jafar yazdi

Flood zoning has extensive applications in flood management and is considered one of the fundamental and critical pieces of information in flood risk management. Flood zoning in urban areas is much more challenging than modeling in floodplain and river areas due to the two-dimensional nature of the flow and, on the other hand, the density of urban features such as buildings, streets, boulevards, and public pathways. In this study, flood zoning for districts 21 and 22 of Tehran was conducted under the current conditions, where the area is almost devoid of surface water collection channels, using a physically-based rainfall-runoff model and two-dimensional hydraulic routing which is the novelty aspect of the article. For this purpose, the HEC-HMS model was used to estimate the runoff from the mountains, and the MIKE model was used to simulate urban rainfall-runoff. According to the modeling results, the areas affected by a 50-year flood event were identified using an integrated modeling approach in districts 21 and 22, covering 8% of these areas. In these areas, the maximum flood depth is 11.8 meters in Vardavard river and the highest speed is 4.5 meters per second at the beginning of Hashemzadeh street (south of Kharrazi highway). The results indicate that in the event of extreme events such as a 50-year rainfall, a significant portion of the highways and main communication arteries of Tehran leading westward would be disrupted, and traffic would be impossible. Moreover, various land uses would fall within the flood zone, and due to the absence of a surface water network, waterlogging conditions throughout districts 21 and 22 of Tehran are predictable. Therefore, the development of a surface water collection network is one of the main priorities for reducing flood risk in these areas.

In the realm of hydraulic modeling for water distribution networks, the calibration process plays a pivotal role. Calibration involves precise adjustments to align a model with observed data. However, when the measured data is scarce, the calibration process becomes challenging. In such cases, laboratory models prove valuable for simulating real-world conditions. Variability in parameters like pipe dimensions, length, roughness coefficients, and nodal demand as well as nodal elevations often leads to disparities between computer-based model outcomes and reality. Despite extensive research on computer-based models, laboratory water distribution network models and their calibration have received relatively limited attention due to the challenges and costs associated with them. In this study, a laboratory model of a water distribution network was constructed and subjected to hydraulic calibration. Roughness coefficients and minor head losses within the network were determined using a meta-heuristic method. Then, pipe roughness coefficients for polyethylene pipes were assessed and compared with values from scientific references. In the following, hydraulic validation of the network was conducted using the water quality simulation of a conservative substance. This approach illustrates the level of concurrence of flow ratios in the network pipes between the model and reality.The laboratory network was made of PE40 and consists of a square looped system with 1-meter pipe lengths, employing a 1000-liter tank to maintain a constant water head. This research was conducted in three stages. In the first stage, network calibration was performed using piezometric pressure and output flow data. Roughness coefficient and pipe minor head loss coefficients were selected as decision variables. The objective function was defined to minimize the total weighted difference in piezometric head and discharge between the model and reality. In the second stage, validation was performed based on pressure and output flow data. In the third stage, the network's hydraulic validation with respect to pipe flow rates was performed through the modeling of a conservative substance. This is because the dissolution of a conservative substance occurs solely due to mixing at nodes and flow division, allowing it to represent the correspondence of flow ratios in network pipes between the model and reality. In this research, pressure data was recorded using piezometers, and salt concentration was calculated using TDS (Total Dissolved Solids) sensor. After performing the optimization, a value of 0.008 was obtained for the Darcy-Weisbach friction coefficient (ɛ), This value aligns well with the assumption of new pipes in the network, in agreement with previous research (e.g., 0.050 by The Plastics Pipe Institute, 2008, and 0.070 by Padilla et al., 2013). Also, values of 1.20 and 0.89 were obtained for the minor loss coefficients of 0.5 and 1-meter pipes, respectively. Furthermore, the optimized minor loss values effectively reflect differences attributed to the number of connections in the 0.5 and 1-meter pipes, falling within recommended scientific ranges. Notably, unlike previous field studies, this research uniquely focuses on a laboratory model.After hydraulic calibration and validation using pressure and output flow data, further validation was conducted using the water quality model. The saltwater solution was injected at a specific point in the network, and the TDS quality parameter was measured at the two points in the network. Subsequently, utilizing the TDS values and the established relationship between TDS and salt concentration calculated in the laboratory, the salt concentration at the location of two sensors was determined. It's worth mentioning that the network's water supply contained dissolved solids. Subsequently, initial and injection concentrations were applied to the model and, the simulation was performed. A comparison of salt concentration results at two sensor locations revealed an 8.5% error in the first experiment and 2.5% in the second, confirming excellent agreement between the laboratory and computer-based network hydraulic model.

One of the problems in the field of water is its wastage in water supply networks due to water leakage due to high pressure. Therefore, keeping the pressure at a suitable range is necessary. The most effective equipment for this purpose is pressure relief valves and PAT2. In this article, by linking the DE algorithm with the EPANET hydraulic solver, in the first step, by using the double-objective DE algorithm, the appropriate location of the pressure relief valves and its regulating pressure, as well as the optimal location of the reverse pump and the type of reverse pump, are determined at the same time. In the second step, by using the DE single objective algorithm, keeping the location of the pressure relief valves constant (resulting from the first step) and also keeping the location and type of PAT, the rotational speed of the pump and the regulating pressure of the pressure relief valve constant are optimized in 24 hours, to increase the production energy. The obtained results showed that it is possible to provide 160 kilowatt hours per day of salable energy to the city power grid from the network.

Water supply networks are one of the most important urban infrastructures for supplying water. Considering that currently water wastage is a global concern and on the other hand the demand for water is increasing, this issue has made it necessary to manage the demand and modify the consumption pattern. One of the important components of non-revenue water is leakage in the water supply network, and leak detection is one of the necessary measures to reduce non-revenue water and manage consumption. In this research, an optimization formulation has been developed for the purpose of leak detection in water networks assuming the lack of information on the number of leaks and pressure measurement data, and the search problem has been solved with the differential evolution algorithm. The performance of the developed model has been investigated by defining different scenarios in terms of location, amount and number of leaks. First, the location scenarios were examined in terms of the number and amount of leaks, including one, ten, and twenty leaks at the same time, and then the developed model was implemented for location scenarios with an unknown number of leaks and the uncertainty of nodal needs. The results showed that the success of the model in the case of the certainty of the input data and the existence of a node is 100%, and by considering the hourly changes in the nodal demand and increasing the number of leaks up to ten and twenty leak nodes, the success rate of the model in finding the exact leak points is 95% and 94.5% has been obtained. In the scenarios where the number of leaks was considered unknown, the success of the model to find the number of leaks is 94%. The success of the model in the case of uncertainty of nodal requirements with the number of known leaks reaches 91% with the increase of leaks and 86% with the number of unknown leaks.

In recent years, with the expansion of urban planning and the larger and more complex water supply networks, the need for energy consumption to carry out the process of water supply and distribution has increased. On the other hand, the increase in energy costs nowadays, due to the limited resources and power plants that produce electricity, has made it necessary to quota available energy for various purposes and activities. Water pumping requires a lot of energy, which is a significant part of the network's operating cost. In this research, intelligent operation of these infrastructures using optimization tools and mathematical models has been considered to be useful by increasing the efficiency of pumping stations in urban areas and reducing costs. Over the past decade, many studies have proposed various automated systems for optimal planning of pump operation with the aim of saving energy and reducing operating and maintenance costs, but a small number of these studies have investigated the optimization of the rotation speed of the pumps, the parameter that has been investigated in this research. The main purpose of this study is to achieve the best energy efficiency in water distribution networks (reducing energy consumption and its costs) while achieving other operating goals (providing standard limits of node pressure, etc.). Optimum adjustment of pumps rotation speed is a topic that has not been investigated in previous researches by considering the historical series of water consumption data.

The hydraulic model of the network, pumping station and its control equipment are simulated by EPANET hydraulic solver. Hydraulic solver coupling with differential evolution (DE) algorithm as a random search algorithm is used to adjust the motor speed of water distribution network pumps optimally. In the DE algorithm, a string of numbers with the range [0.5-2], which is the network pump's rotation speed coefficient, is randomly generated. The objective function evaluates these random values to obtain the optimal answer finally. Constraints monitored in the optimization problem are continuity, energy conservation, and minimum node pressure constraints. In the static operating policy developed in this research, the operational variables of the rotational speed of the pumps are in 15-minute time steps for one day. The DE algorithm optimizes the rotational speed values for one day in 15-minute time steps, and then the optimal pattern is applied uniformly for all days. Hassanabad water distribution network in Tehran has been selected for a case study, and the optimal pumps speed pattern has been extracted as an operation policy.

We received water demands of the entire network for 219 days in 15-minute time steps as the initial research data. The amount of energy consumed by the pumps for these 219 days in the current state of the network is equal to 491496.97 kWh. In the current state, the pumps rotate at a constant speed of 1450 rpm. According to the number of decision variables in this issue (192 variables), the initial population is equal to 400, and the number of iterations of the optimization algorithm is defined as 100. The completion condition of the optimization process is completing 100 iterations. After optimizing and determining the optimal rotation pattern of the pumps, by statically considering this optimal pattern for these 219 days and simulating the network by EPANET software, the energy consumption of the pumps for these 219 days was obtained to be 444212.54 kWh. This optimization-simulation process took about 27 days on a system with "8 core, 2.3 GHz" CPU and "10 GB" RAM. The obtained model shows a significant saving in energy consumption compared to the current state of the network while determining this optimal model by the operator through work experience alone is practically impossible. The obtained energy savings show the efficiency and proper performance of the proposed approach.

In this research, an optimization-simulation model was presented to determine how to adjust the speed of variable speed pumps in water distribution networks with the aim of minimizing energy consumption. The conclusion obtained from the comparison of the results of the optimal model developed for the water distribution network of Hassanabad town using the differential evolution algorithm against the current state of the network indicates that the approach adopted in this study has reduced energy consumption by 47284.42 kilowatt-hours equivalent to 9.6%. Also, in the peak hour of water consumption, the presented approach has been able to reduce the energy consumption by 19914.4 kilowatt-hours, equivalent to 74.3%. This is an important advantage over traditional methods and can be effective in saving energy. The main advantage of this operation approach is simplicity, comprehensibility for the operator and its operationality. In addition to this advantage, perhaps the most important limitation of this method is the lack of consideration of special events and possible accidental conditions in the network and non-compliance with it in the way of operation.

In this research, the location of the temporary flood storage sites and the design of the river flood diversion system have been carried out using one-dimensional and two-dimensional hydraulic modeling of the flood and considering the structural and hydraulic design criteria of diversion dams. An important portion of the Gorganrood River, which includes the downstream reach of the Golestan Dam to the connection to the Caspian Sea, has been selected as a case study, and the effect of flood diversion on the peak discharge and flood level of the most vulnerable flood prone areas including the cities of Aqqala and Gomishan, has been studied. Locating the diversion and storage locations has been done using Flo-2D, HEC-RAS and SWMM models, and then, according to the criteria of cost and efficiency, suitable locations of flood storage sites have been determined.  Finally, the separate and combined performance of these dams on the flood features of the river at the damage points during 4 important rainfall events have been estimated. The results showed that if flood diversion systems are used, the peak flow of the flood at the entrance to Aqqala and Gomishan city will decrease by 16.35 and 22.15% on average.

The leakage is one of the main challenges in the operation of water distribution networks. In the present study, leakage location is detected using Feedforward Artificial Neural Networks (ANNs). For this purpose, two scenarios are considered for training the ANNs. In the first scenario, two simultaneous leakages with equal values, and in the second scenario, two simultaneous leakages but with unequal values are applied to every pair of network node. The training data are analyzed by EPANET2.0 hydraulic simulation software linked with the MATLAB programming language. In both scenarios, first, ANNs are trained using flow rates of total pipes number. Then, sensitivity analysis is performed by Hybrid ANNs for the flow rates of different percent of pipes number. The results of the proposed Hybrid ANNs indicate that in the first scenario, by having the flow rates of 10% of the total pipes, the locations of two simultaneous leakages are successfully determined. However, for the second scenario, while the difference between the two leakages is less than 80% of the maximum leakage (up to ratio value of 10 and 90 % leakages), by having the flow rates of 10% of the total pipes, the locations of the two leakages are still successfully determined. But for larger differences, only the location of the bigger leakage can be detected. Despite the complexities of the second scenario, the proposed ANNs could successfully detect the location of the bigger leakage.

Urban drainage Systems are of the vital infrastructures, which are responsible for the safe transport of runoff. In recent decades, the increase in surface runoff has led to inadequate capacity in some parts of drainage network, which results in over-flowing. Land use and population density around these areas pose a high risk of loss of lives and injuries. Since in previous studies, vulnerability indicators were not considered in the assessment of bottleneck’s risk, in this study, hazards and vulnerability indicators are combined together for calculating the risk index which is used for the prioritization of bottlenecks. In order to prioritize the bottlenecks of urban drainage system in Tehran catchment using the Simple Additive Weighting (SAW) method, the hydraulic modeling and Analytic Hierarchy Process (AHP) has been used for calculating the weight of indicators. For this purpose, five indicators have been defined which are population density around the bottlenecks, density of properties and diversity of land uses at these areas, average percentage of canal/main channel river filling, degree of bottleneck submergence, channel or river rank and flow velocity in canal/river. The results showed that the major critical bottlenecks are located in the eastern sub-basin of Tehran: in Abuzar, Maghsoudbeig and Bakhtar canals.

Due to the high costs of running a water supply network, designing networks with the lowest cost and highest reliability is of great engineering importance. One issue that has been the focus of recent years' research is the comparison of indexes and their relative success in measuring the reliability of water distribution networks. In this paper, a survey was conducted on the nodal pressure performance index, velocity, pressure difference, combined velocity and node pressure index, network flexibility performance index (NRI), minimum head surplus index (MSH) and entropy performance index (ERI) on the Hanoi water distribution network and Pescara juice were performed using the NSGA-II optimization algorithm and EPANET software. Performance of the indexes were tested for three scenarios of 5%, 10% and 20% pipe failure and four different cost levels and 100 iterations. The results showed that in the design of small water distribution network (Hanoi water network) at high and low cost level, NRI performance index and at medium water distribution network (Pescara water network) and at high cost level, NRI performance index and at low cost level, Node pressure performance index (PIP), Provided water requirements of network nodes more than other indexes, and the average pressure in these indexes is higher and causes less pressure drop in the network. Therefore, the use of these indexes in the design and modernization of the network provides greater reliability in the event of unexpected events such as sudden failure or failure of the pipes.

Water distribution networks are of the most important urban infrastructure for water supply. Given that water loss is currently a global concern, and water demand s increasing; This has made it necessary to manage demand and improve consumption patterns. One of the most important ways to manage consumption is to reduce unaccounted-for water. Leakage is one of the components of unaccounted-for water in the water supply networks. Also, due to population growth and water crisis in a large part of the world, the issue of leakage in urban water supply networks has become very important. Leakage in water distribution networks wastes energy and water resources, increasing damage to infrastructure, and contaminating drinking water. Water leakage in the water distribution systems (WDSs) varies between 5 to 55% of the total water. Therefore, leakage has an important effect on system performance. The importance of leakage can be found in issues such as water scarcity, optimal use of available resources and high costs of water treatment and distribution. In other words, in the discussion of water transmission and use, we are observing obvious and hidden waste, which is important in dry and semi-arid countries like Iran, so this need to minimize the amount of waste so that resources can be used optimally. In recent years, various solutions have been considered to reduce leakage by researchers and managers of the water industry; This includes hardware methods (acoustic procedures, flow measurements, etc.) and software methods (neural network, genetic algorithm, WATERGEMS, etc.). In this paper, a software method is developed to facilitate leakage detection and eliminate uncertainty of hardware methods such as human and device errors. In other words, to reduce the cost and time of hardware methods, a simulation-modeling method is developed here based on harmonic search algorithm. For this purpose, EPANET hydraulic model and MATLAB environment have been used. Different scenarios for locating leaks and finding leakage sizes were investigated in two water supply networks. Scenarios include one leak and three simultaneous leaks in different parts of the networks. Also, the variability of nodal demands during the day and night was considered as an uncertainty parameter, and thus the coefficients of the consumption pattern during 24 hours were allocated to the nodes of both networks in EPANET software. After that, the main body of the Harmony Search Algorithm was written in MATLAB environment, and in accordance with each of the location and leakage scenarios, the Harmony Search Algorithm was developed. Algorithm parameters were also adjusted according to the type of scenario, the size of the studied network (number of nodes) and the number of variables to produce acceptable responses. The algorithm in MATLAB environment was linked to EPANET software. The developed model examined 14 different scenarios. The results show that the developed model has been successful in locating one leak, finding the size of the leak, and locating three leaks, respectively. In general, the model has had an acceptable performance in locating and finding the size of leakage during the day and night.

Today, with population growth, urbanization and expanding demands of societies, water resources management has received more attention than the past decades. Urban water management is mostly conducted by controlling and directing surface runoff through reducing the peak discharge and flood volume. The construction of storm detention ponds in urban drainage systems delays the time of peak flow and reduces the peak discharge. The performance of these ponds depends on not only their dimensions and their inlet/outlet structures, but also the procedure of operating these structures. In this study, coordinated operation of detention ponds is taken into consideration at Tehran’s East stormwater urban drainage system, through the gates optimal maneuver. To achieve this, harmony search algorithm (HS) was linked to the SWMM hydrological-hydraulic model to find optimal gate openings of inlet/outlet structures of ponds in order to minimize the volume of stormwater exceeding the hydraulic capacity of drainage network. The results for five extreme rainfall events at the studied catchment showed that the optimal coordinated operation of these ponds has improved the level of ponds performance in terms of network flooding compared to the current method of operation and flooding in the drainage network was reduced by 62% in average for the considered extreme rainfall events.

A multi-objective optimization model has been used to provide a technically and economically optimal design. In the present study, the hydraulic design as well as the design of the groyne structures were formulated in the form of an optimization problem using the NSGA-II algorithm. The objective functions of the optimization model include simultaneously minimizing costs and maximizing sediment load transport. The first objective function is to economize the design and the second objective function is based on the definitions of river stability in order to keep the river stable. Model calibration was performed using Zanjanrood River information of bed load and scour equation. The model was investigated for sensitivity to change inlet flow parameters and longitudinal slope and its effect on output parameters and model validation with case study structural information. The optimization problem pareto front was derived based on cost and bed load functions. By comparing the five optimal possible designs (5 different design scenarios) from the pareto front with the existing design and the ideal design, the results show that the design selected among five scenarios has the closest approximation to Utopia point. The selected design suggests that the length of the groynes and the distance between them are reduced compared to the existing design and the slope of the side of the groynes is also lower than the groyne's root. The selected design has 64.95% less cost and 39.96% more sediment transport than those of the current condition.

One of the advantages of designing water distribution networks (WDNs) as a district metered areas (DMAs) is to identify the leakage in each area by controlling the input and output flow, which of course requires the separating areas and installation of flowmeters between the interconnect pipes of areas. Considering that the most existing WDNs have been expanded traditionally and not as DMA, turning them into DMAs would require huge costs and might not be even practical in some networks. In this paper, a theoretical idea of virtual DMA is presented to identify the leakage in each areas. The innovation of this paper is the ability to transform networks into DMAs using a combination of the graph theory and artificial neural network to find leaks without using a flowmeter. The proposed method, in addition to reducing costs for the flowmeters, also increases the speed of detection of leakage areas. In addition, there is no need to specify the number of leakage nodes before the leak operation begins. The proposed method has been applied for the Balerma WDN in Spain with 443 nodes and 454 pipes for two, three and four simultaneous leaks. The results of this paper show that the proposed theory in this method is able to detect leakage in each area, and this method can determine the number of optimal virtual DMA for each network. In all examples, the leakage area was correctly predicted and the maximum leakage error was about 6.5%.

In this paper, the SWAT model is used to study the effects of climate change on discharge and water quality of inflow of Esteghlal reservoir in Minab catchment. Climate change scenarios (RCP2.6, RCP4.5, RCP6, and RCP8.5) in 5 GCMs (GFDL-ESM2M, HadGEM2-ES, IPSL-CM5A-LR, MIROC, NoerESM1-M) to simulate future discharge, NO3 load, and agricultural products yield, were applied. According to the analysis of different climate change scenarios, the highest average annual precipitation decrease and increase were 34.8% and 37.2% in RCP8.5 and RCP6 scenarios in NoRESM1-M model, respectively. In the baseline period, the share of precipitation in winter is 65.8%, spring 5.1%, summer 1.8% and fall 27.4%. Crop yield change depends on the type of crop and its irrigation period. Because of the 77% water requirement of lima bean crop in winter, the average yield of this crop increases by 19%, as models show that the share of precipitation in winter increases by 9%. Also, 75% of water requirement of wheat and 44% of water requirement of eggplant is in autumn and winter that increased and stabilized rainfall in these seasons caused slight variations in yield. In contrast, 80%of water requirement of corn crop is in summer, and due to the severe decrease in precipitation in summer (15%), corn yield has decreased by 17%.

In most areas, much of the drinking water supplies from groundwater resources are constantly threatened by various pollutants. In this paper, the groundwater quality protection zone is defined using MODFLOW, WhAEM2000 and DRASTIC models. In this research at the beginning, the conceptual model of Rudan plain aquifer has been made by MODFLOW model. The model is calibrated for the year of 1389-90 in the steady state with the root mean square error about 1.49 m error. Also, the model is calibrated for the period 1389-91 with the root mean square error about 2.32. Then, the groundwater quality protection zone is determined by using WhAEM2000 model in both constant radius and analytical methods. Finally, the vulnerability level of the aquifer was identified by using the DRASTIC model and considered for determining the protection zone area.Results showed that most of the wells are located in the highly vulnerable zone with agricultural land use. So, Because of the high risk of groundwater pollution, extra travel time for groundwater (about 10 years) must be considered for determination of protection zone. Also, for less vulnerable areas and other land use areas, a smaller protection area can be applied, since the application of greater zone in these areas will lead to a lot of social and economic costs.

The planning and management of water resources in the transboundary basin because of missing or lack of access to weather information and hydrology in the riparian countries is difficult. In this paper, by coupling the SWAT hydrologic model and WEAP water resource planning and management model, we have tried to study the effect of upstream development as well as climate change on water inputs from the Harirud Transboundary River to Iran and Turkmenistan. The years 1955 to 1996 considered for calibration and the period from 1997 to 2016 to validate the SWAT model. The R2 and NS numbers were 0.66 and 0.65 for the calibration period, 0.7, and 0.72 for the calibration period, respectively. Most areas of the Dusti basin will face a rise in temperature (about 1.5 to 3.8 degrees) and precipitation decline, especially in upstream mountainous areas. Based on the results of the operation of the Salma Dam and RCP 8.5 climate change scenario, the reliability and sustainability of agricultural water supply in Iran and Turkmenistan will be reduced to less than 3%. Changing the climate pattern will face the challenge of meeting the environmental needs of downstream of Dusti and Salma dams. This trouble reveals the necessity of hydro policy between the riparian countries. If the current condition continues in this way water shortage in Sarakhs become the main social challenge at the northeast of Iran.

As agriculture consumes the most parts of water resources, management and control in this sector plays a significant role in water resources management. In this study, simulation-optimization approach was applied using soil and water assessment tool (SWAT) in combination with non-dominated sorting differential evolution (NSDE) algorithm to find the best operation curve for wheat irrigation in Mahabad basin. The wheat production in 2011 to 2013 was considered for SWAT calibration and validation. According to the hedging rule, a two-objective function was used to increase the crop yield and reduce the irrigation volume. The optimum results showed by reducing the annual irrigation rate from 200 mm to about 100 mm, the wheat production will be 2.114 ton/ha which is equal to the current irrigation pattern yield. This approach could maximize the economic cost by introducing the best irrigation pattern and consequently reduce the groundwater recharge and surface run-off 34% and 13%, respectively.

Increase in the urbanization trend in the world and effects of climate changes on the urban stormwaters including frequency and intensity have become a serious issue. Renewable water resources has significant effect in the design and rehabilitation of urban stormwater drainage systems too. While most of the previous studies on the urban stormwater management have been based on the assumption of a specific return period, risk-based design method is an alternative approach considering the effects of more severe events and also preventing over-estimated designs. In the present study, a coupled numerical and multi-objective optimization framework has been developed in the MATLAB programming software to compare the performance of mentioned deterministic and uncertain design approaches applied to rehabilitate eastern part of Tehran stormwater drainage system suffering from lack of sufficient capacity. In this direction, two simultaneous strategies of relief tunnel and storage unit applications have been utilized to minimize conflicting objective functions of “rehabilitation costs” and “flooding volume”. Results show that, although acceptable performance of a rehabilitation strategy proposed by related consultant engineering company to compensate system’s lack of capacity was verified, utilizing the present coupled numerical and optimization model caused significant reduction of rehabilitation costs and/or improvement of the system performance. Additionally, evaluation the results obtained reveals that there is no network sensitivity to return period assumption and consideration of input parameters’ uncertainty in case the present fixed rehabilitation layout considered according to feasibility studies.

The use of Pareto dominance for evaluating the solutions has been the mainstream in evolutionary multi objective optimization for the last two decades. An alternative is multi objective evolutionary algorithm based on decomposition (MOEA/D) which uses scalarizing the objective functions. In this paper, decomposition strategies are developed for water distribution network (WDN) design problems by integrating the concepts of genetic algorithm (GA) within the MOEA/D framework. The proposed algorithms are then compared with the two well-known non-dominance based MOEAs: NSGA2, and SPEA2. This comparison is made by plotting the Pareto fronts and evaluating the hyper-volume and two-set coverage metrics across two large scale WDN design problems. Experimental results show that MOEA/D outperform the Pareto dominance methods in terms of both non-domination and diversity criteria. It suggests that decomposition based multi objective evolutionary algorithms are very promising in dealing with real-world water engineering optimization problems.

The aim of this study was to examine reliability and validity of Persian version of Chronic Stress Scale (CSS) among a sample of first degree relatives of patients with type II diabetes. English version of CSS was transformed into a Persian questionnaire after translation and back-translation and then was used among 199 participants of the research. In order to explore test-retest reliability of CSS, 30 subjects answered the questions again, 8 to 11 weeks after first testing. Internal consistency of CSS in terms of alpha coefficient was obtained 0.87. Correlation coefficients between CSS and type D personality scale, neuroticism subscale of EPQ-RS, depression subscale of DAS, and anger and hostility subscale of SCL-90-R was obtained 0.36, 0.34, 0.38, and 0.30 respectively. Test-retest reliability with 8- to 11-week distance between two testing periods was 0.73. Based on results of our study, Persian version of CSS has the required psychometric properties for application in psychological studies on Iranian populations at risk of chronic diseases.

Marital adjustment has long been a critical issue to be addressed by decision makers. Research suggest that various emotional-related abilities are important for a happy long-term marriage. These abilities include the accurate perception and identification of emotion, the clear expression of emotions (especially positive ones), and mutual understanding, and effective emotion regulation. It could be argued that all these abilities are potentially involved in emotional intelligence (Ciarrochi, Forgas, Mayer, 2001). The present study was aimed to investigate the relationship between emotional intelligence and marital adjustment among married female teachers in Tehran.Participants (N=109) randomly selected from all school levels. Then Emotional Quotient Inventory (Bar-On,1980) and Dyadic Adjustment Scale (Spanier,1971) were administred to all participants. Analysis of data (Pearson correlation and linear stepwise regression) indicated a significant relationship between emotional intelligece and marital adjustment (0.42). Linear stepwise regression revealed that general mood factor (happiness and optimism) at step 1 and interpersonal factor at step could significantly predict marital adjustment.