Design of Water Supply Pipe Networks

Swamee, Prabhata K.; Sharma, Ashok

doi:10.1002/9780470225059

Cited by 170 publications

(124 citation statements)

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“…The overall configuration of the DWDS was in a 'loop' layout to enhance circulation and minimize stagnation (Swamee and Sharma, 2008). Most of the sites were supplied by loops (74.6%), with a few exceptions supplied directly by one water main (12.2%) or a dead-end connecting from a regional loop (12.7%) (Supplementary Figure S2E).…”

Section: Resultsmentioning

confidence: 99%

“…Most of the sites were supplied by loops (74.6%), with a few exceptions supplied directly by one water main (12.2%) or a dead-end connecting from a regional loop (12.7%) (Supplementary Figure S2E). In a loop configuration, the direction of water flow is not fixed, but changes according to the relative transient pressure (Swamee and Sharma, 2008). Thus, water age in this study was estimated through hydraulic models and varied from 0.7 to 89 h. (Supplementary Figure S2F).…”

Section: Resultsmentioning

confidence: 99%

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Core-satellite populations and seasonality of water meter biofilms in a metropolitan drinking water distribution system

et al. 2015

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Drinking water distribution systems (DWDSs) harbor the microorganisms in biofilms and suspended communities, yet the diversity and spatiotemporal distribution have been studied mainly in the suspended communities. This study examined the diversity of biofilms in an urban DWDS, its relationship with suspended communities and its dynamics. The studied DWDS in Urbana, Illinois received conventionally treated and disinfected water sourced from the groundwater. Over a 2-year span, biomass were sampled from household water meters (n = 213) and tap water (n = 20) to represent biofilm and suspended communities, respectively. A positive correlation between operational taxonomic unit (OTU) abundance and occupancy was observed. Examined under a 'core-satellite' model, the biofilm community comprised 31 core populations that encompassed 76.7% of total 16 S rRNA gene pyrosequences. The biofilm communities shared with the suspended community highly abundant and prevalent OTUs, which related to methano-/methylotrophs (i.e., Methylophilaceae and Methylococcaceae) and aerobic heterotrophs (Sphingomonadaceae and Comamonadaceae), yet differed by specific core populations and lower diversity and evenness. Multivariate tests indicated seasonality as the main contributor to community structure variation. This pattern was resilient to annual change and correlated to the cyclic fluctuations of core populations. The findings of a distinctive biofilm community assemblage and methano-/methyltrophic primary production provide critical insights for developing more targeted water quality monitoring programs and treatment strategies for groundwater-sourced drinking water systems.

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Section: Resultsmentioning

confidence: 99%

Section: Resultsmentioning

confidence: 99%

Core-satellite populations and seasonality of water meter biofilms in a metropolitan drinking water distribution system

et al. 2015

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“…VI ok (2010) noted by examining the cost functions by Swamee & Sharma (2008) that unit cost models had not been developed for chambers that allowed interconnections between parallel pipes. Consequently, cost functions were developed for chambers that contain the necessary pipe work and valves required to connect two and three pipes in parallel (VI ok, 2010).…”

Section: Cost Modellingmentioning

confidence: 99%

“…Even more than half a century ago, Chilton (1949), as cited in Clark & Dorsey (1982), recognised that economic assessments are necessary so that alternatives that are not cost-effective can be eliminated, and research and engineering studies can be focussed on the designs that show the most potential. Hence, besides considering functional Chapter 2: Literature Review U n i v e r s i t y o f C a p e T o w n requirements, the solution for the design of a water distribution system should be based on least-cost considerations (Swamee & Sharma, 2008) ..…”

Section: Cost Considerationsmentioning

confidence: 99%

“…To be able to achieve this objective, a cost model is required so that cost analysis can be performed on the bulk supply system. Since there is no point in reinventing the wheel, existing cost models (Swamee & Sharma, 2008;Vlok, 2010) were used in developing this method. The details for these cost models are presented later in Section 6.4.…”

Section: Bulk Water Supply System and Storage Reservoir Designmentioning

confidence: 99%

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Optimal Reliability-Based Design of Bulk Water Supply Systems

Chang

Zyl

2014

J. Water Resour. Plann. Manage.

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DJ :;sc rt(l 1I UIl s uhnlltt ed In p a rt i~l fulfi lm en t o~' th e reqlllrcrnen ts fu r tht., degree ofM~s t e r ofSClence In Enginee ring AbstractBulk water supply systems are usually designed according to deterministic design guidelines. In South Africa, design guidelines specify that a bulk storage reservoir should have a storage capacity of 48 hours of annual average daily demand (AADD), and the feeder pipe a capacity of 1.5 times AADD (CSIR, 2000). Nel & Haarhoff (1996) proposed a stochastic analysis method that allowed the reliability of a reservoir to be estimated based on a Monte Carlo analysis of consumer demand, fire water demand and pipe failures. Van Zyl et al. (2008) developed this method further and proposed a design criterion of one failure in ten years under seasonal peak conditions.In this study, a method for the optimal design of bulk water supply systems is proposed with the design variables being the configuration of the feeder pipe system, the feeder pipe diameters (i.e. capacity), and the size of the bulk storage reservoir. The stochastic analysis method is applied to determine a trade-off curve between system cost and reliability, from which the designer can select a suitable solution.Optimisation of the bulk system was performed using the multi-objective genetic algorithm, NSGA-II. As Monte Carlo sampling can be computationally expensive, especially when large numbers of simulations are required in an optimisation exercise, a compression heuristic was implemented and refined to reduce the computational effort required of the stochastic simulation. Use of the compression heuristic instead of full Monte Carlo simulation in the reliability analysis achieved computational time savings of around 75% for the optimisation of a typical system.Application of the optimisation model showed that it was able to successfully produce a set of Pareto-optimal solutions ranging from low reliability, low cost solutions to high reliability, high cost solutions. The proposed method was first applied to a typical system, resulting in an optimal reservoir size of approximately 22 h AADD and feeder pipe capacity of 2 times AADD. This solution achieved 9% savings in total system cost compared to the South African design guidelines. In addition, the optimal solution proved to have better reliability that one designed according to South African guidelines.A sensitivity analysis demonstrated the effects of changing various system and stochastic parameters from typical to low and high values. The sensitivity results revealed that the length of the feeder pipe system has the greatest impact on both the cost and reliability of the bulk system. It was also found that a single feeder pipe is optimal in most cases, and that parallel feeder pipes are only optimal for short feeder pipe lengths.The optimisation model is capable of narrowing down the search region to a handful of possible design solutions, and can thus be used by the engineer as a tool to assist with the design of the final system.

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Introduction

2010

Gravity‐Driven Water Flow in Networks

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Design of Water Supply Pipe Networks

Cited by 170 publications

References 4 publications

Core-satellite populations and seasonality of water meter biofilms in a metropolitan drinking water distribution system

Core-satellite populations and seasonality of water meter biofilms in a metropolitan drinking water distribution system

Optimal Reliability-Based Design of Bulk Water Supply Systems

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