Multi-Objective Optimal Design of Dual Water Distribution Network

2011 ◽  
Author(s):  
Doosun Kang ◽  
Kevin Lansey
Keyword(s):  
Optimal Design ◽  
Water Distribution ◽  
Distribution Network ◽  
Water Distribution Network ◽  
Multi Objective

scholarly journals Optimal Design of District Metered Areas in a Water Distribution Network Using Coupled Self-Organizing Map and Community Structure Algorithm

Water ◽  
2021 ◽  
Vol 13 (6) ◽  
pp. 836
Author(s):  
Xuan Khoa Bui ◽  
Malvin S. Marlim ◽  
Doosun Kang
Keyword(s):  
Community Structure ◽  
Optimal Design ◽  
Water Distribution ◽  
Distribution Network ◽  
Coupled Model ◽  
Water Distribution Network ◽  
Self Organizing Map ◽  
Structure Algorithm ◽  
Demand Variability ◽  
Self Organizing

Operation and management of a water distribution network (WDN) by district metered areas (DMAs) bring many benefits for water utilities, particularly regarding water loss control and pressure management. However, the optimal design of DMAs in a WDN is a challenging task. This paper proposes an approach for the optimal design of DMAs in the multiple-criteria decision analysis (MCDA) framework based on the outcome of a coupled model comprising a self-organizing map (SOM) and a community structure algorithm (CSA). First, the clustering principle of the SOM algorithm is applied to construct initial homologous clusters in terms of pressure and elevation. CSA is then coupled to refine the SOM-based initial clusters for the automated creation of multiscale and dynamic DMA layouts. Finally, the criteria for quantifying the performance of each DMA layout solution are assessed in the MCDA framework. Verifying the model on a hypothetical network and an actual WDN proved that it could efficiently create homologous and dynamic DMA layouts capable of adapting to water demand variability.

scholarly journals Evolutionary multi-objective optimization of the design and operation of water distribution network: total cost vs. reliability vs. water quality

2006 ◽  
Vol 8 (3) ◽  
pp. 165-179 ◽  
Author(s):  
Raziyeh Farmani ◽  
Godfrey Walters ◽  
Dragan Savic
Keyword(s):  
Water Quality ◽  
Residence Time ◽  
Water Distribution ◽  
Distribution Network ◽  
Water Distribution Network ◽  
Loading Conditions ◽  
Pump Operation ◽  
Total Cost ◽  
Multi Objective ◽  
Storage Facilities

An expanded rehabilitation of the hypothetical water distribution network of Anytown, USA is considered. As well as pipe rehabilitation decisions, tank sizing, tank siting and pump operation schedules are considered as design variables. Inclusion of pump operation schedules requires consideration of water system operation over the demand pattern period. Design of distribution storage facilities involves solving numerous issues and trade-offs such as locations, levels and volume. This paper investigates the application of multi-objective evolutionary algorithms in the identification of the pay-off characteristic between total cost, reliability and water quality of Anytown's water distribution system. A new approach is presented for formulation of the model. To provide flexibility, the network must be designed and operated under multiple loading conditions. The cost of the solution includes the capital costs of pipes and tanks as well as the present value of the energy consumed during a specified period. Optimization tends to reduce costs by reducing the diameter of, or completely eliminating, pipes, thus leaving the system with insufficient capacity to respond to pipe breaks or demands that exceed design values without violating required performance levels. Here a resilience index is considered as a second objective to increase the hydraulic reliability and the availability of water during pipe failures. Considering reliability as one of the objectives in the optimization process will decrease the level of vulnerability for the solutions and therefore will result in robust networks. However, oversized distribution mains and storage tanks will have adverse effects on water age with negative effects on water quality due to low flow velocity and little turnover, respectively. Therefore, another objective in the design and operation of distribution systems with storage facilities is the minimization of residence time, thus minimizing deterioration in water quality, which is directly associated with the age of water. Residence time must include not only the time in tanks but also the travel time before and after the water's entry into the storage facilities. The residence time of the water in the network is considered as a surrogate measure of water quality. Results are presented for the pay-off characteristics between total cost, reliability and water quality, for 24 h design and five loading conditions.

scholarly journals Optimal Design of and Transition towards Water Distribution Network Blueprints

Proceedings ◽  
2018 ◽  
Vol 2 (11) ◽  
pp. 584
Author(s):  
Ina Vertommen ◽  
Karel van Laarhoven ◽  
Peter van Thienen ◽  
Claudia Agudelo-Vera ◽  
Tjakko Haaijer ◽  
...  
Keyword(s):  
Optimal Design ◽  
The Netherlands ◽  
Water Distribution ◽  
Distribution Network ◽  
Water Distribution Network ◽  
Distribution Networks ◽  
Hydraulic Performance ◽  
Transition Phase ◽  
Water Distribution Networks ◽  
Construction Sites

The design of network blueprints (ideal design of water distribution networks taking into account the existing infrastructure) is optimized considering the minimization of costs while satisfying the required pressure and flow velocities. The optimal transition from the existing infrastructure towards the blueprint is described by the minimization of pipe failures or maximization of hydraulic performance and the number of construction sites, where old pipes are replaced by new ones, in each transition phase. Both problems are solved with Gondwana. An application to the network of Helmond-Mierlo (The Netherlands) shows that the costs for the optimized blueprint are only 64% of those from the currently existing infrastructure, while the hydraulic performance is improved. The optimized transition shows that a larger number of intervention sites allows for a higher reduction of pipe failures and a better hydraulic performance of the network.

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