جواد مظفری

Weirs are among the structures used in water transfer channels, hydraulic structures, irrigation and drainage channels, and they are used to regulate the water level and control the flow. Weirs are flow diversion tools that are widely used in irrigation and drainage systems and urban sewage systems. Increasing the capacity of each weirs in a certain width is one of the important issues. These changes cannot be implemented in all structures because limiting factors such as topographical conditions and construction materials may not allow. The use of weirs with non-linear crests is one of the ways to increase the capacity of each weir. During the construction of dam structures, due to the high cost, they are looking for a solution to optimize costs, and one of the best ways to build a dam is to use a weir with a non-linear crest. One of the advantages of non-linear weir is to increase the flow rate capacity. Simulation using various software including Flow3d to investigate the flow pattern has become very popular in recent years. The most important reason for using simulation software, in addition to cost reduction, is the possibility of creating different forms of labyrinth weirs in the software. Meanwhile, in the laboratory, it is not possible to investigate the labyrinth weirs of different shapes and dimensions.In this research, the hydraulic model was tested inside a glass flume with a length of 10 meters, a height of 80 cm and a width of 80 cm. This flume has a pump with a maximum flow rate of 90 lit/s. The flow rate is measured using an ultrasonic flow meter. To measure the water level, several rail gauges points that can move along the flume are used. The labyrinth weir is triangular with 4 mm thick and height of 15 cm. The length of the model is 126 cm and the L/W ratio is 1.58. At first, the laboratory model was compared with the simulated model with the same magnification ratio. For this purpose, 9 discharges with a head ratio of 0.2 to 0.7 were investigated in the laboratory. The purpose was to check the accuracy of the model used in the simulation compared to the laboratory model. Then, three triangular and three arched labyrinth weirs models were simulated with 2, 3 and 4 magnifications. K-Ɛ RNG turbulence model was used to solve the turbulence flow. This model has an additional term compared to other turbulence equations, which will give us a more accurate solution for solving and discretizing the turbulence equations. In the current research, the flow depth boundary conditions were used in the flow entry, the exit flow boundary conditions were used in the exit sections, the wall boundary conditions were used in the walls and the floor, and the symmetry boundary conditions were used in the water surface.In order to validate the model, comparison of numerical and laboratory of discharge coefficient (Cd) was used. The results showed that RMSE is equal to 3.9% and MSE is equal to 0.16%. Therefore, the error is acceptable and the model will be used in the simulation of triangular and arched labyrinth weirs. The results showed that the discharge coefficient increased at first and then decreased. At first, gradually increasing the flow over the weirs, the amount of air trapped under the nappe decreases. This has caused a decrease in the amount of momentum introduced by the rotating air under the nappe, as well as a decrease in the negative pressure in that area, and as a result, it has resulted in an increase in the discharge coefficient. Investigations showed that with the increase of the water head ratio (HT⁄P) and magnification ratio (L/W), the nappe interference and local submergence increased and caused a decrease in the discharge coefficient. Thus, in the triangular and arched labyrinth weir, the discharge coefficient decreases up to 38% and 39% with the increase of the water head ratio from 0.1 to 1 and up to 29% and 37% with the increase of the magnification ratio from 2 to 4. On the other hand, arched labyrinth weirs have a lower discharge coefficient of up to 14% at a same magnification ratio than triangular labyrinth weirs. The reason for this problem is the smaller angle of the arched labyrinth weir with the channel wall compared to the triangular labyrinth weir, which causes the nappe interference to hit the channel wall and also cause more local submergence in the arched weir. Also, the impact angle of the flow jets at the top of the arched weir is higher than that of the triangular weir, which will cause more disturbance of the flow and decrease the flow coefficient.

Background and Objectives Medical errors are harmful and unintended events that lead to complications, morbidity, and potential consequences. This can be potentially prevented by adhesion to strict medical standards. Descriptive data collection for awareness of involved medical staff can enhance the standards of care and restriction for medical error occurrence. Subjects and Methods The present survey was established as a descriptive-analytical cross-sectional epidemiological study. It aimed to determine the viewpoints of 300 interns and new residents regarding the causes and disclosure of medical errors in teaching hospitals of Ahvaz Jundishapur University of Medical Sciences in 2018-2019. The obtained data were analyzed. Results The mean prevalence of medical errors in interns in the investigated areas was moderate. There was a significant relationship between assistants and interns based on the prevalence of medical errors due to the specific characteristics of each patient and disease (P=0.008) The attitude of interns and assistants towards the causes of medical errors was moderate. There was no significant relationship between residents and interns based on their general attitudes toward the causes of medical errors (P> 0.05). Conclusion As evidenced by the results of this study, the most common cause of medical errors for missed diagnosis is related to the specific characteristics of each patient and the disease. It is suggested to reduce the occurrence of medical errors by creating electronic infrastructures for the systematic recording of data from the history and examinations and creating a process for the availability of the patient's past medical records. Furthermore, increasing the number of medical staff per shift should be noted.

Soil erosion is the process by which soil particles and components are separated from their main bed by an erosive agent and transported to another location. In the soil erosion process, there are three distinct phases: 1- separation of soil particles, 2- particle transfer and 3- sedimentation of transported materials. In water erosion, the erosive factors are rainfall and runoff. Erosion and the consequent reduction of soil fertility are among the issues that make it difficult to achieve sustainable agricultural development and environmental protection. It is important to study the quantity and quality of erosion in the country's watersheds and to prevent the loss of one of the richest and most valuable natural resources of the country, namely soil, and to fight against this process. (Tabatabai, 1392). Therefore, to calculate the rate of erosion and sediment production in most watersheds of the country that lack statistics or lack of statistics, the use of experimental models to estimate erosion and sediment is required. According to what has been said, the present study was conducted based on the following two main objectives 1- Estimation of erosion and sediment in Adineh Masjed watershed, which is one of the main sub-basins of Kamal Saleh Dam, using EPM and MPSIAC experimental models and 2- Investigation and comparing two models and choosing a better model for similar regions and climates.

Adineh Masjid watershed is one of the sub-basins of Dez and the main sub-basin of Kamal Saleh dam. Temperature, isotherm, geology of the area, slope and available information were performed and finally, by interpreting the photos, types, land units, current land use were determined and updated with field control. For a more detailed study, first, according to the condition of the main waterway and changes in the appearance of the land and vegetation and new land material, the ridges separating the basin were divided into 15 sub-basins. In EPM model, four watershed erosion coefficient (Ψ), land use coefficient (Xa), rock and soil susceptibility coefficient to erosion (Y) and average basin slope (I) and in MPSIAC model, nine geological, soil, climate factor (Climate), runoff, slope, vegetation, land use, current erosion status and waterway erosion are examined. Each model was scored according to data analysis and digital images and then placed in the relevant formula. Finally, the amount of erosion and sediment in the basin was estimated and the sedimentation class of the area was determined.

To determine the score of nine factors affecting soil erosion using MPSIAC method and the four factors of EPM model, each of the factors affecting erosion in units were analyzed. Finally, by weighting, the points of each factor in the models were calculated. The degree of R deposition from the sum of the nine factors of MPSIAC model and the degree of Z erosion was obtained by combining the four EPM factors. Then, the amount of sediment production and erosion in the field of relationships related to each model was calculated and compared and analyzed. In MPSIAC model, the amount of specific sediment (M3 / Km2 / year) was calculated as 112.713 and the specific erosion (M3 / Km2 / year) was calculated as 375.71. In the EPM model, the amount of specific sediment (M3 / Km2 / year) was calculated as 213.95 and Specific erosion (M3 / Km2 / year) was calculated to be 395.86.

The results of sediment and erosion estimation were estimated separately for each sub-area using two models and it was found that the two models are somewhat relatively compatible with each other. The results of MPSIAC model, have more accuracy and reliability, and therefore the results of the MPSIAC model can be used to estimate the amount of sediment entering the Kamal Saleh Dam. However, due to the small distance between the results of the two models, if we do not have access to MPSIAC model data in similar areas, the EPM model can be used with less data and more easily accessible. It was also observed that in the upper and entrance parts of the basin, where the slope is higher and the vegetation is less, the amount of sediment production and erosion is higher in these areas. So that the upper parts of the basin are in the medium erosion class and the rest of the basin is in the low erosion class.

The accumulation of heavy metals in the wetlands may cause significant damage to the environment. In this study, an experimental study was performed to reduce the amount of heavy metals using inexpensive and available materials. For this purpose, three metal ions of lead, chromium, and nickel, which had high values in the wetland were studied. Three treatments of sawdust, straw and zeolite clinoptilolite (ZC) were used in laboratory columns to investigate the heavy metal removals. The laboratory columns with a length of 1 m and a diameter of 160 mm were prepared and the wastewater were passed through them. The results showed that the maximum adsorption of lead metal ions in straw (37.6%) was better than sawdust (33%) and zeolite (12.2%). Besides, the maximum chromium adsorption in zeolite (44.4%) was higher than sawdust (40.2%) and straw (37.6%). Finally, for nickel adsorption, sawdust (39.4%) gave better results than straw (35.9%) and zeolite (33.3%). However, it seems that all the treatments used are relatively effective in removing the studied heavy metals. However, for maximum Adsorption, it is better to use a mixture of the studied treatments. The results of the one-way analysis of variance showed that the absorption rate of all three heavy metals in the treatments was significant at the 1% level and all three adsorbents had the ability to absorb the investigated heavy metals. Also, according to the LSD test, except for lead absorption by zeolite, there was no significant difference between the adsorbents used.

Labyrinth weirs reduce the flood height compared to linear weirs. Labyrinth weirs have a longer length than linear weirs and therefore the flood will pass over it with a lower height. But different forms of Labyrinth weirs have different efficiency. Considering the many effective parameters in the discharge coefficient of Labyrinth weirs, in this research, semi-circular and triangular homologous labyrinth weirs are investigated. Therefore, only changes in the angle of the weir head and the angle with the channel wall will be compared and investigated.

Experiments were performed in a channel with a width of 0.8 meters and a flow rate of up to 70 liters per second. 10 weir models with a thickness of 4 mm were made, five of which are triangular weirs and 5 of which are semi-circular weirs. The height of the weirs is 15 cm and the ratio of the length of the weirs to the width of the channel (L/W) is equal to 1.26. Each triangular labyrinth weir was compared with its homologous semi-circular weir. This means that the single-cycle semi-circular Labyrinth weir with the upward apex will be compared with the triangular single-cycle Labyrinth weir with the upward apex. Other Labyrinth weirs will also be compared with their corresponding triangular Labyrinth weirs. This causes the angle of the head of the weir as well as the angle of the weir with the wall of the downstream channel to be investigated and other parameters effective in the discharge coefficient are constant in this investigation. Finally, according to the measured data, a relation for the discharge coefficient will be presented.

The comparison of the triangular labyrinth weir with the identical semi-circular weir showed that the discharge coefficient of the triangular weirs is generally higher. The maximum reduction of the discharge coefficient of the semi-circular labyrinth weir was 9%, which is for the single-cycle labyrinth weir with the with downward apex. With the increase of cycles and the placement of the weirs apex towards the upstream, the distance between the discharge coefficient of the identical semi-circular and triangular labyrinth weirs decreases and their efficiency becomes almost the same. The smaller angle of the semi-circular labyrinth weir with downward apex with channel wall causes more interference of Nappe with the channel wall and cause more local submergence and reduce its efficiency. Also, the angle of impact of the flow jets at the apex of the semi-circular labyrinth weir with downward apex is greater than that of the triangular labyrinth weir, which causes more turbulence and as a result reduces the efficiency more at the apex of the semi-circular labyrinth weir. By placing the apex of the labyrinth weir towards the upstream, the impact of the flow jets at the apex is eliminated and the angle of the weir with the wall of the downstream channel increases, which ultimately increases the efficiency of the weir. The increase in efficiency in a semi-circular weir with the apex towards the upstream is more than in a similar triangular weir, and as a result, the discharge coefficient of the two weirs is close to each other. For triangular labyrinth weir, the discharge coefficient is equal to -0.146Ln(HT/P)+0.4959 with a regression of 0.94 and for semicircular labyrinth weir, the discharge coefficient is equal to -0.158Ln(HT /P)+ 0.4731 with a regression of 0.9, which indicates that these relationships fit the data well.

The results showed that the labyrinth weirs with the upward apex have a better performance than the labyrinth weirs with the downward apex. Also, semi-circular labyrinth weirs had lower efficiency than triangular labyrinth weirs. Of course, with the placement of the apex of the labyrinth weirs upstream, the performance of the semi-circular labyrinth weirs increases and they approach the triangular labyrinth weirs. Therefore, in labyrinth weirs with upward apex, which have better performance, the use of each of semi-circular and triangular labyrinth weirs will not make much difference.

As a new product, nanoabsorbents play an important role in controlling and removing environmental pollution. Fe3O4 nanoparticles, due to their high absorption level, have a great ability to increase the efficiency of zeolite adsorbents in removing pollutants. Naeej et al. (2013) explained Zeolite modified with zero iron nanoparticles, due to having many absorption sites as a reducing agent, can have a great ability to remove nitrate from drinking water. Yaghmaian et al. (2015) investigated the removal of nitrate from aqueous solutions with zero-valent iron nanoparticles and stated that at a pH of 5.8 and a contact time of 55 minutes, more than 80% absorption is obtained. Qarlaqi et al. (2015) investigated the efficiency of iron oxide nanoparticles for urban sewage treatment. They stated that at pH equal to 3 and contact time of 15 minutes, the maximum amount of absorption is obtained. Therefore, in this study, clinoptilolite zeolite adsorbent and nano composite prepared from A Zeolite Fe3O4 nanoparticles were prepared in order to remove nitrate ions from real wastewater in industrial system. Also, zeolite treatment and zeolite- clay treatment were tested for comparison.

In this research, Fe3O4 nanoparticles were used to increase the efficiency of zeolite in removing nitrate from aqueous solutions and real wastewater. Laboratory columns made of PVC material with a height of one meter and a 100 mm diameter were used. The investigated columns were filled up to a height of 60 cm with the investigated materials and 20 cm of wastewater was continuously placed on the columns. The investigated treatments include three adsorbent materials: a) six kilograms of zeolite (clinoptilolite), b) three kilograms of zeolite and three kilograms of clay, and c) six kilograms of nanocomposite prepared from zeolite and nanomagnetic with an optimal ratio (Ratio of Zeolite: 0.5 Fe3O4) was laboratory. Synthetic wastewater with a concentration of 40 ppm was prepared and used. The temperature of the wastewater used was 20 degrees Celsius and the pH of the treated wastewater was measured as 7.2. The experiment was carried out factorially and in the form of a completely random basic design in three replications.

The results showed that the nano composite based on zeolite and Fe3O4 can absorb 70% of nitrate in a small laboratory scale and non-continuous flow. In continuous flow and on a large-scale laboratory that has industrial application, the absorption rate of nanocomposite will reach 27% after 8 hours of continuous flow. This absorption rate is 17% for zeolite-clay and 13.4% for zeolite. Decreasing the contact time and increasing the amount of wastewater in continuous flow will reduce the effect of absorbents. The results of the average comparison of the nitrate concentration in the wastewater from the columns with different absorbers show that the difference between the nitrate concentration in all measurement times between the nanocomposite absorber and the other two absorbers is statistically significant at the 1% level. Also, the results of one-way analysis of variance to compare the effect of wastewater removal on an industrial scale between the adsorbents used showed that the nanocomposite adsorbent used has more efficiency than zeolite and zeolite-clay adsorbents. Due to the fact that the composition of nanocomposite (zeolite modified with nano Fe3O4) has more surface area than zeolite and clay adsorbent due to having nano compounds, so the reactivity of this adsorbent is increased and nitrate absorption in this adsorbent is more than other adsorbents. In general, the results of this research show that the nanocomposite used in this study has a relative ability to remove nitrate from the water environment, and if the contact time is increased, it can be used on an industrial scale with a suitable absorption percentage. The current research was done with continuous flow and short contact time. This is despite the fact that in most of the investigated studies, the contact time was more than 50 minutes. Therefore, the amount of absorption is less than the laboratory scale and non-continuous flow. To solve this problem, the continuous flow system should be designed in such a way that the contact time reaches at least more than 50 minutes. In addition, with proper design, passing through the filter can be done in two stages so that maximum absorption takes place.

In this study, the sedimentation process in QareChai River (located in Markazi province) and the possibility of sand mining and construction activities in the margin and floodplain areas was evaluated. To do this, by simulating the river flow, the rate of erosion and sedimentation was simulated in a length of 29.8 km near the Khondab city. After preparing the required and basic information and data related to bed materials and sediment gradations, the river sediment flux and distributions along the river were investigated using the HEC-RAS model. After calibrating the model, Wilcock sediment transport formula was selected as the most appropriate equation for estimating sediment discharge with an error of 6% in comparison with the values ​​measured at the hydrometric station. Accordingly, the amount of bed changes in the level of each river section, the amount of sediment and the changes in the longitudinal profile of the river over a 10-year period were simulated. The results showed that during 10 years, there was an average of 13 cm of erosion. The average erosion in the intervals of 6 km from upstream to downstream is 18, 21, 14.8 and 3.2 cm, respectively. Therefore, it is impossible to extract river bed materials in this period. In addition, the creation of a hole with a length of 6 km, a wide of 50 m, and depths of 20 and 50 cm from the deepest point of the river at a distance of 6 km downstream showed that these holes will remain constant after 10 years and will not return to their original conditions before mining. Therefore, when the erosion rate reached its minimum value, it will be possible to extract sediment at a distance of 6 km downstream.

Proper planning and providing management solutions for sustainable use of water resources is an inevitable necessity. To manage the allocation of water resources at a basin, the WEAP model has attracted the attention of many researchers in recent years due to its integrated water resources management system and prioritization of water allocation. In this research, the supply and demand situation of the basin located upstream of the Kalan Malayer dam in Hamedan province has been investigated using the WEAP model. The purpose of the research is to investigate the sources and uses in the medium term and to provide management solutions by defining different scenarios for the integrated management of surface water resources in the basin.

In this research, the water systems of the study basin of the Kalan Malayer Dam located in Hamedan province were modeled in the period from 2013 to 2017 with the aim of investigating management scenarios. R2, RMSE and ME for the two variables of reservoir volume of Kalan Dam of Malayer and monthly river flow at Droodgaran hydrometric station are used, and the obtained results indicate the usefulness of modeling. Then, three possible scenarios were planned in addition to the existing conditions. The investigated scenarios are: 1-non-conservative scenario (increase in consumption regardless of the amount of available water resources), 2-conservative scenario (adjustment of the agricultural sector according to the capacity of water resources) and 3- complete development scenario (scenario of structural improvement plus environmental requirement at a good level). Existing condition includes agricultural needs of 15,000 hectares with the common cultivation pattern of the irrigation area with 56% efficiency, drinking needs of Malayer city with a population growth rate of 2.35%, industry needs of 0.73 million cubic meters per year and the minimum environmental needs of the river. The non-conservative includes the increase of the cultivated area of agricultural farms to 18000 hectares, the population growth rate of 3.6 for the region, the increase of 30% of industrial units and the minimum environmental requirement for the Kalan Malayer River. The Conservative Scenario is adjustment of the level of agricultural farms with the common cultivation pattern of the region, observing the permissible withdrawal limit from groundwater in normal and rainy years and providing the minimum environmental requirement (acceptable level) with the Montana method for the Kalan Malayer River. The Full Development Scenario includes agricultural needs of 15,000 hectares with the common cultivation pattern of the region, with an increase in the share of modern irrigated lands from 20% to 50%, the drinking needs of the city of Malayer, both rural and urban, with per capita improvement of water consumption, the needs of industry 0.73 million cubic meters per year and providing environmental needs (good level) for the river.

The model validation indices for the two variables of reservoir volume and monthly river flow showed that the R2 coefficient is at the optimal level above 0.8. Also, the ME index is close to one and this indicates the desirability of modeling and the calibration of the model. The results showed that in the agricultural sector, which is the major consumer of water resources, there will be approximately 26% water shortage in the reference scenario, 43% in the non-conservative scenario, 13% in the conservative scenario, and 9% in the full development scenario. Also, the results showed that the complete development scenario, taking into account the improvement of the structure of the water transmission and distribution network, as well as the improvement of per capita consumption and the increase of 30% share of agricultural lands that are irrigated with modern methods, has the highest reliability index (more than 90%) for each of obtained consumption segments. Also, the non-conservative increase in water needs will significantly reduce the reliability of the system, so that the groundwater storage as a vital resource of the region will be depleted within 15 years of the implementation of this scenario. The comparison of the scenarios from the point of view of groundwater consumption shows high consumption in the existing scenario and the Non-Conservative Scenario. The results of the storage level of the aquifer for these two scenarios have been obtained, which shows the maximum withdrawal from the aquifer to supply most of the consumed points.

Understanding the trends of groundwater level changes and its prediction can be important in water resources management. In this study, the simulation of groundwater level changes in Nahavand plain was performed using MODFLOW mathematical model and considering the parameters affecting the phenomenon. First, the calibration and validation process was performed over a statistical period of 120 months. Then, four scenarios (current harvest conditions and 10, 30 and 50% reduction in agricultural wells harvesting) were investigated to predict future groundwater level changes. The results indicate that the mathematical model used to simulate the Nahavand aquifer has 21% relative error of NRMSE, which confirms the proper modeling after considering the prediction process. It was also found that 0 and 10% scenarios would decrease groundwater level in the future. A 30% reduction in operating capacity leads to constant conditions and a reduction of more than 50% creates a positive balance in the long term.

Soil moisture distribution is affected by various factors such as discharge and the type of irrigation systems. In this study, it is tried to compare the horizontal and vertical distribution of moisture, redistribution of moisture in the soil and the wetting area at the end of irrigation in two surface and subsurface drip irrigation systems. For this purpose, an experiment in the form of a glass physical model with dimensions of 1 × 0.5×1.20 m, two installation depths (0 and 30 cm) and three discharges (Q1=2, Q2=4 and Q3=8 liters/hour) for sandy soil texture was performed during six hours of irrigation as factorial and in a completely randomized design. Irrigation moisture redistribution was investigated after 68 hr. The results showed that in the subsurface drip system with doubling and quadrupling the discharge, the wetting area increased to three and five times, but in the surface system it changed to two and four times, respectively. Also, changes in moisture redistribution in the subsurface drip system have been more than the surface drip system, because in the surface drip system, water moves more freely in the soil and most changes in the moisture front were made before redistribution. Considering the moisture redistribution is very important for the design of irrigation systems because it leads to better management of moisture distribution and prevention of deep losses.

Determining suitable areas for flood spreading is essential for the artificial recharge of groundwater. Qalhar of Delijan plain has decreased by more than eleven meters in groundwater level during the last 10 years and needs to balance the aquifer. In this research, a hierarchical analysis process (AHP) and geographic information system (GIS) were used to select site for the flood spreading in the Qalhar of Delijan Basin (Markazi Province). The study was conducted in three stages. In the first stage, the most important criteria and effective indicators to select site for artificial recharge were determined. In the second stage, a hierarchical method was used to assess and prioritize these criteria. For this purpose, criteria for flood characteristics, slope, permeability, geology, storage factor, land use were used. The results showed that flood and gradient criteria are more important in determining suitable areas for groundwater artificial recharge in the Qalhar basin. In this regard, the storage coefficient and land use have less relative weight. In the third step, based on the weights matrix, the Rasterian information layers were combined with AHP extension in Arc GIS and flood spreading Spatial preference map was prepared. The results showed that considering the restricted areas and the areas susceptible to artificial recharge, 29.3% of the total catchment area is suitable for flood spreading, which covers an area of 4250 hectares.

      Accumulation of sediments in dam reservoirs is one of the most important problems in the operation and maintenance of reservoir dams and this phenomenon reduces the useful life of dams. Reservoir sediment changes depend on factors such as the amount of sediment, sediment transport rate, sediment type, reservoir performance, reservoir characteristics and river flow. With the entry of sediment and its accumulation in the reservoir of the dam, the effective water storage capacity decreases. This in turn will reduce water storage capacity and loss of reservoir flood capacity. If sediment accumulates near the dam body, it may cause the bottom drains of the intake valves to be buried and can also impede their operation. In addition, sediment can erode the turbines and the lower valves of the reservoirs. The load on the dam body also increases. In this study, the sedimentation situation in the reservoir of Kamal Saleh Dam during the next 50 years will be investigated.

      More than 35 km of the river was considered for simulation. By entering the TIN map into Arc VIEW GIS software, information related to preparing the map for entering into Hec-Ras software was added with the help of Hec-Georas extension. This information included drawing lines related to the coasts, drawing lines related to the flood plain, drawing cross sections and drawing the central line. By entering the information into Hec-Ras software, REPORT output was taken in this software. In this output, the information is obtained as a text file. Therefore, they can be used to enter the text file of GSTARS4 software. In the next step, the required information was entered into GSTARS4 software. This information included 171 cross sections. Also information such as manning roughness, river flow and sediment, sediment model and stage-discharge were considered. To run the model and investigate sedimentation, two modes were considered for examining the water level inside the dam. One mode was the maximum water level in the dam (full dam) and the other was semi-full dam. Due to the water level inside the dam, sedimentation can change in these two cases. Finally, the software was run for 50 years of sedimentation. There are 14 models for sediment transport in GSTARS4 software among which the Acker and the Yang models had a suitable grain size diameter range to be used. The results showed that the use of two models will have similar results and the changes related to erosion, sedimentation and sedimentation front near the reservoir will give similar results for the two models. Therefore, the Yang model was used to continue the work.

       The results of model showed that for full and semi-full dam conditions, the sedimentation location will be different, so that in full sediment dam condition, it starts approximately from 10480 meters distance from dam and continues up to 7236 meters and then stops. But for the dam in the semi-full state, the sedimentation starts from 5766 meters and continues up to 2547 meters distance from dam. Therefore, sedimentation in the full dam reservoir starts about 4714 meters earlier and also ends earlier at about 4690 meters distance from the downstream. The distance that sedimentation is done in the case of full dam is 3243 meters and its maximum depth is 14.46 meters and for semi-full dam is 3220 meters and its maximum depth is 12.79 meters. Investigation of the cross sections showed that at a distance that sedimentation occurred in the case of a full dam (10.5 to 7 km), not only sedimentation did not occur for the semi-full dam, but also erosion is observed in the river. Of course, this erosion was obtained in a small width of the river (approximately 20 meters in width). On the other hand, if the Acker-White model was used to investigate sedimentation in the reservoir, erosion in this area was almost not observed in the case of a semi-full dam. Therefore, erosion in this area can be neglected for the semi-full dam and the cross section can be considered for the semi-full dam with the same initial bed. Also, due to the small width of erosion, it can be prevented by erosion control methods.

       It seems that there is not much difference in the amount of sedimentation in terms of sedimentation distance and its height, and only the sedimentation location has been moved, which in the semi-full dam reservoir, sedimentation is closer to the dam. This shows that the level of water in the dam can have a great impact on sedimentation in its reservoir. Of course, it should be noted that the dam is usually not in full state, so to determine the deposition, two states of full and semi-full dams were considered. Therefore, the deposition front can be placed between these two modes according to the operating condition.

Dam Weirs are used to regulate the water level. About 33 percent of dam failures have occurred due to insufficient capacity of weirs. One way to prevent is to use weir with nonlinear crest, such as labyrinth weir. In this study, the effect of dentate and orifice as well as a combination of both in the weir and in three magnification ratios of 2, 3 and 4 were investigated. The experiments were performed in a rectangular laboratory channel 15 meters long, 0.8 meters wide and 1 meter high with a flow rate of 10 to 90 liters per second. Nine physical models of weirs were used in this study, which were 3 mm thick, 15 cm high and 40, 60 and 80 cm long. Also, quarter cylinders with a radius of 1.5 cm were installed as aerators on the simple weir models. The results showed that aerators increase the discharge coefficient up to 13% compared to simple labyrinth weir. But with the increase in flow as well as the magnification of the labyrinth weir, this effect will be very small. Studies showed for L/W= 2 and H/P= 0.2, the discharge coefficient of orifice-dentate weir and dentate weir are 75.6 and 17.5 percent, respectively, more than the simple labyrinth weir. However, dent and orifice may lose their efficiency in high heads and the discharge coefficient will be close to simple labyrinth weir. The reason for these changes is the flow interference in downstream of weir which will be more by creating dentate and orifices. Also, increasing the magnification of labyrinth weir reduces the discharge coefficient, but this reduction in orifice-dentate labyrinth weir is much greater than the other two types of weirs and reaches up to 40%. Therefore, the orifice-dentate labyrinth weir performance at high magnification ratios does not seem appropriate.

Rain flat sprinkler irrigation system is a new irrigation system that can be evaluated for its efficiency in crop yield. Due to the fact that a significant area of land in Markazi province is dedicated to bean cultivation and on the other hand, the effect of irrigation on beans by Tape drip and Rain flat sprinkler method in this area is unknown, so the purpose of this study is to determine the appropriate irrigation system with the aim of increasing productivity and reducing water consumption. Also in this study, furrow irrigation will be investigated as a control treatment.

In order to compare water use efficiency and nitrogen fertilizer distribution in dry bean cultivation under the furrow, Rain flat and drip irrigation systems, an experiment was conducted in a randomized complete block design with three replications in Arak. Urea fertilizer was used three times, including the appearance of the third three leaflets, the beginning of flowering and the stage of filling the seeds. The TDR device was used to measure soil moisture. Crop biological yield, grain yield, harvest index and water use efficiency were determined in experimental treatments. Finally, to investigate the amount of soil nitrogen changes before and after planting, soil sampling was done from zero to 120 cm depth and it was determined by automatic Kjeldahl machine.

The results showed that the effect of different irrigation methods on the number of pods per plant and number of seeds per plant was significant at the level of 5% probability and on the amount of water consumed at the level of 1%. The Rain flat irrigation method increases the grain yield by a maximum of 29.5 and increases the biological yield to a maximum of 27.8 compared to the tape and furrow irrigation methods; however, this increase was not significant. Differences in water use in Rain flat and drip methods were not significant, but differences were significant in other cases with the furrow system. The highest physical water efficiency with an average of 360 grams of dry matter per cubic meter of water consumption belonged to the Tape irrigation method; but this advantage was only 2.8% compared to the Rain flat irrigation method. The rate of nitrogen leaching at the depths of 0 to 30 cm and 30 to 60 cm in the Rain flat irrigation method was higher than the drip Type irrigation method; However, no significant leaching of this element was observed at depths of more than 60 cm. Considering the ratio of the costs of implementing each irrigation method in comparison with the crop yield, it was found that the cost of implementing the drip Type irrigation system for each kilogram of beans produced was about 2.7 times more than the Rain flat irrigation system.

Physical efficiency of water in Rain flat irrigation is not significantly different from Tape drip irrigation, but it is significantly different from Furrow irrigation. However, bean cultivation using Rain flat sprinkler irrigation method is recommended due to better economic efficiency compared to Tape drip irrigation systems and Furrow surface irrigation.

The Arak Meighan wetland, is one of the important habitats of migratory birds that has faced serious challenges in recent years due to its various reasons. In this study, the status of heavy metals entering the Meighan wetland and solutions to reduce them was investigated. At first, an ICP test was conducted to determine the status of heavy metals entering the wetland. Then, three treatments of anionic resin, Clinoptilolite zeolite and Perlite with two repetitions were used to investigate the reduction of heavy metals (Pb, Ni and Cr). For this purpose, a series of columns with a height of one meter and a diameter of 160 mm were used. On the pipes, absorbent material were filled up to a height of 70 cm and artificial wastewater was entered into each of the test columns. Then sampling were taken at five minutes, 30 minutes, one hour, two hours, and four hours from the inlet and outlet of pipes. The samples were transferred to the laboratory and the values of heavy metals were measured with the atomic absorption device. The results showed in most of the experimental columns, the adsorption process had an upward trend at the beginning and a slow and even decreasing trend at the end of experiment. Also, the absorption rate of all three heavy metals in the resin is higher than the other two adsorbents and is about 90%. The highest percentage of adsorption for zeolite was 44% and for Perlite was about 30%. However, in the absorption of heavy metals, the performance of the treatments was different, but it seems all treatments have a relative efficiency in removing heavy metals.

Bean is one of the protein-rich legumes that can cause collar rot and severe loss of yield due to Sclerotium rolfsii. Bean cultivation in Guilan is mainly devoted to spring and summer cultivation date of some kind of dwarf local beans with red and red veins on the seeds. The 30 selected local beans in Guilan, with the most pathogenic strain of S. rolfsii, were subjected to artificial infection in the greenhouse. Disease Severity Index (DSI) and morphological traits associated with the reaction to the fungus were measured. Eight linked SCAR markers with resistance to bean fungal disease were also used for additional evaluation. Expression changes of the three defense genes including of chitinase (Chiti), chalcone isomeras (ChI), and phenylalanine ammonia lyase (PAL) were analyzed using Real -time PCR in selected lines from each of the resistant, tolerant and sensitive groups, with intervals. They were evaluated at 2, 4 and 6 days after artificial infection with S. rolfsii fungus. Statistical analysis and screening of genotypes using greenhouse data and SCAR markers led to the separation of genotypes and the identification of one resistant, 21 tolerant and semi-susceptible and 8 fully sensitive genotypes. The results showed that the Chiti gene had a similar trend with a gradual increase in expression over the time in resistant and tolerant lines, although the rate of expression in resistant was higher than tolerances. Although the expression of ChI and PAL genes was increasing in resistant genotypes, the expression changes over the time were not the same as the Chiti gene trend. Therefore, the Chiti gene may be a major factor in the resistance of S. rolfsii fungi to local beans in Guilan.

Plans of fish farms is one of the human activities that can negatively affect water quality. So, reducing water pollution in output of fish farms is really important. In this study, in order to reduce water pollution output, a variety of filters made of natural materials are under investigation. One of the problems these filters can create is reducing of water quality by the materials used in them. So, the aim of this study was to investigate changes in water quality of fish farms in passing various materials for the production of filters.

To this purpose, a series of columns (PVC tube) with a height of 70 cm were used to investigate changes in pH-Ec and TDS. The tubes divided in half and in the middle of them was placed a geotextile layer. Then the variety of materials such as zeolites, beet pulp, wheat bran and maize to a height of 10 cm were poured into pipes and water continuously for 15 minutes from the column was passed directly. Then the inlet and outlet were taken samples at different times.

According to the results, Ec and TDS values of output water are first increased and then decreased over time, so that the amounts mentioned increased in the beginning by 275.26 and 278.4 percent but have eventually returned to the initial amount of input water. Also, the pH of all treatments are different and increased in some treatments and decreased in others.

The comparison output water quality with the allowable output water quality in rivers showed in all the mentioned periods, the amounts are in normal limits and material used as a filter don’t create any problems on the quality of output water.

weirs are widely used to measure flow, water deviation and flow control in open channels. So far, most of the weirs used in the diversion dams were linear. In this study, the effect of sediment properties transmitted in the main channel and intake channel has been studied by changing the magnification of the weir.

The research was carried out at the Hydraulic Laboratory of the Water Engineering Department of Bu-Ali Sina University. The experiments were carried out in flume lengths of 10 meters, width of 83 cm and height of 50 cm. weirs, gate and intake channels with accessories and reservoir of sediment collection were also designed and added to the collection. For testing, non-adherent sediment particles with a grain size of approximately the same size and with a diameter of 0.35 mm were used. Experiments were carried out with a layer of sediments of thickness of 4 cm and slope of 0.002 and in two discharges of 40 and 60 liters per second. At first, intake gate and sluice way was closed and a flow with a small discharge entranced until the flow passed on the weir. Then the discharge increased to 60 or 40 liters per second. Then the intake gate was opened to a certain amount and the experiments were carried out for a certain period of time. Then, the entered sediments into the intake channel and also the accumulated sediment in the mesh of the end of main channel were collected, dried and weighted, and the concentration of sediments entering the intake channel and also downstream of sluice way were calculated.

The results showed that, in equivalent intake discharge ratio, with increasing discharge from 40 liters to 60 liters, the concentration of sediments in the intake channel increases. Also in equivalent intake discharge ratio, increasing the weir magnification increases the concentration in the intake channel. Also the increase in intake discharge ratio and the increase of the sluice gate discharge ratio, increase the concentration of sediments in the intake channel. The same applies to the sluice gate. This means that increasing the magnification, increasing discharge, intake discharge ratio and sluice gate discharge ratio will increase the concentration of sediment input to the intake channel.

Increasing the magnification reduces the flow head and also reduces the flow depth in the upstream, and as a result, the shear stress rate of the flow increases, which results in the transfer of more sediment to the downstream and, consequently, to the intake channel. Increasing the opening of the intake gate and, consequently, increasing the intake discharge rate, also increases the concentration of sediments deposited to the intake channel, However, increasing the weir magnitude and also increasing the sluice gate discharge ratio has no Significant influence on the sediment concentration ratio of the canal intake to the main channel.

In this study, Neural Network Technique is used to predict advance time using inflow rate, n coefficient, slope, length of furrow, infiltration curve number, initial soil moisture and bulk density by ANN and PCA Technique. Field measurements on furrows of different length and slopes in Mashhad, Dezful, Orumia, Birjand and Karaj having various soil Textures were used in this study. In the Training phase 144 advance time measured data were initially used and then 96 other field measurements were used for cross validation (48) and evaluation (48) phase. The enter parameters determined by using the sensitivity analysis Network and Principle Component Analysis (PCA) technique The obtained results showed Neural Network Technique is well capable of estimating advance Time with high accuracy. The best results (R2= 0.995) obtained from models that used of Principle Component Analysis as enter parameters. The models that used of initial soils moisture content (R2= 0.848) have higher accuracy in comparison to models that used of infiltration curve number (R2= 0.417) and Coefficient of Manning formula (R2= 0.492).

In this research, Gavkhaneh area located in the north of Arak was selected to investigate the effect of wastewater recharge on aquifer contamination. For this purpose, layers in the unsaturated zone of the region were simulated to the surface of the ground using cylindrical columns made of PVC with a diameter of 25 cm. Three columns of soil were considered at 2, 2 and 1 meters respectively.Also, to study the effect of zeolite filter, the first column of soil was considered in two treatments of without Zeolite and with Zeolite. For implementation of artificial recharge with wastewater, two strategies of permanent submerging for 20 days and submerging-dryness for 40 days (one day of submerging and one day of drying) were used. The amount of phosphate for the input and output of wastewater was measured. The results show a high percentage of removal of phosphate in soil layers up to 75%. Also, better removal of phosphate in the second layer with heavier soil was done than the other two layers. The application of zeolite also has no effect on the reduction of phosphate levels. Finally, studies have shown that the submerging-dryness strategy is more effective than permanent submerging to remove phosphate. So that final absorption increased in the first layer up to 15% and in the third layer up to 16% than to permanent submerging. But in the second layer with a heavier texture, no change in final absorption was achieved.

Molecular responses of susceptible (Marfona) and tolerant (Els) cultivars of Solanum tuberosum, and a resistant genotype of S. phureja were comparatively studied using a cDNA-AFLP technique to identify candidate genes involved in defense mechanisms against Ralstonia solanacearum. Transcriptional changes were studied at 0, 2, 4 and 7 days post inoculation of the plants by R. solanacearum through root inoculation under in vitro conditions. Of the 2820 transcript derived fragments (TDFs) detected, 206 TDFs showed variable patterns. In total 20 TDFs with stronger differential induction were sequenced. These TDFs showed significant homologies with the genes involved in physiological processes, stress responses, cell structure, defense, transcription and protein synthesis/folding. Approximately 5% of the sequenced TDFs were identified with unknown function. Induction of a higher number of genes was altered in response to R. solanacearum in S. phureja compared to S. tuberosum.

Stilling basin plays an important role in the energy dissipation of hydraulic structures. In this study, five hydraulic jump models that have shown good results in certain laboratory conditions, are compared. 32 tests in Froude numbers ranging from 1.02-9.19 with three roughness and three slopes and minimum three discharges are done. Selected beds include a smooth bed, a bed with 1.6 mm roughness and bed with a roughness of 3.6 mm. The results showed that reviewed models have errors in hydraulic jump length prediction at different flow regimes. In hydraulically smooth flow, minimum error is 16 percent for the Parsamehr et al model. All models have high error in hydraulically transitional flow but if needed, can be used the model of Mohseni movahhed et al. with an error 53.7 percent. In hydraulically rough flow rough, none of the models have low error but mohseni movahed model with 57 percent error is more usable.

In order to study the effect of terminal drought stress on agronomic and qualitative traits of canola genotypes in the application of ammonium sulfate condition, an experiment was performed during two years of 2015-2016 and 2016-2017. This study was conducted as a factorial split-plot design based on completely randomized block design with three replicates at the research farm of the Seed and Plant Improvement Institute (SPII). At the pod formation stage, irrigation factors were included two levels, normal and restricted, and at the elongation stage, ammonium sulfate was included two levels of 0 and 150 kg per hectare, as factorial was set in the main plots and cultivars including BAL111, BAL119, BAL121, BAL128, and Nima were set in subplots. The results showed that among the genotypes examined, line BAL128 had the highest grain yield (3904 kg/ha), which increased 28% compared with the control treatment. The highest amount of grain oil (45.53 percent) was obtained in the second year of experiment and under normal irrigation conditions. By application of ammonium sulfate, the amount of oil increased by 2.5 percent in comparison with normal condition. The BAL128 line had the highest percentage of grain oil (44.29%). in normal irrigation condition, the use of ammonium sulfate resulted in decreasing the amount of glucosinolate to 22.88%. However, in restricted irrigation condition, the amount of glucosinolate decreased to 17.25 percent. In the irrigation and fertilizer treatments of this experiment, among the lines studied, The BAL128 line is recommended for similar experimental conditions.

The waste water of fish farm contains suspended solids and soluble material that are discharged into the waters of downstream. This study evaluates the construction of a filter for reducing this pollutant. Therefore, the output water of farm after passing the rotatory filter (primary), enters to secondary filter (fixed); then passes from materials such as Geotextile, agricultural waste and zeolite. Soluble materials are also somewhat absorbed to these materials. In order to evaluate the capability of the device for absorbing suspended solids and soluble in water, the mentioned device has been installed on the output of the farms in the province and water quality sampling was conducted of input and output of devices. In all measured parameters from input and output of water in two stations of fish farm, concentration of parameters at 1 and 5 percent of probability level has significant difference, which is indicative of adverse effects of fish farms on the water quality. Moreover the results, in conducted investigation for reducing suspended solids (TSS) of output water of fish farms by filtration device, show that pollutants such as suspended solids are reduced by 97.48% with 30 L/S discharge which is desired amount and necessary for outlet of output .Also, filtration devices with several compounds, including monolayer Geotextile, agricultural waste and zeolite was used to reduce the parameters such as nitrate and phosphate from farms. The results were absorption of nitrate and phosphate after 24 hours that were reported, 38.3 and 37.86 respectively.

Several construction projects such as dam construction, road construction and building, may increased the sand and gravel materials demand in the country. However, cost savings, convenience and high quality of fluvial materials, will lead to excessive use of the sediment capacity of river in construction projects. Non normative utilization of the fluvial materials destroy the lands overlooking the river, aquatic habitats, birds, and animals of the region, and interrupt the natural balance of the rivers, as well. In many cases, the economic value of the damage, which has been done, is much more than the interest earned by the sale of the materials. If we removed sand and gravel materials from good sites, under appropriate technical principles and proper management, not only the negative consequences are minimized, also the performance and stability of the river are increased.
In case the exploitation of rivers exceeds the legal limit, the river restores its balance in response to changes. Hence, the river could be considered as a living organism and must be treated totally carefully to reduce side effects. In other words, even small changes in the structure of river, will lead to a broader range of changes. Therefore, it is necessary to predict how river responds to changes before any action is taken (Hedayatipur et al., 2010). In this research, HEC-RAS one-dimensional and CCHE2D two-dimensional models have been used to evaluate and to compare the existing sediment transport functions. Furthermore, some scenarios have been designed to sand mining at beds and banks of Sarbaz river in Sistan and Balouchestan province and its effects on hydraulic and sediment characteristics of river flow have been investigated using HEC-RAS model. The main reason to choose Sarbaz river had been illegal and successive mining from the river in recent years. Improper and excessive instream mining activities during a seven-year time period (between 2002 and 2009) has caused more than 4 meters degradation on Sarbaz riverbed, riverbanks failure, destruction of agricultural lands near Rask Village and consequent problems. Riverbank excavation has caused water diversion to this part, and riverbank erosion. This poses hazards to bridges and structures on the river.
Sand and gravel mining in the studied area of the Sarbaz river has caused disruption of the flow pattern and as a result of the concentration of the river flow, especially in case of flood to the riverbanks. The concentration of flow at the toe of the riverbank caused their erosion and followed by bank failure. Consequently it caused destruction of gardens, agricultural lands and moving to residential buildings located on the riverbank. Considering that the hydrograph with a 2-year return period is usually used for dominant discharge and the hydrograph with a return period of 25 years is used in floodway and flood fringe studies, these two have been used as the main hydrographs. To investigate the effect of various sand and gravel mining patterns on the hydraulic properties of the Sarbaz River, nine hypothetical scenarios, including removal of materials from the bed and the riverbank, were simulated in a 10-kilometer interval by a one-dimensional model, HEC-RAS. The scenarios implemented were: 1- Sand and gravel mining from the bed of the river at depths of 1, 2 and 3 meters,
2- Sand and gravel mining from the banks of the river with a width of 20, 40 and 80 meters,
3- Sand and gravel mining with a depth of 1 m from the bed and a width of 20 m at the bank, a depth of 2 m from the bed and a width of 40 m at the bank and a depth of 3 m from the bed and a width of 80 meters at the bank.
According to the above scenarios, the model was implemented for floods with return periods of 2, 25 and 50 years.
To study how sand and gravel pits moving in Sarbaz river, and to compare the results of field measurements with those of simulation by one-dimensional HEC-RAS and two-dimensional CCHE2D models, an artificial pit with 32 m length, 20 m width and 3 m depth was dug in a reach of Sarbaz river. Dimensions of the pit was surveyed using surveying instruments (theodolite camera and levelling staff) at different times. Measurements done over a period of 31 days in May 2014. The root mean square error (RMSE) has been used to evaluate each function in the selected models. In calibration step, the longitudinal profile obtained from each sediment transport function was compared with observational data, and the function that showed the least difference (using the RMSE function) was considered as the appropriate sediment transport function.
The results of this study showed that the effect of degradation pattern in the upstream part of the mining site is more than that of river widening, e.g. the effect of 80 meters river widening is even less than the effect of 1 meter deepening. The maximum bed-level changes due to degradation was also 3 meters. The results of this study showed that sand and gravel removal, reduced the water level upstream of the excavation pits. In addition, due to the reduced groundwater level in the area, the results of previous studies (WCC, 1980; Majnonian, 1999; Femmer, 2003; IWRM, 2005) on the groundwater level decrease due to the decrease in the permeability of the river bed in gravel pits are confirmed. Besides reducing groundwater resources, it causes severe damage to agricultural lands. Moreover, based on the values obtained from the RMSE, two-dimensional CCHE2D model give more reliable results than HEC-RAS one-dimensional model in terms of flow characteristics, grain-size of bed material, sediment transport functions, and other parameters under the same conditions.
The results of this study showed that the influence of degradation pattern in the upstream part of the sand and gravel mining, is more than the effect of river widening and if the material was removed from the river bed at high distances, the river bed level will be changed more severe. Finally, numerical simulation results show that in the same context of flow characteristics, grain-size of bed material, sediment transport functions and other parameters, the 2D model will obtain more reliable results.