جستجوی مقالات مرتبط با کلیدواژه « hec-ras » در نشریات گروه « آب و خاک »

Today, water shortages are a serious problem in most parts of the world. Since Iran is located in a dry and semi-arid climate, the water crisis is one of its most important issue. Therefore, attempts are necessary to improve water efficiency. The main role of irrigation and drainage networks is delivering and distributing irrigation water. Investigations on the performance of water conveyance, distribution, and delivery management in different irrigation networks show that the performance of most irrigation and drainage networks is inadequate. In this research, the effect of on-time and late operation on canal performance was examined using the E1R1 canal of the Dez network. To this end, different scenarios were specified, and the HEC-RAS and ICSS hydrodynamic models were employed to simulate the canal. The results revealed that the performance of the E1R1 canal improves remarkably as the operation is done on time rather than late. In different scenarios, the equity index increased from 0.4, 0.71, 0.32, and 0.78 to 0.07, 0.01, 0.09, and 0.01, respectively, ultimately reaching the desired value of zero. The same results were obtained for other performance indices, including adequacy, efficiency, and dependability. This shows the importance of on-time operation in improving canal performance.

Flood has been one of the natural disasters in the world in the past decades, which has had many economic, social and environmental consequences. In recent years, the increase in population and the lack of attention to the capacities of the environment and the improper use of resources have caused the spread of damages, and this problem reveals the necessity of applying efficient management for mitigating flood damages. Therefore, flood zoning, which includes determining the range of flood progress and its height, and also the characteristics of floods in different return periods, is very important. Since Ferdowsi University of Mashhad is one of the largest and most important scientific centers in the country and is located at the bottom of several large urban basins, this research was conducted with the aim of assessing the flood risk in the campus of Ferdowsi University of Mashhad.

In this study, in order to investigate the characteristics of floods entering the campus of the university, the inlets flows to the campus of Ferdowsi University of Mashhad, which include the 4 main inlet branches of Ab_o Bargh, Pazhuhesh, Loizan and Chahar Cheshme were investigated. Due to the urban development, conversion of natural lands into residential surfaces and encroachment of watercourses in the studied area, disturbance of the natural channels and the reduction of their capacity has been occurred which has been effective in the hydrologic and hydraulic behavior of these areas. For this purpose, the map obtained from Mashhad District 9 municipality was reviewed and revised with the help of field observations, slope direction, topography of the area, the use of Google Earth satellite images and geographic information system (Arc Gis software), and the changes and also the real borders for the related catchment was identified . The inflow data generated based on the amount of precipitation in the upstream area of the Ferdowsi University of Mashhad campus, including discharges with return periods of 25 and 50 years, were collected from Razavi Khorasan Regional Water Company. The input flows to each channel were calculated based on the upstream area of that channel based on the values of the total area of the upstream basin, based on Krieger's second equation.Then, using the HEC-RAS model and the HEC-GeoRAS extension, floods with different return periods were zoned and simulated in the channels inside the campus, and problematic areas were identified.In the present research, in order to collect the required data, it was necessary to have field visits on the study area to make the necessary measurements in addition to data obtained from the relevant organizations. In this regard, to measure the parameters of slope, width and height of water transmission channels as well as the roughness of the channels in the campus of Ferdowsi University of Mashhad, several sections of these channels were observed and evaluated in different branches. for these measurements, different tools such as inclinometer, jalon and geological meter were used.

The results showed that the canals in the studied area have the ability to transfer floods with a return period of two and ten years, but with the increase of the return period, it becomes flooded due to the low height of the bridges in some sections. Based on these results, in the area of the final outlet of the campus and also the Ab_o Bargh canal, , floods with a return period of 25 years and above will cause some problems due to the presence of various obstacles. Also in parts of the Pazhuhesh channel, floods with a return period of 50 years and above would cause damage.Considering the importance and location of the campus of Ferdowsi University of Mashhad and the possibility of damage caused by discharges of more than 10 years floods in this area, in this research various scenarios were proposed for the exit section of the campus to increase the capacity of the channel for floods with different return periods. These 5 scenarios which have been proposed and tested in this research are as follows:• First scenario: removing the protection bars of the bridge opening. The second scenario: reopening one of the blocked openings of the bridge on the exit section.Third scenario: reopening one of the openings together with removing protective bars. Fourth scenario: repening both blocked openings of the bridge on the exit section.  Fifth scenario: reopening both blocked openings together with removing protective bars.According to the results obtained from flood zoning in this research, at the water entrance of Ab_o Bargh, discharges with return periods of 25 years and above, and also in parts of the Pazhuhesh area, discharges with return periods of 50 years and above have the potential to cause damage. Therefore, it is suggested that by constructing a protective wall on the left and right banks of these areas, the transfer capacity of these parts should be increased and adapted for discharges with return period up to 50 years. For this purpose, the considered protective wall in these sections has a height of 1.5 meters and is considered to be 0.5 meters away from the left and right banks. With the construction of these walls, discharge with a return period of 50 years has the ability to pass without causing damage.

Assessment of the results showed Examination of sections and modeling results show that all sections have the ability to pass floods with a return period of up to 10 years.also that it is possible to prevent the risk of flooding in the campus of Ferdowsi University of Mashhad by modifying sections in the outlet of the campus and creating a protective wall in the areas of Ab_o Bargh and Pazhuhesh canals to prevent the risk of flooding until the return period of 50 years. According to the obtained results, the largest area of the flooding in different return periods in campus of the Ferdowsi University of Mashhad is related to the final exit section of the campus.

Intake canals of off-stream reservoirs, play a key role in achieving reservoir goals. Chahnimeh reservoirs have been constructed to store and use water optimally for drinking, agricultural development and play a complementary role to flood control. The Sistan plain in the southeast of Iran is highly dependent on surface water resources. The HEC RAS model is a well-known one-dimensional software for flow and sediment simulation. In this study, HEC RAS 6.0.0 was used to simulate sedimentation in feeder 2 canal under maximum conditions as well as minimum water level conditions of Chahnimeh reservoirs. Flow simulation in the model was performed quasi-unsteady using the standard step-by-step method by a flood hydrograph with a volume of one billion cubic meters. According to the simulation results, in maximum water level Conditions, Feeder 2 canal Sedimentation volume is equal to 54,200 m^3 which increases the bed level by 4.1m. Also, in minimum water level Conditions, sedimentation is equal to 52,700 m^3, which increases the bed level by 3.84 m. Comparison of the results in the two scenarios shows that in the case of maximum water level, volume of sediment per unit of length of Sistan River is equal to 6.5 m^3⁄L_River while in minimum water level volume of erosion is equal to 2.2m^3⁄L_River of Sistan River. Although feeder 2 canal in minimum water level conditions increases the inflow from the Hirmand river due to the decrease in the river bed level of sistan river but will act as a sedimentation canal in all conditions.

ICSS model has been used in various researches in irrigation canals. Due to the new capabilities of recent versions of the HEC-RAS model and its advanced strategies, this model has also been considered. The combination of upstream and downstream control systems of classical controller with nonlinear channel simulation models (HEC-RAS and ICSS), the way of implement, and the results comparison are the main objectives of this research. The utilization of the rules strategy in HEC-RAS and comparison of the model is the novelty of this research. For this purpose, a controller has been developed for each regulating structure and an operational program has been developed for each turnout in advanced boundary conditions in the Eastern Dez Canal. The results showed that the HEC-RAS model performed very well and showed a lower error value in the upstream control system than the downstream control, and the maximum MAE and IAE were equal to 5.3% and 1.8%, respectively. Also, the water flow is stable most of the time and there are no fluctuations in the water depth. In the ICSS model, almost similar results were observed, so that the upstream control performs better than the downstream control, but there are more depth changes and instability, and the maximum MAE and IAE were obtained as 9.9% and 0.3%, respectively. In terms of discharge delivery indicators, HEC-RAS outperformed ICSS.

Water level control and regulators have a main role in water conveyance and distribution. Despite the simplicity of structure settings in a steady-state condition, applying an appropriate setting in unsteady flow is complicated. Hence, control logic is used to set these structures, usually developed in languages such as MATLAB, Python, and FORTRAN. To use these logics, they must be combined with hydraulic models. In HEC-RAS, there is an elevation controlled water level boundary condition that can be used to control structures. In this research, the evaluation of the performance of this boundary condition was considered to regulate the water level in the E1R1 canal of the Dez network. The results showed that the rate of opening and closing of the gate has a significant impact on the performance, and if they are chosen correctly, the depth changes will be small. The results showed that the IAE indicator is around one percent in all the examined options and except in a few cases where the maximum value of MAE exceeds 10 percent and reaches up to 15 percent, its value is also low. Therefore, it is suggested to use this boundary condition in the control of structures.

Floods have direct impacts on the organisms of rivers and indirect impacts on ecosystems of rivers. In this study we perform a water quality model of the zarjoob river by Hydrologic Engineering Center-River Analysis System (HEC-RAS) model, specifically for Carbonaceous Biochemical Oxygen Demand (CBOD) , Dissolved oxygen ( DO ) and nitrite ( No2 ) based on the hydrodynamic simulation for normal and flood condition  to determine the extent of pollution loading in the river. Results showed that trend of dissolved oxygen in flood conditions was reversed compared to dry conditions and showed a slight increase along the river. Downstream of zarjoob river on flood condition, whenever the BOD decreased, DO concentrations increased from 5.5 mg/L to 6.2 mg/L, indicating that water quality was not as sensitive to variations of the BOD as expected. This study showed that rainy events were important environmental factors positively affecting aeration, which raised the dissolved oxygen content of the Zarjoob River except for nitrite. This paper is the first report of the innovative use of HEC-RAS model Without the help of accompanying qualitative analysis models such as Qual2K, WASP … to simulate water quality in an urban river.

One of the management measures that can play an important role in reducing flood damage is preparing a flood zoning map. The preparation, compilation, and having a comprehensive and complete plan in the field of flood controlling and determining the boundaries and bed of rivers is an obligatory and necessary matter that lead to flood management and damage assessment. In this research, for Til River and 2 branches of the tributaries entering this river, in order to determine the bed and the boundary, produce flood zoning map and obtain the quantitative boundary of the river  by using the DLSRS standard, the HEC-RAS hydraulic model and Arc-GIS software with the HEC-GeoRAS connector plugin has been used.

First, the HEC-RAS input file was prepared by using the topographical map of the Til river area from Arc-GIS software and by using the HEC-GeoRAS extension, and after entering the geometric data and data of the processing flow and related calculations in the environment of this software for zoning. The flood took place.to determine the boundaries of the river beds and these waterways, floods with a return period of 25 years are used.Eventually, with the application of HEC-GeoRAS extension and Arc-GIS, flood zoning maps are extracted. Moreover, by using the DSLRS standard, the quantitative boundry of the Til River and tributaries 1 and 2 in the studied area are determined according to the field visits and appropriate engineering advice, and the numbers related to each index and finally the amount of quantitative boundry are calculated.

In accord with the extrcated maps and satellite images and according to the investigations and visits, the width of the hydraulic bed calculated is different from the bed width defined in the law due to many uncertainties. Therefore, at this stage of the studies, expert surveys should be conducted through step-by-step visits to both banks of rivers and waterways along the study area, and eventually, legal bed width should be recognized and marked on the maps.

The results show that integration of HEC_RAS model and GIS geographic system is an efficient and useful tool in determining river floods. According to the investigations, the comparison of existing maps and land uses around the Til River and 2 sub-channels demonstrate that in the event of a flood with a return period of 25 years, it does not cause sever damage to the areas around the river. In accordance with DSLRS standard, qualitative boundary of Til River and sub-channels 1 and 2 in the study area are carried out with field visits and ultimately, the amount of boundry is calculated,As a result, the amount of the quantitative sanctuary of the Tail river in the scope of the study plan was calculated to be 8 meters and also the quantitative sanctuary of Mesil 1 and 2 was calculated to be 4 and 5 meters, respectively.

Increasing encroachment on rivers along with climate change has increased major floods. Levees are considered the most important structures to protect river banks and floodplains from flooding due to their simplicity of structure, inexpensive materials, and ease of implementation. In this research, an attempt was made to introduce a new approach in geometric modeling, to develop mathematical relationships to calculate the volumes of levees based on different location of each scenario in the floodplain. Study scenarios supply the protection of three kilometers of the Chabahar-Zahedan arterial road and its widening, which is located in the floodplain of the Karvandar River in southeastern Iran. Hydraulic simulations implemented in HEC-RAS for the existing condition and 13 different scenarios with 13 unique topographies based on the new approach, and the rate of reduction of the flood zone and embankment volume of levees for each scenario calculated in ArcMap. Based on the results, changes in the volume of embankments in different scenarios did not correlate well with the flood zone area reduction. Due to the direct dependence of scouring and thus geometry and volumes of levees on flow velocity, by calculating the flow maximum velocity in the study interval, the dimensionless coefficients of maximum velocity in different scenarios were calculated and applied to the calculated volumes of levees. Thus, by this approach and using quadratic polynomial equations, the coefficient of determination (R2) increased from 0.35, 0.48 and 0.50 to acceptable values ​​of 0.88, 0.91 and 0.92, for floods with return periods of 50, 100 and 200 years, respectively, which indicate the high efficiency of the proposed approach and also increasing in R2 values with an increase in the flood return period. Moreover, results show that the computational accuracy of regression relationships in the scenarios with levee locations in the middle distances from the road axis is higher than other scenarios which are closer or farther. This result is due to more irregular river geometry in the scenarios closer to the road and the intensification of nonlinear changes in flood parameters in the farther scenarios.

Water level control and regulators have a main role in water conveyance and distribution. Despite the simplicity of structure settings in a steady-state condition, applying an appropriate setting in unsteady flow is complicated. Hence, control logic is used to set these structures, usually developed in languages such as MATLAB, Python, and FORTRAN. To use these logics, they must be combined with hydraulic models. In HEC-RAS, there is an elevation controlled water level boundary condition that can be used to control structures. In this research, the evaluation of the performance of this boundary condition was considered to regulate the water level in the E1R1 canal of the Dez network. The results showed that the rate of opening and closing of the gate has a significant impact on the performance, and if they are chosen correctly, the depth changes will be small. The results showed that the IAE indicator is around 1 percent in all the examined options and except in a few cases where the maximum value of MAE exceeds 10 percent and reaches up to 15 percent, its value is also low. Therefore, it is suggested to use this boundary condition in the control of structures.

It is necessary to use mathematical models to determine the river's response to pollutants. These models are able to simulate the effect of existing and future pollutants and facilitate related decisions. In this study, the water quality of Dez River and its main feeding drains were extracted and analyzed through sampling and laboratory analysis from Dez diversion dam downstream of Loreh drainage during seven months from March to September 2018. The results of the measured samples were compared with those of the simulated values through the HEC-RAS model. The river path was investigated in the study period and seven sampling stations were determined along the river and six stations at the point of drainage into the river to determine the sampling stations, as well as the sources of pollution of Dez River. The results indicated the lack of self-purification of DO, BOD, NO3, NO2 parameters in Dez River during seven months of 2018 due to the inflow of drains and lower river discharge in this period. Also, the base on NSFWQI index, in drought seasons the first half of the river quality index is less than 68, that indicates average quality, and in the second half of the river, the quality index is less than 50 (poor quality). This decreasing trend of NSFWQI quality index is consistent with the trend of qualitative variables of HEC-RAS simulation and indicates the lack of relative self-purification of the river during the study period.

Simulation of dam failure as well as flood investigation can be used by dam operators. In the present study, the flood zoning due to the piping of Ghare Aghach earth dam in 3 different scenarios that lead to the failure of the dam has been investigated in HEC-RAS software. All parameters due to dam failure were calculated using Froehlich equations. Finally, the flow rate calculated from Froehlich method with the observed flow rate from HEC-RAS software was statistically analyzed. The results showed that the highest peak flow observed due to dam failure in HEC-RAS software is related to the third scenario and is equal to 8935.64 cubic meters per second. However, the lowest peak flow observed due to dam failure in HEC-RAS software is related to the first scenario and is equal to 8231.78 cubic meters per second. Linked results of HEC-RAS software with the Google Earth model show that the highest flooding area occurred in the third scenario and was approximately equal to 22.8 square kilometers and the lowest flooding area is related to the first scenario and approximately equal to 21.8 square kilometers. Correlation due to dam failure using the Froehlich method and the observed peak flow using HEC-RAS software equal to 0.9968 which indicates high accuracy of modeling. Calibration and applaying the linked results of the hydraulic modeles of failure dam as well as HEC-RAS with GIS sofware can be useful in downstream flood zoning for water crisis management.

The devastating flood of Karkheh River in 2019 besides changes of morphology and conditions of the river bed after operation of the dam warn the experts to double check stability of Karkheh (Hamidieh) Diversion Dam to assure that the dam is in good conditions. Great accuracy and simplicity of mathematical models, besides the easy access they provide to the results and data analyses, makes them a suitable alternative for the empirical methods. The present study is an attempt to use HES-RAS and SAP software to analyze the effect of upstream morphological changes on stability of Karkheh Diversion Dam. The results suggest that structure of Hamidieh Regulatory-Diversion Dam is conveniently stable and the models are indicative of proper stability factors. According to the results, safety factors of the stability of Hamidieh Dam against sliding of the middle pier under normal and special loads are 1.51 and 6.93 respectively. Considering the age of Hamidieh Dam and wears and damages observed on its hydraulic structures, further studies on curing and repair of this dam are recommended. The results suggest that stresses applied to the lower parts of the weir are slightly larger than the allowable rang.

Applying the studies of resistance to flow in open channels and rivers with specific properties in order to manage them is necessary. An optimum and proper foresight of resistance to flow has a direct impact on the estimation of flow rate, which is important factors in decision about hydro-project developments. This research work tries to identify items which are influencing on the flow resistance by handling properties of the river in specific intervals. In this study, the best Manning’s coefficient of “Shahar-Chay” river by means of hydraulic characteristics and aggregation of river bed has been estimated. Manning’s coefficient by using several methods and using pictures and properties of a river reach with a specific Manning’s coefficient, by comparing to the river conditions with relative pictures and estimating approximate range of the Manning roughness coefficient has been verified. By preparing 3D drawings from region using Arc-GIS and creating lateral sections using Hec-GeoRas, geometric specifications of “Shahar-Chay” river used as input in order to complete hydraulic simulation of HEC-RAS model. By running the software for different values of Manning’s coefficient and hydraulic specifications output from modeling compared to the hydraulic specifications collected from the river reach area. It is found that the most proper value for the Manning coefficient at “Keshtiban” reach is about 0.032. The results of the present research work reveals that three methods, namely “Chaw”, “Coawn” and “comparison of pictures” are more accurate for estimating Manning’s roughness coefficient in rivers, because of introducing several factors taking into account.

The city of AqQala has been constantly exposed to floods in the Gorganrood River in the past, which is determined by examining the general characteristics of water structures, especially the historic bridge in the city center. The flood of March 2019 was one of the most destructive floods in this region, which left very bitter memories for our compatriots. In the management of this flood, a series of previous studies using different flow simulation models, past experiences to deal with floods and using the experiences of previous floods should increase accuracy, speed and reduce costs. At the time of the flood and the entry into the city of AqQala, in order to drain the water, those involved in the ring road and the railway line that was located in the flood route were considered to be the main reason for the large flood in the northern part of AqQala and the persistence of floods in the city. Destroyed in several places. Therefore, in this study, the effect of the ring road and railway line on the flooding rate of AqQala city has been investigated.

This research was conducted using HEC-RAS, GIS software and HEC-GeoRAS add-on. In order to investigate the effect of the ring road and railway line on the flood rate of AqQala city, this effect in three scenarios (absence of ring road and railway line, existence of ring road and railway line with coils installed in the route and existence of ring road and railway line It was discussed along with the embedded culverts and the cracks created in the path during the flood) was discussed.

Examining the three scenarios discussed in this study, it was found that in the first scenario, we see flooding of a large area of the city of AqQala, so that 1.38 square kilometers of the city has been flooded. The second scenario shows an increase in flooding and intensification of floods in the city compared to the first scenario, which causes flooding of 2.53 square kilometers of residential land, and the third scenario shows the positive effect of cracks created during floods to reduce flooding in the city Which has reduced the amount of flooding to 1.98 square kilometers.

Although the low level of ground level in some areas of AqQala city such as Eidgah, Moallemabad and Hakimabad, the flooding of these areas is obvious, a comparison of the first and second scenarios showed that the location of the ring road and rail line Railway in the direction of flood movement has increased the extent of flooding and submergence of some other areas and neighborhoods and the persistence of flood flow in the city of AqQala. On the other hand, by comparing the second and third scenarios, it can be concluded that the lack of procrastination and rapid decision-making regarding the gap on the ring road and railway line, could have reduced the relative flooding of the city and the persistence of floods and submerged some Avoid areas.

The 2D HEC-RAS model uses a new concept called subgrid-variability to include elevation changes within a computational cell and thus has very little dependence on computational cell dimensions. The purpose of this study was to evaluate the effect of the concept of subgrid-variability on the simulated flood area in the Sarbaz River. The other purposes of this study is to investigate the effect of map scale on the performance of 1D and 2D HEC-RAS model. The results showed that with increasing computational cell dimensions, the model error in simulating flood zones was relatively low compared to small cell dimensions. For example, if using a computing grid with dimensions of 500 meters instead of a 20 meters grid, the simulated flood area in different parts of the Sarbaz River would be less than 15 percent. The run time of the 2D model in the cell dimension of 500 meters is approximately 45 times less than the run time of the model in case of using cell dimensions of 20 meters. The findings clearly indicate to what extent the use of the concept of subgrid variability in modeling can be effective when implementing numerical models, especially in large and complex rivers. The calculations also show that the difference between 1D and 2D models in the simulation of hydraulic parameters in small scales is relatively small and by increasing the map scale, the difference between the two models increases.

One of the most important problems in flood manegment is the damages induced by this phenomenon. Expected annual damage (EAD) is an important index for basin vulnerability against flood. Prediction of flood damages requires the analysis of spatial and temporal risk and must be calculated by the combination of hydrologic, hydraulic and economic models. In this research, the uncertainty was considered in the flood risk analysis. The probability of flood occurrence was calculated by the parabolistic model. By using the river analysis systems software (HEC-RAS) and the geographic information system (GIS) and utilizing the Google-Earth software, the floodplains of Zayande Roud river in Esfahan province were investigated with the  return period of 25, 50, 100, 200 and 500 years. The Monte Carlo method was also sed to perform the uncertainty analysis in the proposed method. The logarithmic persion type III was selected as the best distribution of flood. The damage-stage relationship was calculated as well. Based on the uncertinity analysis, the river discharge could be regarded as the major parameter in the uncertainty of EAD.

Simulation of the hydraulic behaviour of the river basin boundaries is important for river engineering projects, prediction of flood damages in different conditions and economic feasibility studies, flood control, and other social programs related to the system of the river. In this study, river bed and flood zoning map in the range of over 155 km from the Zayandehrud dam to Nekouabad Diversion Dam were addressed by using the software's ArcGIS, HEC-RAS and HEC-GeoRAS extension. For this purpose, a digital elevation map in 1: 250,000 scale was provided and cross-sectional area was divided in 1085. Manning roughness coefficient was determined by Cowan. Finally, data entered into the software HEC-RAS and was analysed. After determining the area of flood in the return periods of 2, 5, 10, 25, 50, 100 and 200 years in all cross sections, the results were entered into the ArcGIS environment and flood zoning maps were obtained. The results showed that of the 200-year flood lands, 96% of the land flood was related to the return period of 25 years.

The aim of this study is investigation the application of operation scenarios on Golestan dam to reduce the inundated area and the flood damages at downstream of dam. So considering confidence interval, the inflow hydrographs for Golestan dam were calculated for 4 return periods (25, 50, 100, 200 year). Then these hydrographs were routed through Puls method in order to obtain the outflow hydrographs passing through dam spillway. Also, the integrated of Geographical Information System (GIS) and the HEC-RAS hydraulic model were used to produce a flood map for different floods. Finally, the damage to land around the river was estimated in each scenario. The results showed that assigning a flood control volumes in Golestan dam is effective only for floods whit peak discharge up to 2000 m3/s. And as the flood peak discharge increases, the effect of dam on flood controlling decreases, even if you keep the dam empty. So that, by the application of operation scenarios, flood inundated area can be reduced to 100% in the floods whit peak discharge up to 500 m3/s.

Rivers and streams was eroded by flood flows and destroy bridges, farmland, and in some cases homes every year. Study of rivers hydraulic pattern is necessary to control and manage rivers to make better decisions in critical situations. Irregular gravel mining is one of the most important factors to unbalance river hydraulic. The aim of this study is to evaluate the sand and gravel minig in river Qurchay that gravel mining operation was conducted in the range of 6 km. Therefore, collected of data contain sediment, discharge and map 1:1000. After entering data into the HEC-RAS model, hydraulic and sediment was simulate in period of 2005-2015. Yang relationship was predicted sediment transport very well. Bed slope changes in 6 km river in sections show that fluctuations of bed slope decreases in 2015 compared to 2005. It also shows the average speed is also reduced in 2015. The results of the simulation show that the rate of erosion and sedimentation at first 5 km is almost in equilibrium and does not cover gravel mining. The best area for gravel mining is final 720 meters of the river because flow velocity decreased due to slope and shape of cross section and sediment deposited with an average depth of 90 cm. Calculations show that the amount of gravel was mined almost 0.4 million tons per year.