نشریه پژوهش های مهندسی آب ایران
سال دوم شماره 1 (پیاپی 2، بهار 1401)

Individualistic mathematical models based on bioenergy theory are the latest research in modeling river habitats. This study explains the principles and method of individualistic population modeling based on bioenergy theory. Moreover, it presents the application of the model in the evaluation of red-trout habitats of the Red River in the National Park. Investigating the capabilities of the individualistic inSTREAM model as well as the results of bioenergy modeling presented in the present study showed that modeling presented in this study can make changes in different types of growth and habitat quality, as well as areas for biomonths with respect to both Biological and non-biological factors were used to distribute energy in the management and engineering of river ecosystems and to estimate ecological flows. This model is also applicable in the field of fisheries and aquaculture in order to provide more fish production and sustainable use of these resources assessment.

Mechanistic, individual-based simulation models (IBMs) have been developed to overcome well-known limitations of “habitat suitability” models such as PHABSIM (Bovee et al., 1998). InSTREAM is an individual-based stream salmonid population model designed to support river management decisions; it predicts how stream trout populations respond to habitat alteration, including altered flow, temperature, turbidity regimes, and changes in channel morphology. The model represents individual trout, with population responses emerging from how individuals are affected by their habitat and each other (especially via competition for food). Since its initial release in 2001 (Railsback and Harvey, 2001), its capabilities have been steadily developing. InSTREAM has been shown to reproduce a variety of observed patterns in salmonid behavior (e.g., Harvey and Railsback, 2014; Penaluna et al. 2015, Bjørnås et al. 2020, Hajiesmaeili, 2019). This study represents pioneering work that applies inSTREAM as an IBM in Iran for river habitat assessment of trout populations.

The process overview and the schedule executed in inSTREAM are represented by introducing the four main action groups, including habitat, fish, redd (the nests laid by spawning trout), and observer. We use an example application of the model for brown trout populations in Elarm River, Lar National Park of Iran to illustrate how inSTREAM can provide a more comprehensive understanding of river habitat assessment and management actions. To investigate the temporal variations of fish growth and how different parameters such as flow, velocity, and water temperature affect the growth variations, the monthly time series of the average specific growth rate is evaluated in terms of both length and weight. In addition, the quality of the Elarm River habitats is also assessed by examining the temporal variations in the net rate of energy intake (NREI) against mean monthly discharge per unit width that indicates the combined effects of both depth and velocity for both juvenile and adult life stages of the target species. We also develop the flow-bioenergetics (Q-NREI) curve for Elarm River to assess the range of optimal energy flow and energy variation in the actual existing condition of the river.

Our results indicated that in spring, especially during the two months of May and June, the growth rate of the fish decreased due to an increase in the flow rate and consequently the flow velocity and the increase in temperature during this time period also in the summer. Increasing discharge, flow velocity, and temperature will increase energy consumption of fish metabolism, which will lead to a decrease in growth. The growth of the juvenile life stage was more than adult. It is likely because the fish are growing at younger ages, and they need more energy to meet their physical energy demands, so they feed more. The decline in fish growth at older ages is presumably because they need less food which reduces their energy requirement to the extent that it is only required for vital functions and reproduction. During the two months of May and June NREI also decreased, and this value is negative for the adult life stage. In other words, energy consumed for metabolism used for fish respiration and swimming was more than the energy intake from food. Because this parameter depends on the length and weight of the fish and with increasing fish weight at older ages, the energy consumed will increase, thus making NREI negative. Moreover, our results showed that the flow range of 0.22-0.31 m3/s can be considered the optimal energy flow for Elarm River to maintain the sustainability of the river ecosystem.

Considering the key habitat variables affecting individuals and the mechanisms through which those variables affect individual fitness (growth, survival and reproduction), an IBM like inSTREAM can predict population responses by aggregating the fates of simulated individuals over time. A key feature of IBMs is representing adaptive behavior: how individuals trade off the conflicting demands of growth, survival, and reproduction through behaviors such as selecting where to feed and when to hide instead of feeding. IBMs using this approach can predict population responses to realistically varying habitat conditions, making results directly applicable to management decisions and testable against field observations.

There have been too many natural disasters around the world that have caused natural disasters. In this natural phenomenon of floods, special importance is used, through which loading is one of the most important factors that is involved in the hydrological cycle independently. Since precipitation has played an important role in rainfall-runoff development, the accurate estimation will be used to accurately estimate flood hydrographs. In this study, to analyze the results of hydrological models using morphometric models in the upstream of Dez Dam catchment, a rainfall-runoff model has been developed through ArcHydro and HEC-GeoHMS extensions in GIS. The Karun and Dez are the biggest rivers in Iran. The catchment's area of the Dez is 23250 km 2 which is nearly 1 percent of the land area of Iran. ... Talezang hydrometric station is located on the Dez River (15 km upstream of Dez Reservoir) and its upstream catchment area is 16130 Km2. This modeling was consisted of three Digital Elevations Model (DEM) of about 12, 30 and 70 meters. All three models has been developed with the same initial conditions in HEC-HMS. The Muskingum Routing unit models the flow of water in natural and man-made open channels using the Muskingum method to route the flow. The Muskingum Routing calculates the discharge within a river or channel reach given the inflow hydrograph at the upstream end. The unit is based on the continuity equation and the Muskingum storage relationship . A minimum of two Muskingum Routing sections are required for each end of the river or channel reach. SMA soil moisture method was used for losses, Muskingum method was used for river routing and return method was used for the basal flow. The occurrence of multiple floods in the catchment area of Karun River and the lack of hourly data justify the need for this research is a time-consuming step of daily use. Algorithm D8 in environmental modeling, as a well-known routing method, will find the flow to the output point based on cell density. This method uses the extracted waterways as a criterion for the demarcation of catchments. The basis for comparison of the results with different boundaries was the least error in the initial step. The results show that the 30-meter DEM is superior to the 70-meter model in terms of the higher accuracy in the model coefficients. Specifically, the 12 meters and 70 meters DEMs with the error of -3.66 and -3.79 is much higher than 30 meters DEM error of -0.079 in the initial output. Using 12-meters DEM, due to the large area and the increase in the computational costs, the amount of demarcation done to extract the sub-basins has been done with a statistical deviation. As a result, the 30-meter DEM was implemented to perform the calibration and the validation in a continuous period of hydrometric statistics. Finally, the developed model has been used to determine the limitations of events in the range of Dez dam. This results show that the Nash error in the first stage of the model implementation was -0.079 and after the implementation of the calibration stage in the long period has decreased to 0.5

In the present study, the health status of the Choghakhor wetland, as one of the twenty-five Iranian wetlands of international importance, is assessed using the ESCOM's wetland classification and risk assessment index (WCRAI). Furthermore, the ability of the FCM-ANFIS model is investigated to predict the dissolved oxygen (DO) with electrical conductivity, water level, air temperature and water temperature as input variables. The results highlight that the Choghakhor wetland is categorized as "D" based on the A-F ecological category, which means that the wetland ecosystem has changed and a large number of local species have become extinct. Also, the output of the FCM-ANFIS model indicates the acceptable performance of the model in predicting the amount of DO due to the high values of the efficiency criteria (for the best model, DC = 0.92 and RMSE = 0.07).

The main aim of the present study was to simulate flow pattern upstream of sharp- and broad-crested weirs across a 90- degree laboratory channel bend, using the FLOW-3D model. The results indicated that Modeling results were not sensitive to the turbulent mixing length and roughness heights of the channel. Moreover, horizontal crested weirs are sufficient outside the bend. Sloping crest weirs provide better convergence of the unit flow rates across the bend in sections between 30 and 60 degrees. It was proved that the slope of the weir crest is to be in the range of 2º to 5º toward the outer bank of the bend. The broad-crested weirs are superior within the channel bend. Simulation results from the two FLOW-3D and FLUENT models are almost identical for flow patterns around the weirs.

The construction of water structures such as spillways in the longitudinal curvature of rivers is not appropriate (Ayaseh, 2011), and causes the asymmetric distribution of water and sediment flow throughout the river and along the tributary, uneven water load along the river, unbalanced operation of sluices, differences on the left and right banks capacity of the river and problems in the operation stages.There is a long history of flow studies in waterway turns (Chanel and Doering, 2008; Abad and García, 2014). The secondary current in the curvature causes a causal slope in the water surface from the outer arch to the inner arch and lateral pressure across the width, interacts with the non-uniform longitudinal velocity profile, and creates a helical flow in the output area of ​​the bend (Yasi and Valimohammadi Moghim, 2016; Hoseini Mobara and Yasi, 2017).One of the hypotheses to establish a more uniform distribution of flow across the river bend is to change the transverse floor profile to sloping (Abdolahpour, 2010).FLOW-3D has a good capability for modeling complex systems (Chanel and Doering, 2008; Developer of software for computational fluid dynamics (Flow Science Inc.), 2008). Thus, in the present study, it is applied to simulate overflows in a waterway turn and to detect the effects of the inclined crest on the flow pattern.

The FLOW-3D model is capable of simulating the flow of the overflows at the turn of a waterway. This model simultaneously solves the three-dimensional equations of continuity and Navier-Stokes,  Eqns 1-2, (11). The model applies the FAVOR leveling method to take into account solid boundary geometry (Fig. 1), and the VOF fluid volume method to simulate the flow with a free surface.Input boundary experiences fixed yield, constant pressure governs output boundary condition, and for the rest of the boundaries, the condition of symmetry was considered. The FLOW-3D model is calibrated and adjusted for three-flow, low-medium, and high-flow conditions based on the results of experimental flow tests in the flume screw interval. The simulation process in the FLOW-3D model is shown in the display process in Fig. 2.In this study, the flow pattern at six cross-sections (upstream, inlet or zero degrees, 30, 60, 90 degrees, and downstream of the turn) were derived, for three states 1) there was a sharp-crest overflow, 2) there was a wide-crest weir, and 3) there was no overflow. The experiments were performed under low (26 liters per second), medium (45 liters per second), and high (58 liters per second) flow.

Ensuring the calibration and validation process of the FLOW-3D model, the results were compared with similar experimental results for 16 sharp-crest weir tests and 16 wide-crest weir tests, also compared with results from the FLUENT simulator model.The results were presented for each of the weir installation sections (in the interval of twice the width of the flume from the upstream of the overflow to twice the width of the flume from downstream of the weir), and for the weir with horizontal and inclined crest. The results show that canal discharge for the state of the installed (sharp or wide-crest) weir is more than for the state where a weir was not installed, Fig. 3. Moreover, it shows that inclined-crest overflows cause discharge distribution per unit width (q) to be more non-uniform across the upstream section control of the weir. Therefore, horizontal-crest overflows (sharp or wide-crest) are more suitable for the upstream section of the curvatures.Fig. 4 indicates that both horizontal-sharp-crest and wide-crest overlays produce a more uniform flow (q) in the initial section (zero degrees). However, the wide-crest overflow performs better, and the sharp-crest overflow increases the discharge intensity toward the outer wall.According to Fig. 5, for the cross-section located at 30°, when there is no overflow the maximum velocity occurs at the inner walls of the bend. Although the flow shows similar behavior where a wide or sharp crest weir was installed, installing a weir decreased the measure of speed changes.Investigation of the effect of overflow on flow pattern at 60° showed that a horizontal-sharp-crest overflow causes to deviate the maximum velocity and consequently discharge to the middle of the weir crest, while the horizontal wide-crest overflow causes the maximum velocity to deviate towards the outer wall, Fig. 6.The flow pattern at 90° (Fig. 7) shows that a horizontal sharp-crest overflow causes to deviate the maximum velocity towards the inner wall, while the horizontal wide-crest overflow deviates it to the middle of the weir crest.

This research simulates an overflow (sharp or wide-crest) in different sections of a 90° bend with FLOW-3D to derive the flow pattern. The results showed that in all cross-sections, the wide-crest weirs have a better performance than the sharp-crest weirs. The horizontal-crest overflow is more effective than an overflow with an inclined crest in the upstream, beginning, end, and downstream cross-sections, although, inclined-canopy overflows distribute the flow more uniformly. Moreover, the flow patterns obtained by both FLOW-3D and FLUENT numerical models are the same and satisfactory, however, the FLUENT model products better the flow velocities in the boundary layer (near walls).

The sewage pumping station (SPS) serves as the most important structure for the sewage disposal system. The acceptable performances of SPS for reliable design and optimal energy consumption under uncertainties are of great importance for the transformation of wastewater. At a sewage pumping plant, pumps are commonly used on various lines to provide additional head to transport domestic and non-domestic sewage out of towns and villages or to the entrances of treatment plants. Today, the issue of energy management and consumption efficiency is one of the major challenges in water resources and wastewater treatment systems. This dissertation focuses on the planning of sewage pumping energy optimization, which is subject to changes in the rotational speed of the pump and the frequent pattern of inlet flow rate and, the energy consumption of pumping system of Zabol Wastewater treatment plants (WWTPs) was determined and compared using constant speed and optimal speed of pumping rotation. Several models as machine learning approaches were developed to approximate the efficiency of the pumping system in multi-objective optimization approaches (Gao et al., 2012; Marques et al., 2015; Puleo et al., 2014; Wu et al., 2013). It is shown by results from Refs. (Castellet-Viciano et al., 2018; Guo et al., 2014; Molinos-Senante et al., 2013; Pannirselvam and Gopalakrishnan, 2015) that machine learning approaches have high-ability for accurate approximation of energy cost for wastewater treatment. The artificial neural network (ANN) was utilized to estimate the energy efficiency and flow rate for optimization of pumping station (Achieng, 2019; Jamieson et al., 2007; Rao and Alvarruiz, 2007). Using ANN, Rao, and Alvarruiz, 2007 (Rao and Alvarruiz, 2007) approximated the hydrostatic pressures, tank-storage water levels, flow rate, and energy consumption for pumping networks. There conducted that the ANN was reduced the computational burdens about 10-time compared to conventional methods. Using input variables of demand conditions, control settings, and initial starting conditions, Jamieson, 2007 (Jamieson et al., 2007) applied ANN for predictions of storage levels, hydrostatic pressures, and flow rates. Torregrossa et al., 2018 (Torregrossa et al., 2018) simulated the energy consumption using ANN for the pumping station of wastewater and concluded that the ANN was performed with highaccuracy compared to the mathematical relations. For simulating the pumping systems, artificial intelligence techniques are useful tools to reduce computational burdens.optimized the energy of the pumping system using three performance strategies including i) minimizing power consumption, ii) balancing the flow rate, and iii) maximizing efficiency pumping system. Thus, the optimum condition for pumps, which can be determined based on soft computing approach using energy consumption, can be used to approximate the failure modes of SPS in reliability analysis. Therefore, variable speed control was determined for a single-pump pumping station and the optimal rotation speed of the pump was determined using a hybrid optimization model, based on the pump on/off sequence. Then, a machine learning process based on the combined reliability method was developed to estimate the probability of pump failure under the multi-probability performance function and based on the optimal energy conditions of the pumping system. Hourly data measured at Zabol pumping station was generated using the Monte Carlo method based on a probabilistic model in minutes. Comparison of coefficient of determination (R2) of real and computational data showed that the probabilistic normal log model in both Zabol plant of 0.98. In the next step, using the genetic algorithm, the optimal values of the variables of flow rate, load, and power of the pump and thus the efficiency of the pump were calculated. The efficiency resulted from the optimal rotation and the constant rotation for both Zabul stations was 0.86, .In the next step, using the neural network (ANN) model pump rotation speed is simulated based on input variables including pumping flow rate, inlet flow rate, and static height and pumping height. The results showed the accuracy of the models in simulating the pump rotation speed. The value of R2 at the Zabul pumping plant changed from 0.97 to 1 for the ANN method.

The cost of implementing water distribution networks, as one of the most important urban infrastructure projects, requires a huge investment. About 70% of the total cost of water distribution systems is directed to the cost of purchasing and implementation pipes. Reducing these costs requires choosing the right arrangement of pipes and choosing the correct diameter of network pipes from the available commercial diameters. Optimal design should be accompanied by the minimum cost of implementation and operation of the network without reducing the hydraulic performance according to the pressures and demands of the node. In order to optimally design the network to reduce the cost of investment and operation, several studies have been conducted. In these research, the initial plan is usually prepared, which is mainly done manually, taking into account all the available information, including topographic maps, urban toll maps, and population distribution and density. Then, using optimization methods, the optimal diameters are combined.However; the data needed to design a water distribution and wastewater collection network, especially in low-income countries, are often unavailable or of poor quality. Gathering the right data is often time-consuming and costly. On the other hand, the growth of modern technologies based on geographic information systems on the Internet such as Google Earth and OpenStreetMap, has made it possible to use the information in urban communication networks (such as passages, streets and roads) provided in the design of water distribution networks.On the other hand, the growth of modern technologies based on geographic information systems in the Internet such as Google Earth and OpenStreetMap, has made it possible to use information in urban communication networks (such as Passages, streets and roads) in the design of water distribution networks.Therefore, proposed an automated process for building models with the well-known EPANET tool. In this method, with limited input data and a few clicks, the user can create a network topology and assign the appropriate diameter of the pipe. For this purpose, a new program called WaterNetGen was designed and implemented as an add-on to EPANET software.As mentioned, the issue of optimal arrangement and composition of pipe diameters in water distribution networks is very important and efforts have always been made to facilitate its steps. The purpose of this study is the optimal design of water distribution network in zone 6 of Torbat-e Heydarieh in two stages completely without the intervention of expert opinions: in the first stage, the optimal network layout is extracted by DynaVIBe-Web system and then the optimal network design is minimized costs are made using WaterNetGen software. It should be noted that the proposed method has not been used in the country so far. Then, the results of the design with a completely software-based method are compared and evaluated with the current state of the network.

In this study, after receiving the initial design of the water distribution network of the case study from the DynaVIBe-Web system, , hydraulic constraints such as: nodes pressure and pipes velocity, pipes catalog … are added using by WaterNetGen software.Then, to continue the study process, 4 scenarios were considered as follows:S1: Existing status network of the city without any changesS2: Existing status network of the city with redesign using WaterNetGen software and pressure constraints based on the existing status network (in scenario S1)S3: Network extracted from DynaVIBe-Web system and designed using WaterNetGen software, pressure constraints based on existing state network (in scenario S1)S4: Network extracted from DynaVIBe-Web system and designed using WaterNetGen software, pressure constraints based on existing state network (in scenario S1)In the next step, the results of each scenario in different sections such as: velocity changes, pressure zoning, normal pressure distribution, excess pressure, length distribution and costs related to purchase and execution in all 4 scenarios are compared and finally the scenario Top was selected.

The results of this study show that the range of pressure and velocity did not change significantly. But in terms of purchase and implementation costs, the top scenario shows a 48% reduction in costs compared to the main network.

Finally, it can be said that by using the free web system DynaVIBe-Web and observing some common hydraulic conditions such as speed and pressure limits, using WaterNetGen software, a more efficient network design can be achieved than the main network of the city. Other benefits of this method include no need to use separate software to download satellite images and elevation lines to enter complex hydraulic software Water distribution network design such as WaterGEMS to draw network layout, save network design time, high accuracy in arranging the layout Network and optimal network design with observance of hydraulic constraints.