Design of Water Supply Pipe Networks
... Expansion of a WDN deals with the inclusion of additional demand nodes at predetermined locations (nodes) of the existing WDN. The maximum size of the newly connected area is suggested to be less than 20-25% of the existing WDN (Swamee & Sharma 2008). Because of the substantial economy of scale in pipe sizing and the long useful life, there may be benefits in installing piping with some excess capacity in the short term depending on the expected long-term growth (Walski 2014). ...
... Therefore, in cases of such WDN expansion problems, we assume that the newly developed subnetwork requires optimization while ensuring that the operation of the main network is not compromised. The expansion of an existing network to accommodate a new area is not uncommon in developing economies (Swamee & Sharma 2008). Under this circumstance, we present a network simplification methodology for the main network in order to speed up the overall analysis without sacrificing accuracy. ...
... The cost such as energy usage, operation and maintenance of the system components come under the recurring cost. As head loss in the system depends on pipe diameters, both the capital and running costs effectively depend on the pipe diameters (Swamee & Sharma 2008). As the connecting pipe carries the total sub-network demand, there is a significant head loss in the connecting pipe, especially in the situation where the pipe can be sufficiently long. ...
The boundaries of existing cities are expanding rapidly due to the exponential growth in urban population. Therefore, the existing water distribution networks (WDNs) need to be expanded up to the newly developed areas to meet the additional water demand. The optimal design of a sub-network planned for network expansion requires multiple simulations under various constraints. Simulating the additional sub-network along with the existing network takes a lot of CPU time. In this study, a methodology is proposed to replace an existing large pipe network with its equivalent network consisting of a single source and a single pipe by applying the non-linear Thevenin theorem being used for electrical circuits. The equivalent network model parameters are extracted by fitting the driving-node head-loss characteristics at the connecting node. Unlike all other available methods except the traditionally used reservoir–pump model, the equivalent network presented in this study reduces to only two elements. The theoretical aspect of the reservoir–pump model can be explained by the proposed Thevenin reduction method. The advantage of the proposed method is put forward by deriving an analytical expression for the condition of maximum power transfer from the equivalent main network to the sub-network. The economic diameter value of the connecting pipe is subsequently determined. The proposed network reduction method is demonstrated on different WDNs for various demand patterns. The reduced networks yield accurate results and simulate faster when compared with those of the original networks. The proposed methodology is beneficial for a focused analysis of a sub-network and to transfer maximum power to the sub-network connected to a large existing hydraulic network.
HIGHLIGHTS
Using the non-linear Thevenin theorem, a methodology is proposed for water distribution network simplification.;
The equivalent network consists of only two elements.;
The equivalent network is giving exact results as that of the original network.;
This methodology gives computational advantage.;
The relation between connecting pipe diameter and sub-network demand for maximum power transfer is derived using the equivalent network.;
... In urban water supply, multiple numbers are prescribed and used as standards to shape various aspects of the piped water supply, including service delivery, water supply infrastructure, and utility functioning (Van den Berg and Danilenko, 2010). For example, the service delivery standards include multiple prescribed numbers such as supply coverage, water quality, water quantity measured as per capita per day water supply, hours of supply, and water losses and leakages (Mays, 2000;Swamee and Sharma, 2008). ...
... Besides, within the city, the per capita standard, along with other parameters, plays a crucial role in determining the size of the multiple elements of water supply infrastructure, including the water treatment plant, transport mains, multiple storages, service reservoirs, pumping and booster stations, distribution network, service connection, and in-house plumbing (Swamee and Sharma, 2008;Mays, 2000). Therefore, the per capita standard of water supply is one of the parameters deciding the capital cost of urban water supply infrastructure. ...
This paper examines how the per capita standards of water supply are fixed, practised and delivered in cities in India. The per capita standard of water supply is a key figure in deciding the quantum of water cities can extract from adjacent regions and the amount of water individual citizens are entitled to consume. It is one of the critical parameters determining the sizing of the urban water infrastructure from the source to tap. The analysis of the per capita standard of water supply reveals a disconnect between setting per capita standards, practising these standards during the planning and designing of water supply infrastructure and delivering water as per these standards to the citizens. The per capita standards are prescribed with multiple objectives, changed frequently without providing any rationale and lack theoretical or empirical evidence substantiating them. The convenient values of per capita standards are used by the standard prescribing authorities, planners and engineers to achieve their own goals. Moreover, these standards are not monitored during service delivery to ensure water supply according to the design standards for all citizens. As a result, the per capita standard of water supply, a useful metric for planners (to allocate financial resources) and engineers (to design infrastructure), remains a fictitious number during service delivery for citizens.
... Pipe headloss. Water circulation within pipelines imposes pressure losses that are traditionally evaluated by the empirical Hazen-Williams (H-W) equation [13]. The headloss within the p-th pipe of a WDS consisting of a set of pipes np is given by: ...
... For each PRV or future PRV location, the design process of each turbine aims to appropriately select the respective turbine design points so that the financial indexes described in Eqs. (10)- (13), are optimized: PBP and LCOE are minimized and ROI and BCR are maximized. ...
... where H j is the head value of junction j and n j is the total number of WDS junctions. The most commonly used empirical formula for calculating the pipe headloss H P (m) is given by the Hazen-Williams (H-W) equation (Swamee and Sharma, 2008): ...
... where Ꝗ is the water flow rate (m 3 /s) and A,B is the resistance coefficient and flow exponent of the H-W formula. Coefficient A depends on the pipe material, diameter, length and age and is approximated with the use of available table charts (Swamee and Sharma, 2008), while B is constant and equal to 1.852. The head used by the turbine is calculated by: ...
... Statistical analyses and a hazard proportionality model are used [39]. Swamee and Sharma (2008) have developed cost functions for various assets of water distribution systems (pumping stations, piping, tanks) [40]. Clark et al. (2002) propose equations to be used for estimating the costs of construction, expansion, rehabilitation, and repair of the individual components of the water supply distribution system [41]. ...
... Statistical analyses and a hazard proportionality model are used [39]. Swamee and Sharma (2008) have developed cost functions for various assets of water distribution systems (pumping stations, piping, tanks) [40]. Clark et al. (2002) propose equations to be used for estimating the costs of construction, expansion, rehabilitation, and repair of the individual components of the water supply distribution system [41]. ...
Water, sewerage, and gas infrastructures play a crucial role in optimising the housing quality of buildings and cities. On the other hand, water, sewer, and gas pipelines constantly need maintenance, checks, and repairs. These interventions require large budgets, and therefore scrupulous investment planning is necessary. In this study, Multiple Regression Analysis (MRA) is applied to estimate the urban renovation costs related to the works on water, sewage, and gas networks. The goal is to build a reliable cost estimator that is easy to apply and has a minimum number of explanatory variables. Four regressive models are tested: linear, linear-logarithmic, logarithmic-linear, and exponential. The analysis is implemented on two datasets of projects carried out in Italy: the first collects the data of 19 projects made in historical centres, while the second collects the data of 20 projects made in the peripheries. The variables that impact costs the most are selected. In terms of results, the estimated functions return an average error of 1.25% for historical centres and 1.00% for peripheral areas. The application shows that a differentiation of cost functions based on the urban context is relevant. Specifically, two different functions are detected: exponential for historical centres and linear for peripheral areas. In conclusion, we interpret that the exponential growth of costs in historical centres depends on a series of critical issues (logistical, architectural, etc.), present to a lesser extent in the peripheries, which complicate the execution of the interventions. The approach adopted, which led to the detection of cost functions differentiated based on the urban context, allows us to benefit from more accurate modelling that considers the places’ specificities.
... However, the most important and obvious issue caused by the leakage is the increase in water loss, waste of resources, and increase in costs as a result. In the general design of drinking WDNs, leakage is usually considered as an acceptable percentage of the total per capita consumption for the design horizon at each consumption node (Swamee and Sharma 2008), but the leakage flow rate is always a function of the pressure in the pipeline at the location of the leak. Therefore, considering the amount of leakage as a function of the pressure in the WDNs at the beginning of calculations and then optimizing the network in terms of economy and pressure will be more consistent with the hydraulic concept of WDNs. ...
... However, this research is focused on the effect of pressure on the amount of leakage and how to estimate it on the optimal economic design of the WDNs, which shows the necessity of the current study. Generally, in the design of drinking WDNs, leakage is considered as an acceptable constant percentage of the total water requirement for the year of the planning horizon at each consumption node 0 (Swamee and Sharma 2008), while the leakage discharge is a function of the pressure in the pipeline at the location of the leak (Gupta et al. 2016). Therefore, optimizing the network from an economic point of view with considering the leakage as a function of the existing pressure at the beginning of calculations will be more concordance with the existing reality of hydraulic of the WDNs. ...
Leakage from water distribution networks (WDNs) is inevitable. Therefore, during design a WDN, engineers add a percentage of each nodal water demand as leakage discharge to total node demand. The amount of leakage depends on the pressure, which is not known at the design stage. Considering a constant percentage of node demand in lieu of its leakage makes the problem worse. In this study, the effect of leakage on the optimal WDN design was investigated by developing the matrix form of the gradient algorithm while accounting for leakage using the pressure-dependent model. Non-dominated genetic algorithm version II (NSGA-II) was used as the optimization engine with two objectives which includes minimizing the network construction cost and minimizing the total network pressure deficiency. Two well-known two- and three-loop WDNs in literature were studied. The results indicated that the pressure-dependent leakage varies between 12.9 and 29.44% of the node demand while the network construction cost stays the same if compared with the fixed percentage leakage model, and the construction cost would increase by 17–31%, if leakage is not accounted for. This is expected the optimized diameters and hydraulic characteristics of the networks being affected by the leakage calculation method.
... A key application of cluster-based decomposition is the development of district metered areas (DMAs) [30,[34][35][36]. Swamee and Sharma [37,38] developed a method for deconstructing a multi-source WDN, through examining the influencing regions of different water sources. The method identifies single-supplier subsystems for separate design and subsequent integration into the system. ...
Enhancing the performance of aged water distribution networks (WDNs) has become a significant global challenge. Many of these networks face issues such as deteriorated pipes, insufficient pumping heads, and increased water demands. Upgrading existing WDNs is often performed using optimization techniques, characterized by numerous decision variables, resulting in computationally intensive and time-consuming simulations. This paper proposes a novel optimal upgrading methodology for WDNs, leveraging clustering principles from graph theory. The proposed methodology involves adding a new storage tank and rehabilitating selected pipes of an existing WDN. The methodology begins with dividing the WDN into smaller subsystems based on its communication properties. The parameter ranges for adding a new storage tank are determined using a sensitivity analysis, assessing their values and impact on network resilience and water quality. Critical pipes that directly impact the WDN performance are identified and replaced for rehabilitation through three proposed scenarios, each with a distinct selection criterion. The problem is formulated as a multi-objective problem, aiming to minimize total annual costs while maximizing network resilience. The proposed methodology has proven effective in reducing the search space size and computational effort, outperforming the traditional full search space optimization approach.
... Unfortunately they are limited to unidirectional flow and can produce significant head loss as the velocity increases. Advances in technology have produced several types of PRVs, which can also serve as flow meters [1][40] [44] Thornton highlights the following considerations required by the person responsible for the selection of meter sizes and types for use as production, DMA or customer meter applications: Size of main, Flow range, Head loss at peak flow rates, Reverse flow requirements, Accuracy and repeatability, Data communication requirements, Cost of the meter, Cost of ownership, maintenance and replacement requirements, and Water utility preference or preferred supplier agreements [1][24] [40]. Most problems in operations research and engineering involve establishing the relationship between two or more variables. ...
... It consists of various elements such as reservoir, pumps, pipes, tanks and valves. In the implementation of water supply project, the distribution system cost around 80% of the total budget (Swamee & Sharma, 2008). Therefore, when designing an inexpensive and reliable water distribution network, attention should be paid to pipeline sizing. ...
Water distribution networks (WDNs) are critical infrastructures playing crucial role for the development of cities and population health by delivering water to end-users. Ensuring an efficient water supply system represents an important task for the water utilities as compromise solution between system reliability and cost (investment/maintenance) for appropriate pipe diameter sizing and isolation valve placement. Generally, these two tasks are addressed separately, and valve positioning is defined on an already designed WDN. In this work, a novel coupled multi-objective optimization approach is proposed for simultaneously define optimal pipe diameter and optimal valve placement. To solve this problem, the evolutionary genetic algorithm was combined with the hydraulic simulation software EPANET in the Matlab environment. Two objective functions were adopted, the average demand shortfall related to segmental isolation (as a surrogate for WDN reliability) and the total investment cost (pipe and valve costs). The proposed approach is applied to the WDN of the city of Goro (Italy). Design solutions are compared with those obtained by applying traditional approach for the valve placement. Results show the effectiveness of the proposed method in defining more beneficial solutions in terms of total cost, reliability and hydraulic performance.
... Smaller diameter pipes should cost less to purchase and install. The change in installed pipe cost has been reported to change with diameter raised to the power of 0.87 [5]. According to this, 100 mm pipe should cost approximately 30% less than the cost of 150 mm pipe. ...
... where K c ¼ 9.25 MPa m 0.5 = fracture toughness of pipe; PðtÞ = internal pressure of pipe; R = mean radius of pipe, given as R ¼ ðR out þ R in Þ=2, where R out ¼ 203 mm and R in ¼ 182.7 mm are external and internal radius, respectively; d ¼ 20.3 mm = thickness of pipe; r ¼ 5 mm = depth of rust pit through the pipe; Q = correction factor for semielliptical pits, which can be expressed as Q ¼ 1 þ 1.464ðr=cÞ 1.65 (Swamee and Sharma 2008), c ¼ 5 mm is the length of pit; and F e = boundary correction factor for a semielliptical surface pit located outside the pipe (Firouzi et al. 2018), which is calculated as ...
In recent decades, the outcrossing rate method has gained popularity for structural time-dependent reliability assessments (TRA). Despite numerous efforts, developing a general analytical outcrossing rate method for a nonstationary non-Gaussian performance function to estimate the failure probability within the forecast time interval remains a significant challenge. This paper introduces an analytical out-crossing rate method for non-Gaussian cases, named the three-moments-based outcrossing rate (TMO) method. The outcrossing rate is formulated based on the third-moment outcrossing rate with no assumption of the correlation between the performance function and its derivative process, allowing for a comprehensive understanding of the performance characteristics of a structure. Following the development of the proposed outcrossing rate, a TRA methodology is established to evaluate the failure probability of the nonstationary non-Gaussian performance function. Notably, the TMO method only requires statistical moments of the nonstationary non-Gaussian performance function, which are easy to calculate, facilitating efficient implementation. Three numerical examples are presented to demonstrate the applicability, efficiency, and accuracy of the proposed TMO method. It can be concluded that the proposed TMO method provides an accurate and useful approach for TRA in engineering applications.
... Pipes is made of various materials, and the properties of these vary considerably (for instance a vitrified clay pipe might be expected to have different properties from a concrete or a plastic pipe; and there are a number of plastic materials commonly in use, such as ABS, PVC, PE) and the properties would influence the interactions between soil and pipe [37]. There was no specific material required for the pipe in this study (as it aimed to consider the impact of leakage on the interconnected pipe-soil-road system), therefore the pipe material chosen for this study was selected with validation of the model in mind (Table 5). ...
... The performance violation resulting from altering input settings was calculated using GAFO. Every demand situation that can arise was examined in relation to each population's performance (41). For nodes that do not meet the minimum needed pressure of 20 m, an ongoing penalty factor of 10,000 was applied. ...
Future difficulties related to water utilization in sustainable cities will be influenced by factors such as urban development, climate change, and resource scarcity. Distribution accounts for 80–85% of the entire cost of a water supply system, making it a crucial part of all urban water systems. To increase system reliability, water distribution systems (WDS) are typically designed with the "worst scenario" or "robustness" in mind. Because deterministic assumptions are historically incorrect, a new design methodology that acknowledges uncertainty and provides greater flexibility is needed. To design WDS that are more adaptive, a Genetic Algorithm Flexibility Optimization (GAFO) model is created in Visual C++ and connected to EPANET. In contrast to classical GA optimization, GAFO uses a dynamic decision-making method to maximize a WDS's versatility at the lowest possible cost while taking into account a variety of potential future scenarios. The result is a WDS that may develop a staged implementation strategy that enables a gradual evolution of the WDS over time and follows various future trajectories (changing conditions). The convergence and flexibility of the GAFO model were determined to be good after it was tested on several fictitious scenarios. In comparison to traditional, non-flexible designs, cost reductions of 35% to 72% were achieved. DOI: https://doi.org/10.52783/pst.386
... The pipe length is divided to two segments and the water consumption from each segment is concentrated to the nearest node. This procedure is called demand allocation [17]. The demand allocation principle is applied on the network of the research. ...
The pumps of high lift station consume a high magnitude of power to deliver the water supply to the community consumers, therefore it necessary to looking for means that help to reduce this consumption. The service pipe is an important part of water supply network but it is usually ignored in network analysis. The research focuses on the investigating the effects of this pipe on annual power consumption of pump station. The proposed model is constructed using EPAnet software and different values of diameter and C-coefficient are studied. Moreover, the effect of demand allocation is also studied. The results indicated that the increasing in diameter or in C-coefficient cause decreasing of annual power consumption. The application of demand allocation gives power consumption values less than that for no demand allocation application case. The statistical model showed the significance relationship among power consumption and service pipe properties, and showed that the effect of C-coefficient is higher than the effect of diameter.
... The hydraulic performance of the distribution network was identified and evaluated by comparing these hydraulic parameters with design criteria of the distribution network and areas of high or low pressure zone. The static pressure in the distribution system is the pressure head in the network is equal to the height to which the column of liquid could be raised (Swamee and Sharma, 2008). ...
Evaluating hydraulic and utility performance of water distribution network is a way to check the functionality degree of a system. Water CAD software was used in developing a model and evaluating the hydraulic performance of water distribution system of Ataye Town, Amhara Region, Ethiopia. Both steady state and extended period simulation analysis were carried out to determine hydraulic parameters (pressure and velocity). The model was calibrated using Darwin Calibrator and validity was checked by both correlation coefficient and scatter plot. The utility performance was also evaluated using international water association performance indicators. The simulated result for steady state analysis showed that 68.7% of the nodes operated within optimum adopted pressure (15-60 meter) and 93% of the distribution pipes had a velocity of <0.6 m/s which was a minimum adopted velocity. For extended period simulation 34.3% during maximum demand time and 16.8% during minimum consumption hours had pressure <15meters. 10.8% had negative pressure during maximum demand hours located at Sudan, Selama, and Zigba sefer and 14 nodes (8.4%) during low consumption time had a pressure greater than 60meter, which was a maximum adopted pressure. The areas of high pressure were located at around mosque, Worku Hotel and Hamus Gebaya. The distribution system performs within the adopted pressure at minimum demand time (74.7%) and maximum consumption hours (65.1%). 23.5% of the systems had a velocity of 0.6-2 m/s and the rest had a velocity less than 0.6m/s during high demand time. During low consumption hours, 100% of the system velocity was estimated to be <0.6m/s. Based on the IWA performance indicators, water utility of Ataye Town was evaluated and had low, technical, financial, personnel, and environmental performances. Finally, the distribution system was modified and optimized by providing alternative connections with pressure reducing valves and changing pipe diameter to improve the hydraulic performance and reduce system disruption of the Town. Keywords: Extended period simulation; Hydraulic performance; IWA Utility performance; Steady state analysis; Water CAD
... The task complexity increases when it comes to supply various demand points at various topographies including different hydraulic gradient levels. The water supply and distribution pipes network include water supply points, water demand points, pipes, fittings, etc [1]. Control devices are also needed for leakage detection [2], pressure detection [3] at different locations. ...
Designing urban water supplies poses one
of the greatest challenges in the modern world for
fluid mechanics engineers. In academia, the
Microsoft Excel Hardy Cross method (MEHCM) is
widlely used for solving hydraulic pipe network
problems. In this paper, an alternative method is
proposed using the Simscape library in the Matlab/
Simulink environment. The approach is compared to
the MEHCM. We focus on the flow calculations of two
sources to supply a hydraulic pipe network with four
desired demand flow rates. First, the pipe network is
built using different components available in
Simscape / fluids library block. Next, the value of the
different hydraulic resistance pipes, head elevations
of the nodes and the desired flow demands are
specified in the components. Since hydraulic
resistances include pipe inside diameter, length and
coefficient of friction, we reorganize the Simscape
pipe component settings. Then, the simulation is run
while we use excel spreadsheets calculations to solve
MEHCM. The obtained results show that the
proposed Simscape implementation gives good
results with a saving of time while the MEHCM in
excel involves several laborious iterations.
Futhermore, in order to anticipate real-time
implementation problems, we simulate the case
study where the demand nodes are open freely. Here
again, the proposed method offers the possibility of
analysing the problem of hydraulic pipe networks
after real-time implementation.
... Salah satu metode yang dapat digunakan untuk analisa jaringan pipa adalah dengan metode Hardy Cross (HC). Metode HC adalah diperkenalkan pada tahun 1936 oleh seorang profesor teknik sipil dari University of Illionis, Urbana-Champaign, yang bernama Hardi Cross [1,4,7]. Melalui metode HC, analisa jaringan pipa adalah dilakukan dengan model perhitungan iterasi. ...
Studi jaringan pipa adalah termasuk persoalan matematika yang rumit dan komplek, karena memiliki jumlah pipa yang banyak dihubung secara paralel dengan jumlah loop baik satu maupun multiloop. Persoalan dalam analisa jaringan pipa harus menentukan distribusi debit aliran pada setiap pipa yang bertujuan agar keluaran debit aliran sesuai permintaan pada titik-titik tertentu. Metode Hardy Cross (HC) adalah salah satu metode yang dapat digunakan untuk analisa jaringan pipa. Dengan metode tersebut, persoalan jaringan pipa adalah diselesaikan melalui metode perhitungan iterasi dan dapat diselesaikan baik dengan perhitungan manual maupun diimplementasikan dengan program komputer. Dalam studi ini, analina jaringan pipa untuk menentukan debit aliran pada masing-masing pipa adalah dilakukan dalam bentuk studi kasus dan akan diselesaikan dengan metode HC yang diimplementasikan melalui spreadsheet excel. Kata kunci: jaringan pipa, debit aliran, metode Hardy Cross, spreadsheet excel
... ;Babatola et al. (2008),Swamee and Sharma (2008),Oke (2010),Adeniran and Oyelowo (2013),Oyebode and Igbi (2018) andAbdulsamad and Abdulrazzaq (2023). The literature such asGupta and Bhave(2007), Ge et al. (2010), Giustolisi (2010). ...
Sustainable facility design has been established as one of the most important practices for achieving sustainability. Efforts to enhance the progress on access to drinking water, sanitation and hygiene in institution's environments, attain 17 United Nations' Sustainable Development Goals, environmental and cost performances of a product require innovative design. This innovative facility design requires new design concepts and engineering specifications. In this paper, pipe network analysis of Elizade University (EU), Ilara-Mokin was conducted as a way to attain a sustainable product. The population of the institution between 2011 and 2018 was collected and projected to 2026 using the geometrical progression technic. Water demand at each of the nodes was computed using standard methods. The network was drawn and analysed using EPANET software. The study revealed that the pipeline was open loops, a mixture of both surface and underground layouts. It has an overhead tank, 43 pipes of two diameters (50 mm and 150 mm) and 44 nodes. 50 mm diameter pipes accounted for 54.51 % and 150 mm accounted for 45.49 %. The water demands at the nodes were between 30l/s and 480l/s, flows in the pipes were from 20 l/s to 3545l/s, and the velocity of flow in the pipe was in the range of 1.13 m/s to 1805 m/s and the friction factor of these pipes ranged between 0.012 and 0.016. Analysis of the Variance of the effects of the diameters on the outputs of the analysis revealed that the diameter of the pipe has an effect on the flow or discharge and the velocity of flow or discharge in the pipe, and the friction factor of these pipes, but not a significant a factor at 95 % confidence level (F1,10= 0.034; p = 0.858). It was concluded that the pipeline and pipe layout at the EU is mainly open loops, consisting of 50 millimetres and 150 millimetres diameter pipes and the size of the pipe (diameter) is a function of the flow rate, the velocity of flow and the friction factor through it. ARTICLE INFO
... Surface water sources such as rivers, lakes, and manmade reservoirs are common sources of raw water. To extract water from these sources, intake structures, and pumping stations are built [20]. The ability of a system to provide an adequate level of hydraulic pressure to consumers under both normal and abnormal conditions is defined as system reliability. ...
The hydraulic pressure head of the flowing water (between the entrance and exit pipes) in water distribution networks depends on the length and the slope of these pipes, which can represent the head losses for each meter length, where the slope and length of the water supply network pipes are dependent on specified datum ground elevations. This ground elevation may result in a reduction in head losses with hydraulic grade pressure. As a result, the precision of the measured data used to observe ground elevations is critical to decrease the error of these losses and apply an accurate local reference. It's critical to comprehend the implications of using Geographic Information System (GIS) application technology for water distribution network models to evaluate the hydraulic grade head with Iraqi Geodetic Reference. These GIS input data are based on an analysis of the relationship between selected spatial data resolution and the precision of the expected hydraulic head for selected stations with a distribution network. This research aims to review the literature and try to track the conversion of geodetic references and datums to accurately identify the hydraulic pressure for the selected locations of the water supply network. It was found that recent researches tend to use GIS application to create novel methods to reduce head losses and error.
... Modeling and optimization of the water distribution system along the water pipeline are important for the sustainable water supply of industrial enterprises and settlements (Waite, 2010;Fayomi et al., 2017;Savic, 2018;Awe et al., 2019;Kenzhaliyev et al., 2020;Walski et al., 2003). Determination of energy-saving modes of pumping unit operation is necessary for the efficiency of water pipeline operation (Lejano, 2006;Trifunovic, 2006;Dongre, 2016;Swamee & Sharma, 2008;Mala-Jetmarova et al., 2017). Figure 1 shows the scheme of the Astrakhan-Mangyshlak MWP with a total length of 1945.1 km. ...
... Calculate diameter D3 at stage one for flow paths 3-2-1, 3-2-2', and 3-3' using Equations (9) and (10), and select the optimum value. Calculate diameter D3' using Equation (15). ...
Applying mathematical models to obtain optimal solution for water transmission system has been of major concern during the last few decades for optimal utilization of public fund which is limited. Optimization problem for water transmission system is considered as a non-linear problem during the search process to identify the decision variables.In this paper, flow path algorithm coupled with dynamic programming has been adopted to obtain the optimal design of the multi reservoirwater transmission system.
... All contemporary Water Distribution Systems (WDSs) contain a significant amount of such energy. In gravity systems the input point of the main tank is higher than all the withdrawal points, so there is no need for a pumping system for water flow circulation [1]. Consequently, due to this significant elevation difference, within the lower parts of the network a high water pressure is witnessed that needs to be reduced for pipeline and consumer safety. ...
Gravity flow water distribution systems (WDSs) are used to permit water flow from an input point of highest elevation (source) to the terminal points of a system (consumers). In such WDSs, typically, there is no need for external power to maintain the flow due to the typical high gradients that exist. However, those gradients cause high water velocity and pressure to some network areas that could potentially lead to pipes bursting. Currently, the only means to regulate pressure within allowable range are Pressure Reduction Valves (PRVs). They are installed at various locations, but they cannot utilize the existing hydropower potential in terms of electrical energy production. This paper provides a methodology for hydro-turbines dimensioning, so that they mimic PRV operation in terms of pressure regulation while producing power efficiently. This includes an algorithmic process within which the proper turbine design and performance prediction are initially determined, and then, via an interconnection between EPANET and MATLAB, the hydraulic behavior of their operation within the water network is modeled and simulated. The methodology has been tested with simulations of a typical urban WDS. The results indicate that the produced turbine geometries mimic PRV action at the respective locations with more than 1% accuracy during 70% of the time (2% maximum error), while producing electric energy with hydraulic efficiency over 60%.
... Loss of pressure (hf) in the pipe occurs due to friction or friction between the fluid and the surface of the pipe. Water loss can be calculated using the following Head loss mayor formula (Kay, 2017;Swamee, 2008): Hazen-William: ...
In 2021 it is estimated that there are 19,836 people at Universitas Jambi Kampus Pinang Masak Mendalo. One of the most important aspects to support activities in Universitas Jambi Kampus Pinang Masak Mendalo is a clean water supply. This study aims to determine clean water needs, to analyse hydraulic factors such as water discharge, flow speed, water pressure, and head loss using EPANET program, and to calculate the budget required to build a water distribution pipeline system. The results of water distribution pipeline network design are clean water needs at Universitas Jambi Kampus Pinang Masak Mendalo as much as 665,910 liters/day or 18.4975 liters/second and at the maximum daily needs as much as 732,500 liters/day or 20.3472 liters/second in the projected year of 2031. Analyses of hydraulic factors in the pipeline distribution system using EPANET program and manual calculation give the same results, but there are some pipe segments that do not fulfill of flow velocity standard, that are on pipe A1 = 0.15 m/s, B1 = 0.08 m/s dan pipa B2 = 0.25 m/s. The cost required to build a clean water distribution pipeline network at the Universitas Jambi Kampus Pinang Masak Mendalo, is amounting Rp238,252,263.00,-
... Water is transferred from sources to intermediate tanks through transport networks without any intermediate withdrawals, and generally have a radial configuration. Water distribution networks transfer water from intermediate tanks to consumers, having a supply (input) point at one end and withdrawals at intermediate and end-points, and pipelines have a looped or a branched configuration [23]. ...
Water supply systems (WSS) are intensive energy demanding infrastructures relying on water storage tanks and pumping systems for delivering water to consumers which face challenges such as increasing water demand, aging infrastructure and rising energy prices. The energy transition, namely in the power sector, offers opportunities for water utilities to provide demand-side management with mutual benefits for both sectors. Current investments in renewable energy sources for self-consumption contribute to reduce the impact of energy price fluctuations on water utilities' bills. These opportunities increase the available resources to be managed, making the efficient operational management of WSS a complex task. A systematization of control strategies that can be used in this context are lacking in the literature. The aim of this work is to review and systematize operational control strategies to reduce energy and costs in WSS by analyzing existing literature. The participation in demand response mechanisms, adoption of energy efficiency measures, and utilization of renewable energy sources are explored. The main original contribution of this work relies on investigating control strategies considering the opportunities fostered within the energy transition for water utilities by addressing the WSS resources management from an integrated (supply and demand) perspective and the importance of decision support tools to drive this integration. Major research gaps identified include the need for the development of appropriate tools to support real-time decision making in WSS operation. Research on optimization techniques applied to complex water networks and extended periods is still scarce, which opens promising research avenues.
... (i) Design Period The design period is the duration for which the system is capable of performing its intended function [34,35]. A system designed to sustain for a certain predetermined design period. ...
The challenge of achieving and measuring urban water sustainability is hard because of its complex nature. The sustainability of urban drinking water system (UDWS) is no exception, as integration of technical, environmental, social, economic, and institutional elements of sustainability is defying and perplexing in terms of its application and evaluation. This paper deals with the technical aspects related to the design, construction, operation, and maintenance factors of a UDWS. Measurement of the status of such factors is almost impossible in generic formats. Therefore, a list of measurable sub factors was developed through an extensive literature survey and refined by involving appropriate stakeholders. This led to the development of a hierarchy from criteria to factors and from factors to sub factors, making a case for the utilization of an analytic hierarchy process (AHP) for multicriteria analysis (MCA). Appropriate stakeholders were included in this research to address the issues for which there were major gaps in the literature. A set of guidelines were developed for the evaluation of the status of various sub factors in a quantitative format. It is concluded that a trans disciplinary framework, the involvement of stakeholders, and guidelines for adopting appropriate processes and techniques may improve the sustainability of stressed urban water systems.
... The major frictional head loss for the rate of flow of liquid through a given network is related by the Darcy-Weisbach equation which is given by Eq. (1.2). (1.2) where is the head loss due to friction in units of energy per unit length in m, represents the length of the pipe in m, denotes the gravitational acceleration in m/s 2 and represents the coefficient of surface resistance or the Darcy friction factor which is dimensionless in nature [6]. It relates the head loss due to friction along a given length of pipe to the average velocity of the fluid flow for an incompressible fluid. ...
Fluid flow through pipelines has a huge number of applications. The pipelines design aims to deliver the fluid in a cost-effective manner with the necessary flow rate and required head. The analysis of the network design for the fluid flow is highly important in order to evaluate its performance. The essential and integral part of the network analysis during the motion of fluid through the pipelines is the estimation of head loss which includes the determination of friction factor. The choosing of the appropriate, optimum and economic conduit involves numerous hydraulic computations. The commonly used, well-established methods universally adopted are the Darcy-Weisbach equation and the Hazen-Williams formula for the determination of major friction loss of the fluid flow. A number of approximate explicit equations have been developed based on the friction factor of the Darcy-Weisbach equation. The study involves selecting an appropriate explicit equation for the determination of the Darcy friction factor and estimating the major head loss existing in the newly modeled pipe network for the farm located at Hamelmalo Agricultural College in Eritrea. Eleven different explicit equations were chosen for the determination of friction factor based on different selection criteria, and the pressure loss was determined in each case and was compared with the standard Colebrook-White equation. Statistical methodologies were used to evaluate and obtain the best fit equation for the network.
... In Eq. (10g), the piping cost are associated with the length (L) and diameter (D) of the piping. Moreover, and are design parameters that depend on the pipe material (Swamee and Sharma [45]). ...
Developing technologies that can supply water and energy in a sustainable manner is essential in addressing the resource scarcity of small communities. Therefore, the main motivation of this article, is to find, through the analysis of different study cases, the optimal design of the open-cycle, Ocean Thermal Energy Conversion (OC-OTEC) system. Specifically, we proposed optimization formulations to determine the operation policy and sizing of the system while considering four conflicting objectives: minimizing the total annual cost, minimizing CO2 emissions, and maximizing the generation potential of the products derived from the operation of the OC-OTEC (water and energy). The formulation captures seasonal effects and restrictions on water and energy demands determined by the end-user as well as diverse technical, operational, and design restrictions. The proposed model is applied to a study area in the Pacific region of Mexico.
... Rysunek 8. Schemat układu sieci wodociągowych Źródło: opracowanie własne na podstawie Heidrich, 1999b;Osuch-Pajdzińska, Roman, 2008;Swamee, Sharma, 2008;Kwietniewski, Olszewski, Osuch-Pajdzińska, 2009. ...
Badania związane z planowaniem przestrzennym wskazują na ważną rolę infrastruktury w kreowaniu struktury funkcjonalno-przestrzennej miast i obszarów wiejskich. Jest to istotne, ponieważ podejmowanie decyzji na różnych szczeblach administracji publicznej powinno opierać się na dowodach wykorzystujących dostępny zasób danych. Celem monografii jest usystematyzowanie wiedzy w dwóch obszarach: infrastrukturalnym i planowania przestrzennego, które powiązane są ze sobą zarówno na gruncie teoretycznym, jak i praktycznym. Przedstawione w publikacji podejście może być wykorzystane do podnoszenia efektywności procesów związanych z planowaniem przestrzennym i rozwojem infrastruktury. W obu przypadkach zapewnia to wsparcie procesu rozwoju jednostki terytorialnej. Prezentowane zagadnienia są próbą wypełnienia luki w literaturze przedmiotu w zakresie złożoności procesów wpływających na rozwój infrastruktury. Stanowią one uzupełnienie dotychczasowych badań o elementy wynikające z rozwoju technologicznego czy globalnych wyzwań, które bezpośrednio oddziałują na rozwój struktury funkcjonalno-przestrzennej jednostek terytorialnych i powiązanej z nią infrastruktury. Uniwersalizm publikacji pozwala na wskazanie szerokiego grona jej odbiorców. Adresatami monografii są środowiska naukowe, w tym: ekonomiści, planiści, urbaniści, geografowie, którzy zajmują się w swojej pracy badawczej zagadnieniami planowania przestrzennego oraz szeroko rozumianej infrastruktury. Ponadto praktycy, a w szczególności pracownicy administracji publicznej, mogą wykorzystywać zaproponowane podejście teoretyczne i metody badawcze w procesach podejmowania decyzji opartych na dowodach.
To assess the financial viability of rooftop rainwater harvesting (RWH) systems nationwide, simulations were conducted on the financial performance of the proposed RWH system for 59 sample buildings in 36 cities across China. An innovative indicator, namely catchment fraction, has been introduced to evaluate the financial efficiency of the RWH systems. The minimum recommended catchment fractions were derived for each city. A graphical representation of the economic potential of different cities and an isopleth map dividing mainland China into 10 sub-regions based on threshold catchment fractions were created to facilitate practical application. The results indicate that implementing RWH systems can be economically viable in buildings with catchment fractions exceeding the city-specific recommended values. These findings aid investors and owners in making informed decisions regarding RWH projects and provide valuable insights for water-related authorities to formulate legislation encouraging the adoption of the RWH system in China.
Wind power is unsteady due to the stochastic nature of wind. Pumped storage is a reliable technology for hydropower storage and generation. This paper aims to regulate wind power with a pumped storage facility by designing a mathematical model of a stand-alone wind-driven pumped storage. The available wind continuously pumps water to a high-elevation upper reservoir, while electricity is generated per demand. A case study was developed in eastern Sudan, and results show that wind energy can be regulated using pumped storage. The scheme had a 71% roundtrip efficiency, with a monthly energy yield of 23 GWh sufficient to support the whole population of the Red Sea State in Sudan. This result indicates the good potential of a wind-driven pumped storage system to deliver continuous electricity using intermittent wind. Such a scheme will benefit the developing countries in Africa, where the requirements of this system are easily found.
Drinking water for human health and well-being is crucial. Accidental and intentional water contamination can pose great danger to consumers. Optimal design of a system that can quickly detect the presence of contamination in a water distribution network is very challenging for technical and operational reasons. However, on the one hand improvement in chemical and biological sensor technology has created the possibility of designing efficient contamination detection systems. On the other hand, methods and tools from complex network theory, which was primarily the domain of mathematicians and physicists, provide analytical output for engineers to design, optimize, operate, and maintain complex network systems such as power grids, water distribution networks, telecommunication systems, internet, roads, supply chains, traffic and transportation systems. In this work, we develop a new modeling approach for the optimal placement of sensors for contamination detection in a water distribution network. The approach originally combines classical optimization and complex systems theory.
The mining industry is water and energy-intensive and has significant environmental impacts due to its reliance on fossil fuels. Integrating pumped hydro energy storage with a reverse osmosis plant powered by renewables could improve its sustainability. The present study assesses the feasibility of implementing a system to supply fresh water and clean energy to the mining industry of the Atacama Desert in northern Chile, using design equations, cost models, and global sensitivity analysis. The novelty of the study consists in developing a model that considers the technical, economic, and environmental aspects of putting this integrated system for mining operations in place. The results show that the levelized costs of this system to supply water and energy reach 3.20 US·MWh−1, respectively. Operating separately, the costs are 4.73 US·MWh−1 for energy. When powered by renewable energy instead of the national grid, greenhouse gas emissions are reduced from 660.58 to 143.16 ktCO2eq·y-1, making it a competitive and environmentally friendly option. Global sensitivity analysis identified prices of electricity and steel, and the reverse osmosis plant capital cost as the variables exerting the strongest impact on the levelized cost of water supply. Meanwhile, for the levelized cost of energy supply, the variables exerting the strongest impact are the photovoltaic farm capital and operational cost, and the pump as a turbine device capital cost. Therefore, to achieve a substantial reduction in the levelized costs, efforts should focus on these variables.
ARTICLE INFO This study conducts a comparative analysis between the Newton-Raphson and Hardy Cross methods for solving a looped main linear water network consisting of 4 pipes. The research findings demonstrate a high degree of unity between the outcomes obtained from these two methods, thereby validating their accuracy and reliability in solving water network equations. While the Newton-Raphson method shows faster convergence than the Hardy-Cross Method, both approaches effectively plan and analyze water networks. The analytical methodology employed in this study provides valuable insights into the applicability and efficiency of these methods in optimizing gravity main water networks. By combining the strengths of the Newton-Raphson and Hardy Cross methods, engineers and planners can make informed decisions to enhance the performance and sustainability of water distribution systems. The findings contribute to advancements in water infrastructure planning and design, aiming to ensure efficient and reliable water supply to meet the evolving needs of urban and rural communities.
This study presents a novel approach for coupling QGIS and hydraulic modeling using EPANET for the sustainable operation and management of water supply networks (WSNs) based on the pressure-dependent demand algorithm (PDA). The geo-referenced hydraulic model (GHM) was developed in QGIS utilizing the QWater plug-in, followed by the hydraulic performance appraisal based on the nodal pressures and flow velocities at the least and peak demand times. The global hydraulic performance index (HPIG) was implemented to assess the overall network reliability in 2030, generating HPIG values of 24.5% and 15% during least and peak demand, respectively. These outputs demonstrate poor hydraulic performance. Also, the simulation results indicated that at low demand, the water velocity and pressure ranged from 0.03–1.56 m/s to 0.78–78.62 m, respectively. At peak demand, the flow velocity and pressure ranged from 0.00–3.59 m/s to − 15.65–43.74 m, respectively. The suitability modeling of the ground-water potential zones (GWPZs) was implemented in QGIS utilizing the EasyAHP plug-in to facilitate the development of additional production wells. Consequently, a significant portion (36%) of the study area is highly suitable for implementing borehole wells. Therefore, integrating the QWater plug-in with EPANET 2.2 to develop and simulate the GHM of WDN based on PDA could support hydraulic engineers, field operators, planners, and decision-makers. The innovative approach would achieve several targets of SDG 6 (6.1, 6.2, 6.4, 6.5, and 6.6) of the United Nations Agenda 2030.
Graphical Abstract
For pressurized irrigation networks, the pump station is usually designed to guarantee the required operation head at all hydrants. Such a design usually results in a considerable waste of energy. Significant energy saving may be achieved by using booster pumps at critical hydrants. However, this will increase total capital cost and reduces the net economic benefit. A lot of research work has been carried out to minimize energy consumption, but no comprehensive economic study is available, which includes booster pumps. In the current study, an economic analysis of using a booster pump is carried out. Additional energy savings may be realized by dividing the hydrants into sectors. Four different scenarios are investigated. The proposed methodology is applied to a drip irrigation network at Kostol area, Egypt. The total capital cost increased by about 15.90%. However, this increase can be recovered in about five years through energy saving. Annual energy consumption is reduced by up to 35.6%. It is well understood that these results are constrained by temporal and spatial variations of field data. However, accumulated experience gained by similar studies for different networks and varying costs will provide valuable guidelines for the designers. Research may be extended to include additional operation and maintenance costs, water costs, and crop return value.
This research brings a new analysis method for a continuous water supply distribution network. The number of house service connections in different story buildings, rather than the nodal peak demand, shall be accounted for in the analysis. This work aims to consider the flow when pipes are opened in the house plumbing systems. The approach deviates from a traditional peak demand-based analysis of the water distribution network. The analysis gives the flow rate at each nodal point that could be observed in the different story buildings. The methodology is applied to a hypothetical network and shows how much flow and nodal pressure can occur when different percentages of consumers are in an active state. This study indicates that the peak demand-based sizing of the supply pipes could have a deficient capacity under real scenarios. The proposed analysis method will help to understand the actual behavior of the network.
Water Distribution Networks represent a major economic investment of the total cost of water supply systems. Pipe cost optimization is usually considered as a prime objective. However, minimizing the capital cost of the pipeline alone may result in increasing the cost of pumping, so the balance between pipe cost and pumping cost is a vital issue. In this study, an empirical model is formulated to select the economic pipe diameter based on capital and operation costs. A new Diameter Optimization Ratio DOR is developed to evaluate the economic optimality, which equals to 1.0 at optimal design, when rate of increase/decrease of pipe cost equals rate of decrease/increase of pumping cost. A new mathematical models are developed to calculate optimum diameter, velocity, hydraulic gradient slope for a given flow rate under given cost data assumptions. Optimum diameter does not depend on pipe length. After applying the mathematical model on this case study, the economic optimality indicator can be raised from 57.2–90.6%, and the total cost decreased by 38.8% by selecting optimum pipe diameter. After applying the mathematical model on this case study, the economic optimality indicator can be raised from 57.2–93.6%, and the total cost decreased by 36.4% by selecting optimum pipe diameter. A new Cost Optimality Factor R for each pipe and for the whole network can be defined. A case study is considered to illustrate the application of proposed methodology.
The friction factor is a widely used parameter in characterizing flow resistance in pipes and open channels. Recently, the application of machine learning and artificial intelligence (AI) has found several applications in water resource engineering. With this in view, the application of artificial intelligence techniques on Moody’s diagram for predicting the friction factor in pipe flow for both transition and turbulent flow regions has been considered in the present study. Various AI methods, like Random Forest (RF), Random Tree (RT), Support Vector Machine (SVM), M5 tree (M5), M5Rules, and REPTree models, are applied to predict the friction factor. While performing the statistical analysis (root-mean-square error (RMSE), mean absolute error (MAE), squared correlation coefficient (R2), and Nash–Sutcliffe efficiency (NSE)), it was revealed that the predictions made by the Random Forest model were the most reliable when compared to other AI tools. The main objective of this study was to highlight the limitations of artificial intelligence (AI) techniques when attempting to effectively capture the characteristics and patterns of the friction curve in certain regions of turbulent flow. To further substantiate this behavior, the conventional algebraic equation was used as a benchmark to test how well the current AI tools work. The friction factor estimates using the algebraic equation were found to be even more accurate than the Random Forest model, within a relative error of ≤±1%, in those regions where the AI models failed to capture the nature and variation in the friction factor.
Su yaşamın vazgeçilmez bir gereksinimidir. Kentsel, tarımsal ve endüstriyel su temini ve dağıtımı sistemlerinin en önemli bileşenleri pompalar ve motorlardır. Yer altından su temini için genellikle dalgıç pompalar tercih edilir. Su temininde karşı karşıya kalınan en önemli sorunların başında enerji tüketimi gelir. Eğer bir dalgıç pompa doğru işletim noktasında çalışmıyorsa verimi ciddi oranda düşer. Maalesef dalgıç pompalar sürekli olarak izlenemedikleri için verimli mi verimsiz mi çalıştığı da tespit edilemez. Uzaktan izleme sistemine sahip dalgıç pompalarda ise operatörler uzman değilse genellikle pompa verimine ilişkin yorum yapamaz. Bu durumda, oldukça fazla enerji israfı gerçekleşir. Bu tez çalışmasında, anlık debi ve basma yüksekliği bilinen veya bir uzaktan izleme sistemi ile yazılımsal olarak takip edilebilen bir dalgıç pompaya sahip bir sondaj kuyusunun doğru işletim noktasında çalışan bir pompa ile yenilenmesi veya doğru frekansta çalışması halinde yani ideal durumda ne kadar enerji tüketeceğini belirleyebilen bir yapay zekâ regresyon modeli önerilmiştir. Önerilen model Matlab yazılımında simüle edilmiş ve Microsoft Azure Machine Learning Studio bulut bilişim uygulamasında gerçekleştirilerek nesnelerin interneti teknolojisi ile çalışan web tabanlı bir su yönetim sistemi uygulamasına gerçek-zamanlı olarak entegre edilmiştir. Yapılan simülasyon çalışmaları ve saha uygulamaları, önerilen modelin başarıyla ideal enerji tüketimini belirleyebildiği ve operatörlere pompa seçim önerileri sunabildiğini göstermiştir. ---------------------------------------
Water is an indispensable necessity of life. The most important components of urban, agricultural, and industrial water supply and distribution systems are pumps and motors. Submersible pumps are generally preferred for underground water supply. Energy consumption is one of the most important problems encountered. If a submersible pump is not operating at the correct operating point, its efficiency drops drastically. Unfortunately, since submersible pumps cannot be monitored continuously, it cannot be determined whether they are working efficiently or inefficiently. With a remote monitoring system, operators cannot generally comment on pump efficiency unless they are experts. In this case, quite a lot of energy is wasted. In this thesis, an artificial intelligence regression model is proposed that can determine how much energy of a borehole with a submersible pump whose instantaneous flow and head is known or is remotely monitored with a software system, will consume in the ideal case by replacing the actual pump or operating it at the right frequency. The proposed model is simulated in Matlab software and implemented in Microsoft Azure Machine Learning Studio cloud computing application and integrated into a web-based water management system software working in real-time with Internet of Things technology. Simulation studies and field applications have shown that the proposed model can successfully determine the ideal energy consumption and offer pump selection recommendations to the operators.
The hydraulic design of the pipeline is generally evaluated for its hydraulic functioning, which involves the assessment of passing the design discharge through it. It depends upon the adequacy of gross head and pipe diameter; precautions need to be taken to avoid water hammer in the pipeline, avoidance of negative pressure, avoidance of air-entrainment. The application of the energy equation shows that parameters such as discharge, pipe diameter, head loss, gross driving head, surface roughness of pipe are interdependent. Design period of the project and aging of the pipeline affect surface roughness and friction losses in the pipeline. The verification of the adequacy of diameter (for pipe with given flow rates, length of pipeline and available gross driving head) involves determination of friction factor with necessary allowance for ageing and calculation of head loss due to friction and form losses. Friction loss refers to fraction of pressure lost by flowing fluids through a pipeline. Form loss is due to the obstructions present in the line of flow, it may be due to change in alignment, may be due to a bend or a control valve or anything which changes the course of motion of the flowing fluid. Desk studies were conducted in CWPRS, Pune to assess hydraulic suitability of MS Pipeline of right bank main canal (Telangana canal), which is intended to divert 6.527 m3/s irrigation water to Telangana. From desk studies, it was found that, considering the roughness coefficient of epoxy enameled steel pipe line as 0.89 mm, the proposed diameter of pipe of 2 m and parallel pipes of 1.6 m each were found to be adequate to carry the design discharge with the available gross head of 16.25 m and the Project is under construction.KeywordsLendi irrigation projectPipelineHydraulic designWater hammerAir entrainmentIntakeOff takeLeft bank main canalRight bank canal
The significant infrastructural gap that Italy suffers from compared to European competitors is highlighted significantly in the water field. The Blue Book 2020 emphasizes the water losses level, reaching 45%, and the age of water mains that even rises up to more than 50 years. The questions to be addressed are, therefore, the huge investments allocated for the modernization of the plant assets by rationally planning the resources to be used for this purpose, on the one hand, and how to set an effective exploitation of the European aids decided in the last European Council, on the other. The planning can take place with the support of expeditious tools for the preventive estimate of investment costs, allowing an easier and quicker evaluation of the convenience of the expenses to be planned. The rapid estimation tools include multivariate models which, based on regressive functions trained on real cases, can contribute to interpret the phenomenon of price formation and identify useful predictors in the preventive phase. Among the suggested models in the bibliography is the one proposed by the University of Salerno in 2003 in the research project about the selection and cost control in urban and territorial redevelopment, financed with funds from the Ministry of Education, University and Research. This unknown work, published only in Italy, applies the model to multiple case studies other than those assumed for its development and highlights its strengths and weaknesses, proposing a change to increase the effectiveness of the contingencies imposed by the legislation on the integrated water service.
This paper describes a new multi-objective evolutionary optimization approach to the simultaneous layout and pipe size design of water distribution systems. Pressure-deficient and topologically infeasible solutions are fully incorporated in the genetic algorithm without recourse to constraint violation penalties or tournaments. The proposed approach is demonstrated by solving three benchmark problems taken from the literature. New optimal layouts and/or new feasible solutions that are cheaper than the best solutions in the literature were found for both branched and looped network configurations. Specifically, a new best solution was generated for each of the above-mentioned benchmark problems. In addition, the case of the looped design of a hitherto branched network in the literature was considered. Detailed results are included that show that the proposed approach achieves good solutions efficiently and consistently.
A new multi-objective evolutionary optimization approach for joint topology and pipe size design of water distribution systems is presented. The algorithm proposed considers simultaneously the adequacy of flow and pressure at the demand nodes; the initial construction cost; the network topology; and a measure of hydraulic capacity reliability. The optimization procedure is based on a general measure of hydraulic performance that combines statistical entropy, network connectivity and hydraulic feasibility. The topological properties of the solutions are accounted for and arbitrary assumptions regarding the quality of infeasible solutions are not applied. In other words, both feasible and infeasible solutions participate in the evolutionary processes; solutions survive and reproduce or perish strictly according to their Pareto-optimality. Removing artificial barriers in this way frees the algorithm to evolve optimal solutions quickly. Furthermore, any redundant binary codes that result from crossover or mutation are eliminated gradually in a seamless and generic way that avoids the arbitrary loss of potentially useful genetic material and preserves the quality of the information that is transmitted from one generation to the next. The approach proposed is entirely generic: we have not introduced any additional parameters that require calibration on a case-by-case basis. Detailed and extensive results for two test problems are included that suggest the approach is highly effective. In general, the frontier-optimal solutions achieved include topologies that are fully branched, partially- and fully-looped and, for networks with multiple sources, completely separate sub-networks.
Predicting the impact due to the Water Hammer phenomenon is very important in the design of the pipe line and Water Hammer control equipment. Different numerical methods are used to solve Water Hammer equations. In this research, Chebyshev spectral method and Chebyshev super-spectral viscosity method have been used to solve these equations in the case of sudden and slow closing of the valve with steady, quasi-steady and unsteady roughness coefficient and were compared with experimental data. In the case of rapid closing of the valve, both spectral methods with unsteady roughness coefficient have high accuracy in predicting the pressure and the results of both methods are same. However, in the case of slow closing of the valve with unsteady roughness coefficient, at the beginning of the Water Hammer, there is an error in calculating the minimum and maximum pressure, and over time, the error decreases and the pressure values are predicted later than the real time. Comparison of the results of Chebyshev super spectral viscosity method with the finite difference method shows that the spectral method has a higher accuracy in fast closing of the valve than the finite difference method. While in the case of slow closing of the valve at the beginning of the Water Hammer, the finite difference method has a higher accuracy in calculating the minimum and maximum pressure values. But over time, the results of the Chebyshev viscosity spectral method conform to the results of the finite difference method, and both methods predict pressure values later.
Ranking pipes according to their burst likelihood can help a water utility triage its proactive maintenance budget effectively. In the research literature, data-driven approaches have been used recently to predict pipe bursts. Such approaches make use of static features of the individual pipes such as diameter, length, and material to estimate burst likelihood for the next year by learning over past historical data. The burst likelihood of a pipe also depends on dynamic features such as its pressure and flow. Existing works ignore dynamic features because the features need to be measured or are difficult to obtain accurately using a well-calibrated hydraulic model. We complement prior data-driven approaches by proposing a methodology to approximately estimate the dynamic features of individual pipes from readily available network structure and other data. We study the error introduced by our approximation on an academic benchmark water network with ground truth. Using a real-world pipe burst dataset obtained from a European water utility for multiple years, we show that our approximate dynamic features improve the ability of machine learning classifiers to predict pipe bursts. The performance (as measured by the percentage of future bursts predicted) of the best forming classifier improves by nearly 50% through these dynamic features.
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