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An optimal water allocation in a Metropolitan region

An optimal water allocation in a Metropolitan region. An Integrated Operation of Multi-Regional Water Supply Networks for. June 5 2007. Tae-Sang Ryu, Sung Ryong Ha, Ik-Hwan Ko. Outline. Introduction Research Objective Literature Review Methodology Model simulation

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An optimal water allocation in a Metropolitan region

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  1. An optimal water allocation in a Metropolitan region An Integrated Operation of Multi-Regional Water Supply Networks for June 5 2007 Tae-Sang Ryu, Sung Ryong Ha, Ik-Hwan Ko

  2. Outline • Introduction • Research Objective • Literature Review • Methodology • Model simulation • Summary & Future research diretion

  3. Multi-Regional Water Supply Network A city Integrated Management Center D city B city C city

  4. Integrated Operation Control & Management Scheme C Integrated Operation Center 무선망 B 유선망 Coordinated Operation ◈ A ◈ B ◈ C A Joint & Integrated Management

  5. I. II. Research Objectives Pre-feasibility survey of joint operation for optimal water allocation in a wide areas with multi -sources Integrated optimal water allocation model

  6. Literature Review Research Categories for Modeling • water distribution modeling ☞ mathematical formulation modeling • water supply modeling ☞ economic operation scheduling for the sake of supply to meet the demand Water Supply Modeling Research Category • water network operation with optimal pump scheduling ☞ Optimal pump scheduling in water supply network, Paul W. • optimal allocation of water sources ☞ Drought management of existing water supply system, Dean Randall.

  7. II. I. III. Methodology Problem Diagnosis Two phases of modeling • Hydraulic Simulation approach using EPANET • Optimization approach based on Economic operation rule Supplying cost Flow constraints Strategy

  8. Problem Diagnosis

  9. Multi-regional water supply networks & Research area

  10. Water Supply Network map

  11. Water demand nodes distribution situation

  12. Water tanks distribution

  13. Water Demand Prospective in the Future (Supply to Demand) 2009 yr

  14. Modeling

  15. Current operation condition Namgang(II) - Capacity 55000 m3/d (77000 m3/d – 2011) Gucheon - Capacity 20000 m3/d Yeoncho - Capacity 16000 m3/d

  16. Current Situation (Daily Demandvs. Capacity) ☞ dailydemand peak factor1.25, Yeon-cho water treatment plant is under rehabilitation

  17. Modeling Input Boundary Condition • Physical Condition (m3/day) * length means from Namgang-dam to Jukdo junction • Demand (4 cases) 2007, 2011yr daily maximum & mean • Simulation Period steady state simulation

  18. Simulation Condition • Mass Balance Eq., Closed Network ☞ ∑∑ q i k= ∑ Q k, i=each demand node, k = multi sources 2. Determination water demand of each nodes(qi) ☞ using gaged data and planning data, • Combination of operating pumps according to the step 2 ☞ Q p,k = ∑ q i k , p = operating pump unit combination 4. Simulation case study ☞Demand 4 cases, independent opertation case, joint operation 4 cases(N+G, N+Y, G+Y, N+G+Y), pump combination several cases • Constraint simulation case, ☞closing Pipe cases

  19. Modeling Analysis Target • Overlapped supply area ☞ water demand 4 cases : 2007, 2011 yr daily max, mean ☞individual network operating by 4 demand cases • Pre-feasibility study for joint operation ☞ water demand 4 cases : 2007, 2011 yr daily max, mean ☞joint operation with adjacent supply network • Supply unit cost by consumer for optimization model

  20. Simulation Case study summary • Individual, Joint operation with closing pipe or without closing pipe 2 cases, 4 demand cases, joint operation cases of mutual systems(N+G, N+Y, G+Y, N+G+Y) • Pump combination (ex, supply(q)=70781, satisfying ratios(r) = 103%, energy cost(p) =985087)

  21. Pump Characteristic Curve Parallel pump installation status Supply amount raises pipeline hydraulic loss Supply to meet demand -> effect supply area by individual system Analysis of Modeling Results- Overlapped Supply Area -

  22. Hydraulic Modeling NamgangSingle operation case for maximum daily demand • Namgang2, capable of supplying to all areaexcept A-jou (q=70781,p=985087) • To keep Simulation condition step 1 and to get solution, Ajou and sangdong node demand input zero

  23. Hydraulic Modeling Namgangwater supply area for mean daily demand • Mean demand case shows Capable of supplying to all area, except A jou (that is, Ajou demand zero) (q=58678, p=908689)

  24. Hydraulic Modeling • Solid line : water supply area by daily maximum demand • Dotted line : water supply area by daily mean demand

  25. Hydraulic Modeling Overlapped area analysis results 3 Supply area 2 Supply areas

  26. Modeling Results Analysis- Pre feasibility Survey for Joint Operation

  27. Hydraulic Modeling Current pipe closing condition vs fully open operating condition • Current operation condition, closing point is appropriate • Current opeartion is better than the other option operation

  28. Hydraulic Modeling current closing opertion vs full open operation condition • Namgang , Gucheon, Yeonchojoint operation with closing pipe line vs without closing pipe line • Joint operation without closing pipe line is most effective way in future demand conditionin case of 3 networks joint operation.

  29. Modeling Results Analysis- Optimal Pump Combination -

  30. Hydraulic Modeling Optimal pump combination to 2011 yr Demand • In 3 network Joint Operation and 2011yr max. demand case, this graph shows most economic pump combination • Variation of cost and supply satisfaction by pump combination (Yeoncho-Gucheon-Sadeung) on X-coordinate

  31. Hydraulic Anaysis for Joint Operation Namgang+Gucheon+Yeoncho Joint Operation(max.) • In Pump combination N(1-1)-G(2)-Y(1) case, Sadung, Sinhyen, 2 nodes happens negative pressure • Optimal Pump combination N(2-0)-G(2)-Y(1)

  32. Modeling Results Analysis- Summary & Future Study Plan -

  33. Hydraulic Analysis Simulated result of joint operation Qmax Qmean(max80%) • Simulation results of joint operation with Max., Mean(=MAX80%) water demands - > Big difference of electricity cost • Optimal operation condition depends on how many networks to be used, which network mainly used, and how many pumps to be operated

  34. Modeling Analysis Target • Overlapped supply area ☞ water demand 4 cases : 2007, 2011 yr daily max, mean ☞individual network operating by 4 demand cases • Pre-feasibility study for joint operation ☞ water demand 4 cases : 2007, 2011 yr daily max, mean ☞joint operation with adjacent supply network • Supply unit cost by consumer for optimization model

  35. Summary & Future Plan Summary - Identify Overlapped supply area - Identify Feasibility of Joint Operation of Mutual Networks Future Plan - Supply unit cost for optimization model - Develop Optimal allocation Model

  36. - Reference -

  37. Hydraulic Modeling Current operation condition vs closing point changing condition • Following Current operation condition, with pipe closing at two points and 2 network operation, compare simulation results according to pump combination • Current operating indicate lower pumping cost.

  38. Hydraulic Modeling current closing opertion vs full open operation condition • Namgang + Gucheonjoint operation with closing pipe line and without closing pipe line • Joint operation without closing pipe line is more effective in future demand condition

  39. Hydraulic Modeling Current closing operation vs full open operation condition • Namgang + Gucheon + Yeonchojoint operation with closing pipe line and without closing pipe line • Joint operation without closing pipe line is most effective way in future demand conditionin case of 3 networks joint operation.

  40. Hydraulic Anaysis Simulation results of single operation • Simulation results of joint operation with MAX, MIN(=MAX80%) water demands • Relationship between joint and single operation

  41. Hydraulic Anaysis for Joint Operation Namgang+Gucheon Joint Operation (max. daily) • (q=24575+52828, p=1328359)

  42. Hydraulic Analysis Namgang+Gucheon joint operation (max. daily 80%) • (q=21717+40206, p=1135716)

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