables were specified. Results showed that in the case of having a skimming wall combined with spur dike, the amount of sediment entering the intake has decreased to 81%, 78.5% and 76% on average in walls with an angle of 10, 14 and 18 degrees respectively. The combination of using skimming wall and spur dike has a superior effect on reducing enterance sediments to intake than employing skimming wall alone, namely about 15% for three angles.

The process of water diversion from the rivers always involve with sediment diversion in different sizes. The sediments that transported to the branch channel cause the expenditure to the water conveyance system and power-generation installations. One of the common methods to control the bed load and water diversion increasing, is to modify the approach flow pattern by the control structures. In this study, the efficiency of spur dikes in modifying of diversion flow to the intakes that located at curved channels are investigated. Experiments carried out in ten main groups in a 180° curve channel with a diversion located at the 118° on the external curve. Results of this study show that the sediment discharge ratio increased by discharge ratio increasing and severely related to it. The spur dike at upstream of the intake decreases the sediment discharge ratio by modifying the approaching flow pattern such that in C2 experiments, the sediment discharge ratio until the discharge ratio is equal to 0.05, 0.15, 0.25, 0.35 decreased up to 86.6, 73.3, 64.7, 46.7 respectively. But this effectiveness limited to Qr=0.4, because the strength of secondary flow diminished due to flow diversion increasing. Also, study of the effect of spur dike on sediment volume fraction in diversion channel show that, the maximum value of Vr diminished from 0.4 in type A experiments to 0.18 in type D experiments by reduction of the distance between the spur dike and the intake centerline. According to the experiments, positioning the spur dike at upstream of the intake change the dimensions of stream tube and decrease the diversion from near bed high-sediment flow and increase the diversion from near surface low-sediment flow. The dimensions of the separation zone severely decreased in type D experiments by presence of spur dike and discharge ratio increasing.

The distribution of water resources and rainfall in the world is not same, inter-basin water transfer in the form of water projects for the collection, transmission and creation of appropriate quality for balanced development of human activity is necessary. On the other hand in the management of water resources in addition to the issues we face at the same time exploiting reservoirs with hydraulic and water resources were important and both hydraulic and hydrologic modeling flow conditions must be considered together. In this study, three dams (Yalan, Pashandegan and Gokan) and two water transfer tunnels were used for transferring water from Yalan dam to Gokan dam. For this project simulating and optimizing, two algorithms connected with together in visual Basic and linked dynamic with Epanet software and solve water resources model, hydraulic and dynamic programming. Since the water flow through the tunnel is under pressure, increasing dam height will cause the decrease of tunnel diameter for 95% water conveyance efficiency. The results showed that Yalan and Pashandegan dam with a height of 148.37 and 59.36 m, respectively, and Yalan-Pashandegan and Pashandegan -Gokan tunnel diameter with 2.8 and 2.95 m, respectively, were the most economically optimal combination for water transferring in this project that has 5313.69 million Rials costs.

A major problem with which most of the lateral intakes, is accumulation and sediments entering the intake entrance and as a result diversion efficiency is reduced. Sediment control is one of the most important issues in river engineering. To reduce sediment entering the intake entrance several methods of controlling the sediment entering to the intake entrance and the exit of sediments from sediment out let is used. In this study effect of the location, and angle of the spur dike by using skimming wall on the amount of delivered sediment into the lateral intake and intake ratio were tested. Effects of angle variations (30, 45, 60, 90) of spur dike and spur dike location (b, 2b, 2.5b, 3b) on intake ratio and delivered sediment into the intake were investigated (b is the intake width). Results showed that discharge of 60 lit/s, and spur dike with 60 degree angle and 2b distance from the center intake entrance in combination with the skimming wall compared to an angle of 30, 45 and 90 degrees, respectively caused 27, 14 and 12 percent less sediment and 53, 45 and 16 percent superior discharge into the intake divertions. Also by increasing the value of parameter of the ratio of distance of spur dike, to the width of intake, the ratio of flow deviation to the intake for angle of 30°, 45°, 60° and 90°, and ū/uc=1.05 was 5, 13, 2 and 23% respectively, and for ratio of ū/uc=1.08 was 2, 3, 3 and 2% respectively, and for ū/uc=1.11 was 17, 24, 2 and 10 percent increase respectively.

Water supply networks account for a major portion of the urban infrastructure requiring sizable funds for their construction and operation. This has encouraged many researchers to focus their efforts on optimizing water distribution networks. In most recent research in the field, stochastic meta-heuristic algorithms have been employed to address the problem. Given the many inadequacies of stochastic algorithms, the present study explored the application of a novel deterministic algorithm for minimizing pipe-sizing costs in water distribution systems (WDS). The algorithm used in this study is a modified version of the central force optimization algorithm called CFONet which is used for solving water distribution system problems. The performance of the proposed method was evaluated by optimizing pipe-sizing in two benchmark WDSs. For this purpose, both CFO and CFONet methods were written in MATLAB and interfaced with the hydraulic simulation model EPANET. Application of the two methods mentioned above to two different water supply systems revealed the superior performance of the proposed CFOnet over its CFO counterpart. Thus, CFOnet yielded an optimum response for the deisgn of a double ringed system equal to US$419,000 after 12,432 runs of objective function estimations. Moreover, the optimum design of a CAdo system was obtained to cost 126,535,915 In. Ruppes after 259,476 runs of objective function estimations. Comparison of the results obtained in this study with those reported in the literature on other stochastic optimization algorithms showed that the proposed method yields satisfactory solutions for WDSs optimization problems while it also enjoys the merits of a deterministic optimization method.

Weirs have widely been used for the flood flow, flow measurement, flow diversion and control of water levels in dams, rivers and open channels. This study was curried out to investigate the hydraulic characteristics of flow over the sharp-crested triangular plan form weirs for different apex angles. Three-dimensional flow field over the weirs 30, 60, 150 and 180 degrees was numerically simulated based on the RNG turbulence model using the software Flow-3D version 10.0.1. The results showed as the apex angle increases, the interference of the longitudinal and lateral falling flows decreases and in turn leads to less disturbance and vortex flow. Also, in downstream, the flow surface knob of the longitudinal profile and height difference between the transverse cross-section profile becomes less and velocity and Froude number increase, whereas the pressure on downstream bottom decreases. The results show that the RNG turbulence model for determining water surface profiles along the channel downstream of the weir of appropriate accuracy.

In an experimental investigation of the density current inflow into reservoir, the influence of bed slope (0.000 to 0.003), type of suspended particles (salt and two sizes of sediment particles) and advance distance (at three sations) on density and velocity profiles were investigated. Experiments were carried out in a tilting flume. Observations and measurements showed that the velocity and density profiles nondimensionalized with integral scales, in the same current but at different stations were the same. Furthermore, there was a fairly good similarity between the velocity profiles measured for types of currents flowing on different slopes. The dimensionless density profiles measured in different current types were not similar. Turbidity currents with coarse sediment had an almost linear density profile near the bed, whereas the saline density currents showed an almost constant relative density near the bed.

The study of rivers’ water quality is extremely important. This issue is more important when the rivers are one of the main sources of water supply for drinking, agriculture and industry. Unfortunately, river pollution has become one of the most important problems in the environment. When a source of pollution is transfused into the river, due to molecular motion, turbulence, and non-uniform velocity in cross-section of flow, it quickly spreads and covers all around the cross section and moves along the river with the flow. The governing equation of pollutant transmission in river is Advection Dispersion Equation (ADE). Computer simulation of pollution transmission in rives needs to solve the ADE by analytical or numerical approaches. The ADE has analytical solution under simple boundary and initial conditions but when the flow geometry and hydraulic conditions becomes more complex such as practical engineering problems, the analytical solutions are not applicable. Therefore, to solve this equation several numerical methods have been proposed. In this paper by getting the pollution transmission in the Severn River and Narew River was simulated.
The longitudinal dispersion coefficient is proportional of properties of Fluid, hydraulic condition and the river geometry characteristics. For fluid properties the density and dynamic viscosity and for hydraulic condition, the velocity, flow depth, velocity and energy gradient slope and for river geometry the width of cross section and longitudinal slope can be mentioned. Several other parameters are influencive, but cannot be clearly measured such as sinuosity path and bed form of river. To derive the governed equation of pollution transmission in river, it is enough to consider an element of river and by using the continuity equation and Fick laws to balancing the inputs and outputs the pollution discharge. To calculate the dispersion coefficient several ways as empirical formulas and artificial intelligent techniques have been proposed. In this study LDC is calculated for the Severn River and Narew River and some selected empirical formulas have been assessed to calculate the LDC.
Dispersion Routing As mentioned previously, calculating the LDC is more important, so firstly, the longitudinal dispersion was calculated from the concentration profile by Dispersion Routing Method (DRM). Using the DRM included the four stage.1-considering of initial value for LDC .2-calculating the concentration profile at the downstream station by using the upstream concentration profile and LDC.3- Performing a comparison between the calculated profile and measured profile.4- if the calculating profile is not a suitable cover, the measured profile of the process will be repeated until the calculated profile shows a good covering on the measured profile.
Numerical The ADE includes two different parts advection and dispersion. The pure advection term is related to transmission modeling without any dispersing and the dispersion term is related to the dispersion without any transmission. To discrete the ADE the finite volume method was used. According to physical properties of these two terms and the recommendation of researchers a suitable scheme should be considered for numerical solution of ADE terms. Among the finite volume schemes, the quickest scheme was selected to discrete the advection term, because of this scheme has suitable ability to model the pure advection term. The quickest scheme is an explicit scheme and the stability condition should be considered. To discrete the dispersion term, the central implicit scheme was selected. This scheme is unconditionally stable.
The results of longitudinal dispersion coefficient for the Severn River and Narew River were calculated using the DRM method and empirical formulas. The results of LDC calculation showed that the minimum and maximum values for the Severn River was equal to the 12.5 and 41.5 respectively and for the Narew River were reported as 18.0 and 56.0 respectively. The value of the LDC derived using the DRM was used as one of the input parameters for developing the computer program. For validation of numerical model, a comparison was conducted with results of analytical solution. This comparison showed that the performance of numerical method is quite suitable. For assessing the performance of numerical model the pollution transmission in the both mentioned rivers was simulated. The calculated LDC and time steps and distance steps was considered as 4m and 2s. The results of simulation showed that the performance of developed computer model is suitable for practical purposes.
In this paper the Finite volume method such as numerical model for Discretization the ADE and also estimating the LDS the Dispersion routing method has been used. To primary evaluating of the model the compression between the model result and analytical solution of ADE has been done. To assess the accuracy of the model in engineering work the results of the model compared with two rivers data observations (Severn and Narew). Final result showed that the performance of model is suitable.

In designing the stilling basin is trying to jump as close as possible to deal overflow, without affecting the flow of the weir is formed. In other words, to prevent the escape jump. For this purpose, the dissipation variety of water-Such as foam blocks and foam baths and foot spillway is used in sill. And thus reduced the length of the basin And is closer to the heel the spillway. In this study, to reduce the distance spillovers paws to start jumping from block foam blocks composed of 8 different forms were used. In these experiments, the spillway ogee with three heights (6, 5 and 4 cm) and for each spillway 4 slope (0/0 and 010/0 and 007/0 and 005/0) and for each slope 6 Dubai for Discharge 8 obstacles with different shapes were examined. The results showed that the total utilization of foam blocks in the stilling basin depth decreases, the distance between the top of spillway toe jump, the length jump and increase energy loss and improve the properties of hydraulic jump will be. In between shapes, the floor prevents the w90 is most effective. So that the spillway distance between the toe to jump start to a 65% reduction is unobstructed.

With the popularity of complex hydrologic models, the time taken to run these models is increasing substantially. Also, in order to apply a precise runoff modeling in a watershed, the efficient parameter calibration is of importance while reviewing and producing runoff data. Comparing and evaluating the efficiency of different optimization algorithms for calibrating these hydrologic models is now becoming a nontrivial issue. In the present research, particle swarm optimization (PSO) algorithm is utilized for parameter calibration of the Soil and Water Assessment Tool (SWAT) Version 2009, in Sanjabi watershed. SWAT is a semi distribution hydrological model. This model is a river basin scale model developed to quantify the impact of land management practices in large and complex watersheds. In fact, SWAT model is capable to predict the impact of land management practice on water, sediment and agricultural chemical yields in large complex watersheds with varying soils, land use and management conditions over long periods of time. SWAT is widely used in assessing soil erosion prevention and control, non-point source pollution control and regional management in watersheds. Sanjabi watershed is located in Kermanshah province in west of Iran. For this purpose, SWAT model was run by applying required information layers such as land use, Dem layers and rain and temperature data in Sanjabi basin in the period of 1995-2004. The hydrological model's performance entirely depends on the optimality of the calibration of the model's parameters which their real values are not available. To calibrate SWAT parameters, SWAT-CUP (SWAT Calibration and Uncertainty Procedures) program is used herein. The SWAT-CUP package is a program designed to integrate the various calibration/uncertainty analysis programs for SWAT using the same interface. This program links SUFI2, PSO, GLUE, ParaSol, and MCMC procedures to SWAT. Since the number of SWAT parameters is relatively large, the procedure of sensitivity analysis has been done firstly and thereafter most of sensitive parameters have been calibrated. Sensitivity analysis was performed herein for 22 more important flow parameters (in 1995-2004 period) by connecting the output of SWAT model to the PSO algorithm in SWAT-CUP package. The sensitivity of flow parameters was determined in PSO procedure by P-Value and t-State. The most sensitive parameters were, ranked by importance degree, are as follows: SOL_BD (Soil bulk density), GW_Dealy (Delay time for aquifer recharge), ESCO (Soil evaporation compensation coefficient), SOL_AWC (Available soil water capacity), CN2 (Moisture condition II curve number), RCHRG_DP (Deep aquifer percolation fraction), ALPHA_BNK (Base flow alpha factor for bank storage) and CH_K2 (Effective hydraulic conductivity in main channel alluvium). As a result of sensitivity analysis, the most eight sensitive parameters were selected for optimization purposes. So, the best value of these most sensitive parameters has been calibrated utilizing the PSO algorithm in SWAT-CUP. 4000 simulations of PSO have been performed (4 iterations with 1000 simulations) to obtain the best value of these SWAT parameters. The objective function considered in this research was Nash-Sutcliffe (NS) simulation efficiency. After calibrating the SWAT model in a specified period, the optimum values of calibrated parameters have been fixed in the model and the model was validated for a period extending from 2005 to 2007. In order to assess SWAT simulation performance, in addition to NS, two more criteria, including R2 (coefficient of determination) and RMSE (root mean square error) have been used. The value of Nash-Sutcliffe objective function (NS) for calibration and validation period was obtained 0.58 and 0.60, respectively. The evaluation results of the model show that the values of R2 and RMSE for calibration period are 0.65 and 6.74 m3/s, respectively, and for validation period are 0.67 and 3.66 m3/s, respectively. If the obtained NS value of SWAT simulations was equal or higher than 0.75, the model considered to be accurate in predicting flood flows, the results of the model is satisfactory when NS value is between 0.36 and 0.75 and the results of the model is not satisfactory when NS value obtained less than 0.36. So the obtained results of SWAT simulation herein showed the desired accuracy of SWAT for runoff simulation was calibrated by PSO. Results show the high accuracy of SWAT model for runoff simulation in Sanjabi watershed. Therefore, SWAT model can be used to predict future surface runoff in Sanjabi watershed and other watersheds in Iran (after calibrating model for watersheds). Having knowledge of the results of the SWAT model in each watershed can play an effective role in water resource planning for local and regional planners.

Kashkan River is one of the important and water logged tributaries of Karkheh River which collects waters of a vast area of ​​Lorestan province. This river at the south-west part of Poldokhtar in a region known as the Gel-Sefid River is joined to Seymare River and creates Karkheh River. Length of Kashkan river is about 270km، and the water basin area of this river at upstream of Kashkan - Poledokhtar station is 9400 km2. This river due to its morphological and meandering characteristics and even in some floodplain points is arterial. There exists the problem of side erosion and displacement of river plan. Since، finding the appropriate technical method requires the recognition of the river behavior and effective geometric and hydraulic factors on the erosion and sedimentation process، therefore in the present research، topographic maps and satellite images have been used for reviewing and studying the temporal variations of Kashkan river plan. For this purpose، through performing a field survey and comparison of the new and old plan of the river by GIS software، the variation of river was investigated during a 52 years period and critical periods waere identified. Also the meander characteristics of the river and development rate of meandering in the current status in 49 of river bends at the reach of 108 km، between Varpo; and Teymorabad were investigated. The results showed that 6% of bends are undeveloped، 51% are developed and 43% are more developed. Finally، with respect to the geometrical characteristics of the river and using empirical relationships، the rate of bank erosion at critical reach in the future was anticipated. The prediction results show that at، Upper Kalho and Chrkhstan، river will move 657 m. Also at Khatere، Doab، Dovale Bozorg and at upstream of Chame Pelk، its movement will be 1035m and 1297 m respectively to stabilize it naturally.