Water Supply Network District Metering: Theory and Case by Armando Di Nardo

By Armando Di Nardo

The administration of a water offer community might be considerably enhanced defining everlasting sectors or districts that boosts easier water loss detection and strain administration.
However, the water community partitioning could compromise water process functionality, in view that a few pipes are typically closed to delimit districts so as to not have too many metering stations, to diminish expenses and simplify water stability. this can lessen the reliability of the entire process and never warrantly the supply of water on the diversified community nodes. In sensible purposes, the layout of districts or sectors is mostly in keeping with empirical methods or on restricted box reviews.
The publication proposes a layout help method, in accordance with graph concept ideas and established on genuine case research. The defined method might help water utilities, pros and researchers to outline the optimum districts or sectors of a water offer network.

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Extra info for Water Supply Network District Metering: Theory and Case Study

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Therefore other district indices were used, specifically: district performance statistical indices that compute MEAN, MINIMUM, MAXIMUM and SQM values of hydraulic head for each district nodes. Statistical indices allow us to summarize the most important information about nodal heads traditionally used to measure the level of service of WDS. c) Hydraulic Indices Finally district performance hydraulic indices were also developed in order to evaluate the behaviour of WDM with reference to district design pressure, as follows: Design Support Methodology 35 - Root of Mean Squares (RMS) of Pressure Deviations: RM SP Dk = nk i=l hki − h¯i Nk 2 where hki is water pressure in the i-th node of the k-th DMA; hi is design pressure in the same node; nk is the number of the k-th district nodes.

Pilot Site of Monterusciello 2 (Google-Tele Atlas 2008) to measure and monitor water leakages within the network was installed in this pilot site. Currently, the situation is as follows: • there are several areas where public spaces should have been landscaped and furnished which have been left as wasteland; • some infrastructures are not utilised at present and are deteriorating (such as shopping malls); the infrastructures which are working are in very poor maintenance conditions; • the residential buildings, which were built hurriedly and with inadequate technologies, are in poor conditions due to many co-factors: poor quality of materials, lack of regular maintenance (in most cases maintenance interventions are performed occasionally, only when there 42 A.

It can also be observed that each WDM obtained with DSM shows a good Ird value. In particular, the WDM A1 shows a value F=0 since it was created without closing any pipes on GM ; indeed, in this case, the only pipes closed by boundary valves are not included in any shortest path and they all have, obviously, f j =0. 10, with a negligible increase in dissipated power PD and equal to 38 kWatt at the maximum. Such small deviations are compatible with the performances of the system as confirmed by statistical (Table 6) and hydraulic (Table 7) indices.

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