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Persistent Identifier
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doi:10.5683/SP2/K3RFZL |
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Publication Date
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2019-03-20 |
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Title
| Replication Data for: Taylor, D. D. J., Slocum, A. H., & Whittle, A. J. Demand satisfaction as a framework for understanding intermittent water supply systems. |
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Author
| Taylor, David D. J. (University of Toronto) - ORCID: 0000-0003-0979-118X
Slocum, Alexander H. (MIT)
Whittle, Andrew J. (MIT) |
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Point of Contact
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Use email button above to contact.
Taylor, David (University of Toronto) |
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Description
| To validate the analytical model presented in the associated paper, four continuous reference networks were converted to represent intermittent water supplies (IWS). After converting the reference networks, their behavior was simulated across a range of supply, demand, and leakage conditions. This dataset contains both the quantitative results required for replication (the tabular data) and the 16 EPANET input files required to repeat the baseline simulations ('.inp' files). The tabular data file contains the results of all simulations described in the associated paper. "NA" cells indicate that rare scenario where the hydraulic simulation stopped because it was unbalanced. (2019-03-19) |
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Subject
| Engineering |
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Keyword
| Intermittent Water Supply
Water Distribution Systems
EPANET
Sustainable Development Goal
Water Supply
Hydraulic Model |
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Related Publication
| Taylor, D. D. J., Slocum, A. H., & Whittle, A. J. (2019). Demand satisfaction as a framework for understanding intermittent water supply systems. Water Resources Research, vol. 55, no. 7, pp. 5217–5237, 2019. doi: 10.1029/2018WR024124 http://www.doi.org/10.1029/2018WR024124 |
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Notes
| TABULAR VARIABLE DESCRIPTIONS: Columns are as follows: duty cycle ($t$), predicted $V_T$, predicted $V_L$, predicted $V_R$, simulated $V_T$, simulated $V_L$, simulated $V_R$, $\hat{Q}_L$, $\hat{Q}_R$, $V_D^0$, $V_D^*/V_D^0$, $a^*/a^0$, $R^2$ for $V_T(t)$, $R^2$ for $V_L(t)$, $R^2$ for $V_R(t)$, network's name, fraction of demand in the continuous reference network assumed to be true demand, and fraction of demand in the continuous reference network assumed to be leakage. The left seven columns vary in every row. The remaining columns are constant for each simulated scenario. Daily volumes ($V$) are in millions of liters (ML). Calibrated flow rates ($\hat{Q}$) are in millions of liters per hour (ML/hr). Variables are described in the paper. |
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Language
| English |
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Funding Information
| MIT Tata Center for Technology and Design
Natural Sciences and Engineering Research Council of Canada (NSERC) |
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Depositor
| Taylor, David |
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Deposit Date
| 2019-03-19 |
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Data Type
| Simulation |
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Software
| EPANET2, Version: epamodule.py |
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Origin of Historical Sources
| Simulations were based on modified versions of EPANET input files GOY, PES, MOD, and BIN. GOY was presented by Kim, J. H., Kim, T. G., Kim, J. H., & Yoon, Y. N. (1994). A study on the pipe network system design using non-linear programming. J. Korean Water Resour. Assoc, 27 (4), 59-67. PES and MOD were presented by Bragalli, C., D'Ambrosio, C., Lee, J., Lodi, A., & Toth, P. (2012, June). On the optimal design of water distribution networks: a practical MINLP approach. Optimization and Engineering, 13 (2), 219-246. doi: 10/cntdv3. Finally, BIN was presented by Reca, J., & Martnez, J. (2006, May). Genetic algorithms for the design of looped irrigation water distribution networks. Water Resources Research, 42 (5), W05416. doi: 10/ftzw2r |
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Characteristic of Sources
| EPANET input files ('.inp' files) |
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Documentation and Access to Sources
| The original files are hosted by the University of Exeter (http://emps.exeter.ac.uk/engineering/research/cws/resources/benchmarks/design-resiliance-pareto-fronts/data-files/). Access is described by Wang, Q., Guidolin, M., Savic, D., & Kapelan, Z. (2014). Two-objective design of benchmark problems of a water distribution system via MOEAs: towards the best-known approximation of the true Pareto front. Journal of Water Resources Planning and Management , 141 (3), 04014060. doi: 10/f63qjc |
