# Multi-Directional Maximum-Entropy Approach to the Evolutionary Design Optimization of Water Distribution Systems

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## Abstract

A new multi-directional search approach that aims at maximizing the flow entropy of water distribution systems is investigated. The aim is to develop an efficient and practical maximum entropy based approach. The resulting optimization problem has four objectives, and the merits of objective reduction in the computational solution of the problem are investigated also. The relationship between statistical flow entropy and hydraulic reliability/failure tolerance is not monotonic. Consequently, a large number of maximum flow entropy solutions must be investigated to strike a balance between cost and hydraulic reliability. A multi-objective evolutionary optimization model is developed that generates *simultaneously a wide range of maximum entropy values along with clusters of maximum and near-maximum entropy solutions.* Results for a benchmark network and a real network in the literature are included that demonstrate the effectiveness of the procedure.

## Keywords

Maximum flow entropy Hydraulic reliability and redundancy Water distribution system Demand driven analysis Head driven analysis Penalty-free constrained evolutionary optimization## 1 Introduction

In the context of the design of water distribution systems, the least cost feasible solution is marginally able to satisfy the hydraulic requirements. Thus any failure in any system component can significantly affect the hydraulic performance of such designs. The incorporation of criteria other than cost to distinguish further between feasible solutions would lead to the retention of some spare capacity in the design albeit with an increase in the construction cost. Water distribution system design is conventionally dealt with as the determination of the cheapest design that is able to supply consumers with sufficient amounts of water at the required pressures. This has the limitation that such a design relies on the uninterrupted availability of all the components making up the system. However, water distribution systems are subject to component failures. For example, pipe breakage could happen due to increased pressure or pipe diameters could become smaller because of encrustation and tuberculation on the internal walls. These circumstances significantly affect water distribution system’s capacity. As a result, water distribution systems should be designed to have some spare capacity.

The absence of an agreed definition of reliability for water distribution systems along with the computational complexity associated with its evaluation (Wagner et al. 1988) led researchers to suggest various alternative surrogate reliability measures that are easy to evaluate within an optimization framework. These measures include statistical entropy (Tanyimboh and Templeman 1993a, b, c, d), resilience index (Todini 2000), network resilience (Prasad and Park 2004), modified resilience index (Jayaram and Srinivasan 2008) and surplus power factor (Vaabel et al. 2006). It has been shown that flow entropy is more accurate than the other measures (Reca et al. 2008; Raad et al. 2010; Baños et al. 2011; Tanyimboh et al. 2011; Wu et al. 2011; Saleh et al. 2012; Greco et al. 2012; Czajkowska and Tanyimboh 2013; Liu et al. 2014; Gheisi and Naser 2015).

Entropy is highly dependent on the pipe flow directions and so it is possible to achieve alternative designs delivering maximum entropy flows with different levels of compromise between cost and reliability. Tanyimboh and Templeman (1993a, b) suggested designing water distribution systems to deliver maximum entropy flows as they are more reliable and relatively inexpensive compared to traditional minimum-cost designs (Tanyimboh and Templeman 2000). Setiadi et al. (2005) found that the overall correlation between hydraulic reliability and entropy is positive. Furthermore, Tanyimboh and Sheahan (2002) demonstrated that two different layouts having the same maximum entropy value tend to have similar properties such as hydraulic reliability. However, a water distribution system has a large number of feasible and infeasible sets of flow directions and consequently the early studies maximized entropy by limiting the solution space using predefined flow directions. The complexity of the underlying combinatorial optimization problem may be illustrated by noting that a network with 20 pipes has 2^{20} i.e. 1,048,576 sets of flow directions.

The global maximum entropy (GME) optimization for water distribution systems is a many-objective optimization problem, i.e. optimization problems with four objectives or more. The application of multi-objective evolutionary algorithms in the solution of many-objective optimization problems leads to additional challenges including: high computational cost; poor scalability of most available multi-objective evolutionary algorithms, for example, most designs will have the same rank as the number of objectives increases; and difficulty in visualizing the Pareto-optimal front, for example, identifying the non-dominated solutions when more than four objectives are involved (Saxena et al. 2013).

In this paper, a multi-objective evolutionary optimization approach is developed that generates simultaneously a wide range of maximum entropy values along with clusters of maximum and near-maximum entropy solutions. Unlike previous approaches (e.g. Tanyimboh and Templeman 2000) the new procedure developed here does not require the pipe flow directions to be specified beforehand. The penalty-free formulation proposed aims to exploit fully the information content of the entire solution space. All solutions both feasible and infeasible are rated strictly in accordance with Pareto-dominance, without recourse to constraint-violation penalties or tournaments.

## 2 Flow Entropy Function for Water Distribution Systems

*x*

_{ i }

*, i*= 1,

*…, n,*with probabilities

*p(x*

_{ i }

*),*where

*n*is the total number of discrete valued alternatives. Thus

*S*is the entropy. Tanyimboh and Templeman (1993a, b, c, d) developed the statistical flow entropy function for water distribution systems

*S*= flow entropy;

*S*

_{ 0 }= entropy of sources or external supplies;

*S*

_{ i }= entropy of node

*i; P*

_{ i }= fraction of the total flow that the network supplies that reaches node

*i*; and

*N*= number of nodes in the network.

*Q*

_{ 0i }= the inflow at source node

*i, T*is the total demand and the set

*I*includes all the source nodes. Also,

*S*

_{ i }is the entropy of node

*i*;

*Q*

_{ i0 }is the demand at node

*i; Q*

_{ ij }is volume flow rate in pipe

*ij; N*

_{ i }represents the pipe flows from node

*i; T*

_{ i }is the total flow that reaches node

*i*; therefore

*P*

_{ i }=

*T*

_{ i }/

*T*is the fraction of the total demand that reaches node

*i.*

## 3 Optimization Model

There are many maximum entropy designs as there are many maximum entropy values for any water distribution system. The reason is that the entropy depends on the pipe flow directions. The multiplicity of local maximum entropy (*LME*) values was the *primary* motivation for the new approach proposed here. The multi-directional search aims to maximize simultaneously the entropy of all the different sets of pipe flow directions. For each candidate solution the actual entropy value *S* and the corresponding maximum entropy value (i.e. the largest possible value with the same flow directions) are determined. The distance between *S* and the local maximum entropy (*LME*) value represents the *local search direction* for each candidate solution. To sustain the global search throughout the evolutionary optimization, the distance between each *LME* value and the global maximum entropy (*GME*) value is minimized. The distance between the *LME* and *GME* values represents the *global search direction* for each candidate solution. The entropy value of each new solution produced is calculated (Eqs. 3–5); and if the flow directions are new, the corresponding *LME* is calculated also. The *GME* value is updated whenever a larger value is found.

*f*

_{ 1 }that is minimized.

*ij, L*

_{ ij }and

*D*

_{ ij }are the length and diameter, respectively; and

*IJ*represents the pipes in the network. The water distribution system should satisfy both the conservation of mass and energy requirements. These constraints are met externally by employing the hydraulic solver EPANET 2 (Rossman 2000). The minimum nodal residual pressure constraints were combined with the two goals of flow entropy maximization, i.e. simultaneously maximizing the entropy of each design based on its flow distribution and seeking the design that has the global maximum entropy value. This results in an objective function that represents a deficit in the hydraulic performance; the deficit

*f*

_{ 2 }is minimized.

*THD* is the total head deficit, i.e. the sum of the deficits in the required residual heads at the demand nodes; *H* _{ i } and *H* _{ i } ^{ req } are the available and required heads at node *i,* respectively; the set *O* includes all the demand nodes; *S* is the actual entropy of the particular solution as in Eq. 3. The required head is the head above which the nodal demand is satisfied in full. If the available head *H* _{ i } is larger than or equal to the required head *H* _{ i } ^{ req } at all the demand nodes, then the solution is considered hydraulically feasible and *THD* takes a value of zero. The second term *(LME-S)* represents the local entropy search. It has a value of zero when both the actual entropy and the corresponding maximum entropy *LME* values are equal. Minimizing *(LME-S)* actually maximizes S. The third term *(GME-LME)* represents the global entropy search. Minimizing *(GME-LME)* actually maximizes *LME.* The search process therefore favours larger values of entropy *S* and *LME. f* _{ 2 } takes a value of zero if and only if all of the three search components are equal to zero. This criterion applies only to the *GME* solution that is hydraulically feasible and has local and global entropy search components of zero. This ensures that the global search for the *GME* solution is maintained in each generation. The *GME* value is dynamic, as it is updated each time a larger value is discovered.

The contributions of the second and third terms due to entropy in *f* _{ 2 } can be relatively small if the nodal head deficit is large. This means that the hydraulic performance deficit objective focuses primarily on satisfying the minimum node pressure constraints for pressure-deficient solutions. By contrast, the contributions of the second and third terms are significant if a solution has sufficient pressure and is thus hydraulically feasible. Therefore, once a hydraulically infeasible solution becomes feasible by evolution through crossover and/or mutation, the optimization process then focuses on reducing both the local and global entropy deficits. In this way the multi-directional search carries out both the local and global optimization processes simultaneously. In the authors’ previous work flow entropy was explicitly handled as a separate objective that was maximized. The net effect was that the search process focussed excessively on the global maximization of entropy without paying enough attention to local maximization of entropy (Saleh and Tanyimboh 2011, 2012).

## 4 Computational Solution

The decision variables are the pipe diameters to be selected within the domain of the available discrete pipe sizes. In each generation, each new solution is analysed with the hydraulic simulator EPANET 2 (Rossman 2000) and the resulting pipe flow rates are used to calculate the entropy *S*. The calculation of the maximum entropy values *LME* requires numerical nonlinear optimization. However, much simpler methods that are quick, non-iterative and do not involve numerical optimization directly have been developed (Ang and Jowitt 2005a, b; Yassin-Kassab et al. 1999; Tanyimboh and Templeman 1993c). In the examples in the next section, we used the simplified path entropy method (Ang and Jowitt 2005a, b) for the single-source network (Example 1 and 2) and the α-method (Yassin-Kassab et al. 1999) for the real-world network with two sources (Example 3). For a network that has two sources the α-method reduces to the solution of a nonlinear equation with one unknown; we used the bisection method (Burden and Faires 2001; Press et al. 2003). We wrote the procedures in C to calculate the *LME* values.

The proposed multi-directional search strategy is penalty-free, i.e. the costs of infeasible solutions are not artificially increased by including penalty terms in the cost objective function. The penalty-free philosophy aims to avoid the need to design and calibrate penalty functions through time-consuming trial runs of the optimization algorithm (Siew and Tanyimboh 2012a, b). Also, penalty-free methods have the advantage of maintaining infeasible solutions having useful values of decision variables that may not be common in the feasible solutions, to help safeguard diversity in the gene pool.

## 5 Results and Discussion

### 5.1 Example 1

Example 1 is a hypothetical network from the literature (Fig. 1a). Awumah et al. (1990) introduced this network that has been used previously in many studies concerned with entropy including Awumah et al. (1991), Tanyimboh and Templeman (2000), Liu et al. (2014), etc. The network has a single source, 12 nodes and 17 pipes. The total head at the supply node is 100 m. The elevation and required residual head for all the demand nodes are zero and 30 m respectively. All pipes are 1000 m long and the Hazen-Williams roughness coefficient is 130. There are 12 commercial pipe diameters in millimetres as follows: 100, 125, 150, 200, 250, 300, 350, 400, 450, 500, 550 and 600. The pipe cost per metre is £800*D* ^{1.5} where *D* is the diameter in metres. With 17 pipes and 12 candidate pipe diameters the solution space is 12^{17} = 2.22 × 10^{18}. A 4-bit binary string was used to represent the decision variables. There were thus four redundant codes that were arbitrarily allocated to the largest pipe diameter. Alternative allocation methods are available (Herrera et al. 1998; Saleh and Tanyimboh 2014). The mutation rate was 1/68 or 0.015, based on the length of each solution that comprises 68 binary bits. On average 527,130 function evaluations or hydraulic simulations in EPANET 2 were required to achieve convergence in each optimization run. The average CPU time was 12.3 min.

Previously, the highest entropy values achieved for this network were 3.1830 at a cost of £1.357 million (Tanyimboh and Setiadi 2008) and 3.5928 at a cost of £2.126 million (Saleh and Tanyimboh 2012). It is worth emphasizing, however, that these solutions were based on *continuous* pipe diameters. The first attempt to find the global maximum entropy design for this network using discrete pipe diameters (Saleh and Tanyimboh 2011) achieved 3.5583 at a cost of £3.010 million. A new superior GME solution with *discrete* pipe diameters has been achieved here with a *higher* entropy value of 3.5925 and a *lower* cost of £2.890 million. Also, the surplus pressure at the critical node of the *GME* solution has been *reduced* here to 29.113 m from 38.78 m in Saleh and Tanyimboh (2011). The cheapest *LME* solution has been improved here also, *raising* the entropy value to 2.5942 and *lowering* the cost to £1.182 million. The previous cheapest *LME* solution (Saleh and Tanyimboh 2011) had a cost of £1.288 million and entropy value of 2.5605.

A typical sample of feasible solutions the proposed procedure yields is in the Appendix. The sample has 38 feasible solutions. The correlation *R* ^{ 2 } between entropy and hydraulic reliability is 0.53. Between entropy and failure tolerance the correlation *R* ^{ 2 } is 0.13. However, it may be noted that the second objective function i.e. the hydraulic performance deficit *f* _{ 2 } in Eq. 7 does not consider any surplus residual head. This is highly significant as the surplus head is self-evidently a manifestation of redundancy. Therefore, a possible counter measure may entail screening out any solutions that are not Pareto-optimal based on the surplus head.

*R*

^{ 2 }between entropy and reliability is 0.95; and between entropy and failure tolerance

*R*

^{ 2 }is 0.80. Finally, as additional validation, the solutions that are nondominated based on cost and reliability were identified. There are 11 solutions out of 38 that are nondominated based on the cost and reliability, with entropy-reliability correlation

*R*

^{ 2 }of 0.93 and entropy-failure tolerance correlation

*R*

^{ 2 }of 0.74. Only one solution out of 38 that is nondominated based on reliability and cost is not in the cost-surplus head set of nondominated solutions (Solution 3 in Table 1). This suggests the procedure yields accurate and consistent results.

Nondominated solutions achieved for Network 1 based on cost vs. surplus head and/or cost vs. reliability

Solution number | Hydraulic reliability | Flow entropy | Failure tolerance | Cost (£10 | Surplus head (m) |
---|---|---|---|---|---|

1 | 0.999566 | 2.594176 | 0.9411 | 1.182 | 0.013 |

| | | | | |

| | | | | |

4 | 0.999783 | 3.129622 | 0.9651 | 1.414 | 7.715 |

11 | 0.999810 | 3.356086 | 0.9642 | 1.730 | 14.527 |

12 | 0.999843 | 3.357812 | 0.9699 | 1.793 | 19.285 |

| | | | | |

28 | 0.999844 | 3.590854 | 0.9613 | 2.435 | 22.694 |

29 | 0.999859 | 3.592026 | 0.9650 | 2.476 | 25.829 |

30 | 0.999870 | 3.592347 | 0.9675 | 2.520 | 27.608 |

31 | 0.999876 | 3.592359 | 0.9694 | 2.534 | 28.179 |

32 | 0.999877 | 3.592406 | 0.9694 | 2.565 | 28.663 |

33 | 0.999879 | 3.592425 | 0.9693 | 2.636 | 28.925 |

| | | | | |

| | | | | |

Table 1 summarizes the nondominated solutions based on cost, hydraulic reliability and surplus head. The reliability and failure tolerance analyses used the formulation in Tanyimboh and Templeman (2000) and Tanyimboh and Sheahan (2002). The pipe failure simulations applied head-driven analysis; the details are available in Tanyimboh et al. (2003) and Tanyimboh and Templeman (2010). We used the Wagner et al. (1988) nodal head-flow relationship to simulate conditions of subnormal pressure and the pipe failure model in Cullinane et al. (1992).

### 5.2 Example 2

It may be recalled that *f* _{ 1 } is the initial construction cost; *f* _{ 3 } = *THD* is the total head deficit; *f* _{ 4 } is the amount by which the actual entropy of a solution is less than the maximum entropy value achievable with the same flow directions; *f* _{ 5 } is the amount by which the maximum entropy value for the flow directions of the solution is less than the greatest of the maximum entropy values. Each candidate solution is associated with an *LME* value that is fixed and, obviously, there is only one *GME* whose value is fixed also. Accordingly, all the objectives, i.e. *f* _{ 1 } *, f* _{ 3 } *, f* _{ 4 } and *f* _{ 5 }, are minimized. Minimizing *f* _{ 4 } maximizes *S.* Similarly, minimizing *f* _{ 5 } maximizes *LME* by searching for alternative sets of flow directions that are feasible and have larger *LME* values. For simplicity, for the purposes of the present example, this formulation with separate hydraulic performance objectives is called Model 2 while the main formulation in Sections 3 and 4, i.e. Equation 8, is called Model 1.

*f*

_{ 1 }(Eq. 6) and hydraulic performance deficit

*f*

_{ 2 }(Eq. 7). For all optimization aspects considered, it is self-evident that the approach of aggregating the objectives that measure the hydraulic performance of the water distribution system is superior. For example, for the local and global maximization of entropy (i.e. the smallest maximum entropy,

*SME*, and global maximum entropy,

*GME*, respectively) Model 1 that has two objectives achieved significantly cheaper solutions with higher entropy values than Model 2 that has four objectives. This is attributable to the simplicity of assessing the trade-off between two objectives (entailing one pair-wise comparison) compared to four objectives (entailing six different pair-wise comparisons).

Optimization statistics for network 1 based on 20 executions of the genetic algorithm

Measures | Minimum | Mean | Median | Maximum | |
---|---|---|---|---|---|

(a) Results achieved with two-objective optimization approach (Model 1) | |||||

Global (i.e. the greatest) maximum entropy (GME) solution | Entropy | 3.546994 | 3.572314 | 3.561168 | 3.592500 |

Cost (£10 | 2.071852 | 2.777158 | 2.809470 | 4.009645 | |

Smallest maximum entropy (SME) solution | Entropy | 2.562376 | 2.718013 | 2.731925 | 2.905255 |

Cost (£10 | 1.174796 | 1.243972 | 1.249080 | 1.372123 | |

Number of feasible solutions | 36 | 43.9 | 44 | 49 | |

Number of function evaluations for convergence | 174,700 | 508,140 | 435,600 | 999,500 | |

CPU time for convergence (minutes) | 12.95 | 37.67 | 32.29 | 74.09 | |

(b) Results achieved with four-objective optimization approach (Model 2) | |||||

Global (i.e. the greatest) maximum entropy (GME) solution | Entropy | 3.543930 | 3.581819 | 3.590623 | 3.592500 |

Cost (£10 | 2.929917 | 3.606710 | 3.470388 | 4.607337 | |

Smallest maximum entropy (SME) solution | Entropy | 2.514125 | 2.595017 | 2.602118 | 2.677528 |

Cost (£10 | 1.427802 | 1.882145 | 1.879564 | 2.640965 | |

Number of feasible solutions | 10 | 17.9 | 17 | 26 | |

Number of function evaluations for convergence | 317,500 | 755,020 | 791,100 | 1,000,000 | |

CPU time for convergence (minutes) | 23.54 | 55.97 | 58.65 | 74.13 |

Furthermore, aggregating the objectives appears not to affect the global maximization of entropy as both Model 1 and 2 achieved an identical global maximum entropy value of 3.5925. Also, the aggregated hydraulic performance objectives (Model 1) yielded more feasible solutions than separate objectives (Model 2). It is worth remembering that, in both Model 1 and 2, constraint-violation penalties or tournaments are not utilised and thus infeasible solutions participate fully in the optimization. Another particularly important result is that the aggregated performance objectives (Model 1) significantly improved the computational efficiency of the algorithm in terms of the number of function evaluations and CPU time compared to Model 2 as Table 2 shows.

The motivation for maximizing entropy as part of the design optimization of a water distribution system is that, on its own, cost minimization leads inevitably to solutions that are inherently unreliable due to the removal of redundancy in the cost minimization process (Templeman 1982). Thus the reason for including entropy in the optimization is to extend the range of feasible solutions achieved beyond the least-cost solution. Furthermore, the reason for maximizing the entropy both locally (to find the *LMEs*) and globally (to find the *GME*) is to provide a diverse range of maximum and/or near-maximum entropy solutions. Based on these goals, the graph of entropy vs. total deficit in head shows that the four-objective model is unsatisfactory; as the majority of the feasible solutions found have the smallest entropy values (Fig. 3b).

Recalling that every feasible set of flow directions corresponds to a maximum entropy value, it can be expected that some of these sets of flow directions or *LMEs* may be suboptimal compared to other *LMEs* in their respective neighbourhoods in one or more respects. It is, therefore, very interesting that Model 1 with two objectives seems able to select a generally superior and well distributed subset of *LME* values (Fig. 2d) whereas Model 2 with four objectives seemingly cannot (Fig. 3d). For example, the solutions in the Pareto-optimal front for Model 1 belong to only 13 *LME* solution families or clusters (Fig. 2d). The solution families may be defined as two or more solutions derived from the same feasible set of flow directions. These solutions can be expected to be generally similar and relatively close to one another in the solution space. The feasible solutions achieved by Model 1 comprise eight *LME* values out of 13. On the other hand, Model 2 provided considerably more *LME* values (Fig. 3d) of which only seven had feasible solutions.

### 5.3 Example 3

Figure 1b shows a network of a water distribution system in the city of Ferrara-I (Creaco et al. 2010, 2012). The network has 49 nodes and 76 pipes; the total demand is 367 l/s; the head at the two reservoirs is 30 m; the elevation of the demand nodes is zero; the total length of the pipes is about 25.2 km; Manning’s roughness coefficient for the pipes is 0.015. The design requirements for this network are that the residual head below which there is no flow is 5 m, while the residual head above which the demands are satisfied in full is 28 m. There are eight pipe diameters in the range 150 to 500 mm. The solution space is thus 8^{76} = 4.314 × 10^{68}. Additional data including the pipe costs are available in Creaco et al. (2010, 2012) and Saleh (2013). A bit mutation rate of 1/228 or 0.004 was applied. Each solution comprises a chromosome of length 228 based on a 3-bit binary string per decision variable.

The solution space for this network is 1.944 × 10^{50} times larger than Example 1. We kept the population size (i.e. 100) and the maximum number of function evaluations allowed (i.e. one million) the same as in Example 1 to help illustrate the efficiency of the proposed simultaneous multi-directional search approach. The average CPU time for one million function evaluations was 42.08 min. The non-dominated solutions achieved include 27 feasible solutions. Additionally there are five marginally infeasible solutions. The shortfall in the residual head at the demand nodes is less than 1 cm in total, in three of the marginally infeasible solutions. For the other two marginally infeasible solutions the total shortfall in residual head is between 2 and 5 cm. Therefore, there are effectively 32 feasible solutions and 68 infeasible solutions in the final nondominated set. With only eight pipe sizes available, the proportion of feasible solutions achieved is quite reasonable as the required residual pressure of 28 m is stringent relative to the reservoir heads of 30 m.

*LME*values can be seen in Fig. 4d. Indeed the feasible solutions represent 26 different

*LMEs*, which provides further evidence of the effectiveness of the proposed approach for a multi-directional maximum-entropy search. Among the feasible solutions the largest surplus head at the critical node is 0.159 m. All the rest are small enough to suggest the solutions found are good or near optimal. The average value of surplus head, for the full set of 27 feasible solutions, is 0.035 m which is reasonable as the pipe sizes are discrete.

As mentioned in Example 1, the entropy values for some of the infeasible solutions seem questionable. This relates to the solutions in the lower branch of the graph of cost vs. entropy that has a negative gradient. This may be an anomaly due to demand-driven analysis. In other words, the entropy values in question may be based on pipe flow rates that, ordinarily, may not be achievable in practice. Also, in the graph of entropy vs. the total deficit in head, it can be seen that the entropy increases apparently as the deficit in head increases, up to a total deficit of about 3000 m. Additional investigations are therefore required to clarify this issue. These observations would appear to indicate that the performance of the proposed multi-directional search algorithm could be improved by replacing the demand-driven simulator with a pressure-driven simulator (Seyoum and Tanyimboh 2014; Gorev and Kodzhespirova 2013; Kovalenko et al. 2014; Abdy Sayyed et al. 2015).

## 6 Conclusions

The results of the proposed multi-directional search strategy in this article illustrate the effectiveness of maximizing the entropy values associated with different sets of flow directions while maintaining the objective of globally maximizing the entropy of the water distribution system and minimizing the cost. A good distribution of maximum entropy values was achieved for the feasible designs. Clusters of feasible designs derived from different maximum entropy values were produced. In other words, multiple alternative optimal solutions are generated for each competitive set of flow directions that the procedure provides. Also, the application of the proposed concept of hydraulic performance deficit derived by combining the shortfall in entropy and the total node pressure deficit was successful in reducing the number of objectives and driving the evolutionary search. The new evolutionary search procedure was developed with a demand driven hydraulic simulator. Therefore, further investigation into the handling of pressure deficient solutions that may have misdirected the search is indicated. It appears that these complications could be avoided altogether by replacing the demand-driven hydraulic simulator with a head-driven simulator. Further research is thus indicated.

## Notes

### Acknowledgments

This research was funded in part by the UK Engineering and Physical Sciences Research Council (UK EPSRC Grant Reference EP/G055564/1) and the Government of Libya. Ananda Froes Alves (Science Without Borders exchange student from Federal University of Para, Brazil) contributed to this research by investigating the Pareto-dominance of solutions that have surplus residual pressure.

### Compliance with Ethical Standards

### Conflict of Interest

There is no conflict of interest.

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