jafar mamizadeh

Today, the dependency between energy consumption and water use has become an important issue in pressurized irrigation networks. In addition to the problem of water scarcity, rising energy costs are also a challenge for the agricultural sector. The objective of this study was to investigate different strategies to reduce energy consumption in the pressurized irrigation network of Saleh Abad.

For this purpose, firstly, minor changes affecting energy consumption including change in diameter of lateral pipe were evaluated. In this level, evaluated scenarios were lateral pipe diameters in mm 63 and 75. Hydraulic analysis of irrigation network was calculated using WaterGems software and energy consumption in different pumping stations was calculated using energy audit. In the second level of evaluation, four scenarios were defined to reduce energy consumption in the irrigation networks by structural changes in the irrigation network based on energy audit strategies, critical point control, network sectoring and pumping station management. The scenarios were (i) network sectoring without changing the main canal line, (ii) change of main canal line to pipe line, (iii) implementation a new first pipe line for a part of the network that is irrigated by gravity water, and (iv) elimination of the secondary pumping station by increasing the primary pumping station head. In the scenarios i, ii and iii, the part of the irrigation network lands was determined that could be irrigated without the need for a secondary pumping station. In this scenarios, the energy saving was calculated in a new condition by varying the type or number of pumps in secondary pumping stations to provide upstream discharge and head requirements.

The results showed that according to the topographic conditions of the network, changing the diameter of the laterals had no effect on saving energy. Also, the results showed that by network sectoring and applying scenarios(i), (ii), and (iv), the irrigated area without the need for a secondary pumping station were 610.8, 1591.5 and 1621.8 hectares, the energy saving in secondary pumping station were 14.6, 46.1 and 47.4% and the total energy consumed in network were 3.9, 12.4 and 12.7%, respectively. In the scenario iv, the primary pumping station was optimized. The result indicated that if the pumps type of the primary pumping station were changed and the water reservoir was implemented in higher level, it would be possible to eliminate the secondary pumping stations. In this case, the total area network (2820 ha) was irrigated without the secondary pump station and the energy saving was 8.46%.

The results of this study showed that changing the diameter of the lateral pipe had no significant effect on the energy consumption of the network. Also, the results showed that network sectoring and changes in main pipeline, it is possible to save up to 3121 MWh in the annual energy consumption of the network. Therefore, it is suggested that, network sectoring based on the input pressure of hydrants and the use of gravity, in the design of irrigation and drainage networks, considered as an effective solution to reduce energy consumption.

Water loss from water transmission pipelines is on average 20 to 30% of their transferred water, and this amount reaches over 50% in older systems, especially in systems with inefficient maintenance. In this study, the relationship between leakage and pressure for different diameters and pipe types was investigated. Experiments were performed at Imam Ali reservoir in Ilam city in three ST pipes of 80, 150 and 200 mm and two PE pipes with diameters of 110 and 160 mm. Leakage was performed artificially in the relevant pipes with different hole diameters. The minimum and maximum diameters of the leak holes were 8 and 60 mm, respectively. The minimum and maximum pressures in the pipes were 4 to 12 bar, respectively. The coefficients n and k, which are related to the leakage power formula, were calculated for each of the holes in the ST and PE pipes.Variations of n coefficients against hole diameters for pipes are between 0.351 to 0.754. Changes in the coefficients k versus hole diameter for pipes showed that this coefficient increases with increasing hole diameter. In a ST pipe with a hole diameter of 20 mm and a pressure of 12 bar, the maximum leakage rate of 8.75 liters per second was obtained.

Access to adequate water and sanitation is one of the basic needs of the rural community. Most of the energy needed to supply, transportation and distribution of rural drinking water is provided by pumping stations. Considering the importance of saving energy, investigation on the efficiency of pumping systems of rural water supply facilities is very important. The efficiency of pumping systems is related to several factors such as: hydraulic, electrical, mechanical, maintenance and management factors. Therefore, it is necessary to evaluate the performance of pumping stations in accordance with the effective factors. Perju and Aldea (2018) studied the upgrade of the pumping stations for an urban water network, to reduce operating, maintenance and water loss costs in distribution networks. The results showed technical solutions within the structural and functional modifications of the pumping stations can lead to both the improvement of hydraulic parameters of the pumping stations and significant energy savings.  This research was conducted to investigate the efficiency of pumping stations of water supply facilities in villages of Ilam province. This province with an area of 20 thousand square kilometers and a population of about 580 thousand people is located in western of Iran. Ilam has a semi-arid climate with an average annual temperature of 21 degrees Celsius and an average rainfall of 480 millimeters. About 30% of the province's population lives in villages with a household size of 3.7. About 99.4% of the rural population of the province is connected to the rural water networks. Pumping stations supplied 81.6% of the total capacity of drinking water. In this province, the consumption of rural water per capita and the water production per capita are 143 and 215 liters per day, respectively. Therefore, water loss is 33.5%. Energy efficiency in pumping stations depends on several factors. For this reason, the evaluation of pumping stations should be systematically reviewed. In general, hydraulic, electrical, mechanical, operation, maintenance, environmental and management conditions affect the operation of pumping stations. Optimal selection of any of the above can be effective in achieving optimal station efficiency. To perform this research the following variables were determined: hydraulic variables (flow velocity, flow rate and pressure), electrical variables (current, voltage, power factor and consumption power), mechanical characteristics (type of pump and electromotor), and geometric characteristics (well depth and pipe diameter). Then, by calculating the power output and consumption power of the electro pumps, the efficiency of each separate station was determined. Using the weighted average method, the average efficiency of the floating electro pumps installed in the water supply system was obtained. The efficiency (η) of each pump can be calculated by the ratio of consumed power (Pc) to the produced power (Pp). Produced power is a function of density (ρ), gravity (g), discharge of pump (Q), and pumping height (H). While, the consumed power (Pc) is related to   voltage (V), electric current intensity (I) and a power coefficient (CosØ) The results of this research indicate that the average efficiency of pumping stations in rural water supply facilities in Ilam province is 61.4%. Among all the selected stations, about 75% of the stations are running with the efficiency of 65.9%. Studies show that the reasons for high efficiency of some pumping stations are the low operating hours of electric pumps, the significant population covered by them and the related social issues. Moreover, about 25% of the flow pumping has the average efficiency of 47.7%. This value of efficiency is relatively low that is mainly related to the pumping stations with low flows. The efficiency of pumping stations is affected by several other factors. Among these factors, the methods of operation, maintenance and management can be mentioned. Installing valves and appropriate equipment on the drift line, Proper placement of transmission lines, avoid making sharp bends and a review of the design of water supply networks, in general, can save a significant amount of energy. Installation of remote control systems, pressure transducers, ultrasonic flowmeters and devices for measuring electrical parameters can make it easier to monitor the operation of the pump station at the optimal point. Consequently in order to increase energy efficiency, it is necessary to review the design of pumping stations, installing performance monitoring equipment at pumping stations, timely repair, regular operation and maintenance, and operators training.

Water resources management is one of the most important issues that are considered by experts in this field due to the reduction of rainfall and the reduction of groundwater levels. In this study, to reduce pipe fractures and water loss in Salehabad city (Comparison of water production and customer consumption data showed that there is more than 60 percent water loss in this network) field studies, pressure gauges, leak detection, and hydraulic analysis were performed by combining AutoCAD, WaterGEMS and GIS software. Points of the water distribution network that had more than 50 mH2o pressure were identified and then by field studies and using the method of closing the gate valves as a step by step, 6 points were identified as high-risk points of leakage. Therefore, with the check of the areas by the leak detector, 3 cases of pipe fractures were found and the remeasurement showed that the repair of these pipe fractures had reduced water loss by 20 percent. Depending on the urban texture and topography of the area, it was suggested to reduce the network pressure to 16 to 30 mH2o by installing a pressure relief valve in critical points of the network.

The optimal design of urban water distribution networks is a significant issue that has been of critical interest in the water industry for many years. The optimal design of the distribution network aims to find the best solution for transferring water from the reservoir to consumers at the lowest cost. In this study, optimization of the water distribution network (ZONE 1 of Ilam city, Iran) was performed using the fast messy genetic algorithms (FMGA) tool in the hydraulic model for three different pipe networks. Also, these networks were optimized by using a combination of EPANET and an in-house developed binary genetic algorithm in MATLAB. The costs of the optimized hydraulic networks of polyethylene and polypropylene pipes were lower, respectively, by 20.56 % and 52.94 % compared to the consulting company's original designs, while for the glass fiber reinforced plastic pipe (GRP) pipe network the cost increased by 12.61 %. Also, the results of a developed algorithm for polyethylene pipe decreased by 22.13 %.

Intensity-duration-frequency rainfall curves are one of the hydrological tools for calculating hydraulic design of structures, watershed design, collection and disposal of surface water in cities. In this research, using the empirical formulas for the Ghareman (2004), Vaziri (1991) and Bell (1969), as well as Hyfran-plus hydrologic software, the rainfall intensity and intensity-duration-frequency curves was determined. At first, using rainfall intensities with time duration less than 180 minutes, a run test was performed in SPSS software and manually to ensure the homogeneity of the data. Then, different statistical distributions were fitted to the data to calculate rainfall intensity in different return periods. The chi square (K2) fitness tests was used to determine the optimal statistical distribution. The results showed that inverse gamma statistical distribution compared to other distributions had the highest accuracy in determining rainfall intensity. In the next stage, the intensity of rainfall during different return periods was calculated by empirical formulas using daily rainfall data and maximum daily precipitation. Comparison of the results of the empirical models and the hyfran plus software used in this study showed that the maximum difference of rainfall intensity in long duration is less than 1.6% and in short-term duration less than 20.2%. Also, the difference between predicted rainfall intensity in Vaziri (1991) and Bell (1969) empirical models is less than 19.8 percent.

Surface water collection networks are responsible for collecting, transporting and directing runoff to the nearest acceptable outlet. In this research, simulation and evaluation of Ilam City runoff system with the ASSA mathematical model developed by the Autodesk Inc. was carried out. In the present research, the entire study area, which includes in-city and outsides, was divided into 46 sub-basins. The physical properties of each sub-basin were determined using the ArcGIS software and field investigation. Within the Ilam City there are four main channels that lead the runoff of sub-basins out of the city. The runoff from sub-basins was calculated using three methods of rational, modified rational and SWMM. The results of the study showed that the collecting system only had a flood transfer ability during the two year return period and during the return periods greater than five years the major part of the main channels in the city were waterlogged and damaged.

For safe pass of flood flow from upstream to downstream of dams, the spillways are used. Among the various spillways, in stepped spillways, the flow is dissipated when passing through the structure. This will reduce the cost of downstream energy-dissipaters structures such as stilling basin. In addition to energy dissipation, the volume and cost of stepped spillways can affect its design. The best design of the stepped spillway is that the remaining energy and the volume and cost of the spillway will be minimized. Therefore, the stepped spillway design is a multi-objective optimization problem. In the present study, a two-objective simulation-optimization model based on the NSGA-II algorithm was used to minimize the possible remaining energy and spillway volume. The results showed with increasing the relative height of spillway stairs, the amount of remaining energy is increased initially and after reaching a peak point, it would be reduced to a constant value. From the perspective of volume and cost of spillway, by increasing the relative height of the spillway stairs, its volume is increased linearly and by increasing the spillway angle, its volume decreased. The results of multi-objective optimization model showed that in the current plan of Siah-Bisheh Dam spillway, the remaining energy and the volume of spillway criteria were considered well. So that 83.7 percent of the flow energy is dissipated.

Evaluation of Hydraulic Performance of Ilam Gas Refinery fire-fighting water network (middle ring) Abstracts Hydraulic simulation of conveyance lines and fire-fighting distribution networks are considered appropriate tools for their assessment. In this research, Ilam gas refinery network (middle ring) was evaluated using field studies and hydraulic simulation software. The fire-fighting water network is divided into upper, middle and bottom rings. Each rings of the network are responsible for the one part of the refinery area. Hydraulic simulation of the water conveyance pipeline from the main reservoir to the middle ring reservoir were carried out in four modes of gate valve operation. Different fire scenarios were carried out to investigate the operation of fire-fighting network. The most critical scenario was the fires in floating roof tanks; with a flow rate of 1375 m3/h. Sensitivity analysis was performed on changes in the roughness coefficient of pipes and the required flow rate in the network. With an increase of roughness by 20%, the average pressure in the middle ring decreased by as much as 3.5%. In the case of increasing the required flow, the pumping pressure and deluge valve pressure drop by 3.2 and 12.2%, respectively. Field investigation showed that 20 percent of hydrants have problems and leaks. Field inspection of the cooling system operation of floating roof tanks was carried out with the activation of one and two electric pumps. The measured pressure gauge at the pumping station with one and two pumps is 11 and 12 bars, and these pressures are higher than 10 bar allowable pressure. The field inspection of tanks foam system was performed with the one of a diesel pump. The pressure gauge showed 12 bars at the middle-pumping station, which could cause a failure of the ring equipment. Keywords: Fire-fighting, hydraulic simulation, WaterGEMS, Ilam gas refinery Introduction Fire water distribution networks consist of interconnected sets of reservoirs, pipes, pumps, hydrants, hose reels and valves that are responsible for the transfer and distribution of water with suitable pressure and quality for firefighting demands. Hydraulic simulation of conveyance lines and fire-fighting distribution networks are considered appropriate tools for their assessment. In this research, Ilam gas refinery fire water network (middle ring) was evaluated using field studies and hydraulic simulation software. Methodology Ilam gas refinery fire water network is divided into upper, middle and bottom rings. Each rings of the network are responsible for the one part of the refinery area. The maximum and minimum diameter of the distribution pipes is 14 inches and 6 inches, respectively. Polyethylene pipes have a working pressure of 16 bars. The maximum allowable velocity in the pipes is 3.5 m /s. At the refinery site, several centrifugal pumps have been used to supply pressure during firefighting, maintaining a pressure of 10 bar in the main ring. The total number of hydrants, shut-off valves and hose reels are 170, 147 and 76, respectively. WaterGEMS hydraulic software was used to simulate Ilam gas refinery fire water network. Results and discussion Different fire scenarios were carried out to investigate the operation of fire-fighting network. The most critical scenario was the fires in floating roof tanks; with a flow rate of 1375 m3/h. Hydraulic simulation of the water conveyance pipeline from the main reservoir to the middle ring reservoir were carried out in four modes of gate valve operation. Field investigation showed that 20 percent of hydrants have problems and leaks. Field inspection of the cooling system operation of floating roof tanks was carried out with the activation of one and two electric pumps. The measured pressure gauge at the pumping station with one and two pumps is 11 and 12 bars, and these pressures are higher than 10 bar allowable pressure. The field inspection of tanks foam system was performed with the one of a diesel pump. The pressure gauge showed 12 bars at the middle-pumping station, which could cause a failure of the ring equipment. Conclusion In this research, the middle ring of the fire water network of Ilam gas refinery was tested and evaluated using the WaterGEMS hydraulic simulation software. Different scenarios related to this ring, which included the simultaneous operation of several hydrants and deluge valve in different areas, were simulated. Sensitivity analysis was performed on changes in the roughness coefficient of pipes and the required flow rate in the network. With an increase of roughness by 20%, the average pressure in the middle ring decreased by as much as 3.5%. In the case of increasing the required flow, the pumping pressure and deluge valve pressure drop by 3.2 and 12.2%, respectively. The results of the study indicate the proper operation of the firefighting water network, but in some cases the pressure generated at the pumping station is higher than the recommended values in the design, which in the long period could result in inappropriate performance.

Whenever and for any reason the velocity of the fluid ceases in the transfer line or water distribution networks, pressure waves will form in the pipe lines, which can produce a pressure several times more than a pressure pump’s output and lead to a great deal of tension on network’s components, which in turn will cause the water hammer phenomenon. Today, in every water transfer project, a detailed study on the water hammer phenomenon is essential, so that with a full recognition of this process’s adverse effects, the adequate measures would be taken to deal with it.This study uses Water Hammer V8i software to analyze the water hammer of Mehran city’s border terminal water conveyance pipe. The study was executed in 3 phases of simulation with protective equipment, without the protective equipment and with consultant’s recommended equipment. The results indicate that in the phase without the protective equipment, a great deal of negative pressure builds up along the water conveyance pipe line that needs to be controlled. In the next step, various combinations of Hydropneumatic tank and air valves were suggested. The results of several simulations showed that a 2 square meter Hydropneumatic tank and 3 fifty millimeter air valves will be capable of controlling the negative pressure along the pipe line.

The coarser particles deposit gradually and form a delta at the upstream of the reservoir that extends further downstream towards the dam. In this research the effect of non-uniform sediment particles has been studied experimentally on the Delta progression in the reservoir. 10 types of grading curves were used. All of the curves were the same in mean diameter and they have normal distribution. In this research, the effect of non-uniform particles on delta progression was investigated using a physical model. In this model the river is connected to the reservoir by a gradual transition. Based on the experimental observations, in the range of this study velocity of Delta progression decreased with increasing of non-uniform particle and time of progression increased. In the range of geometric standard deviation 1 to 2 the effect of non-uniform particle was not tangible but with increasing of geometric standard deviation the effect of non-uniform particle on Delta progression observed. Based on the experimental observations, slope of foreset decreased with increasing of non-uniform particle.

Flood is one of the phenomena in different regions of the world and our country that cause financial losses each year. In Programs to deal with floods، flood zoning are one of the non-structural prevention solutions that the economic justification is higher. In this study، parts of the flood areas in Chardavol River (Chenare reach) at different return periods are evaluated. First، statistics and information hydrological such as discharge was collected from Regional Water Organization of Ilam. Then after testing a run test and Kendal test، uniformity and randomness of the data was confirmed. Then using the average daily discharges at hydrometric station، by using SMADA software، the different distributions of the observed and been completed data was fitted and 3 Parameter log normal as the best distribution of data was determined. Then after making the field operations، river reach with 1. 5 km length was selected. Then preparation of river TIN From digital mode، by using the extension HEC-GeoRAS، 50 cross section created on the TIN and introduced to the model. Finally، performing a series of procedures and specific operations، maps flood zoning in the 5، 25، 50، 100 and 200 returns period is provided. The results of this study showed that flood risk marginal lands because of the wide channel bed in most areas are relatively low. This event in floods with high return periods is observed