South Coast Water District 2017 Master Plan Updates

Transcription

1 South Coast Water District 2017 Master Plan Updates SCWD Sara Mathis, PE AECOM Henry Liang, PE Kelly McEnerney, EIT June 22, 2017

2 2017 Master Plan Update Presentation Outline Approach Potable Water System Wastewater System Recycled Water System Doheny Village Analysis CIP Prioritization Questions

3 Master Plan Update Approach Preserve work from the 2009 master plan Identify system updates Develop new demand and loading scenarios Update the hydraulic models Analyze the systems Develop CIPs Page 3

4 2017 Master Plan Updates Potable Water System Analysis June 2017

5 Potable Water System Overview Potable Water Sources: MWD (via JRWSS) Groundwater Separate Systems: SCWD Capistrano Beach South Coast Sys. Supplies Canyon Supply Line (north) WIP Line (south) 2 GRF 4 6 pressure zones 1 Capistrano Beach Sys. Supplies Juanita Connection off JTM 3 Stonehill Connection off JTM 5 GRF 4 4 pressure zones Page 5

6 Potable Water System Design Criteria Component Criteria Water Storage and System Peaking Capacity Operational Flow 33% of Maximum Day Demand Fire Flow 4,500 4 hours = 1.08 MG Emergency Flow 50% of Average Day Demand Total Water Storage and System Peaking Capacity Water Transmission Pipeline Sizing All Demand Conditions Minimum Pressure (psi) 50 Maximum Pressure (psi) 120 Maximum Velocity (ft/sec) 3 Hazen Williams "C" Factor 120 Water Distribution Pipeline Sizing Average Day Demand Conditions Minimum Pressure (psi) 65 Maximum Pressure (psi) 120 Maximum Velocity (ft/sec) 5 Maximum Day w/ Fire Flow Demand Conditions Minimum Pressure (psi) (at fire node) Operational Flow + Fire Flow + Emergency Flow 20 Maximum Velocity (ft/sec) 12 Peak Hour Demand Conditions Minimum Pressure (psi) 50 Maximum Velocity (ft/sec) 5 Minimum Pipeline Sizes Low Density Residential Commercial Industrial Distribution to cul-de-sac / dead end street Distribution to fire hydrants Hazen Williams "C" Factor 8 inches in diameter or larger 12 inches in diameter or larger 12 inches in diameter or larger 6 inches in diameter or larger 8 inches in diameter or larger ACP = 120 PVC = 130 Component Criteria Fire Flow Requirement (flow duration [hours]) Single-Family Residential 1,500 2 hours (nonsprinklered) Multi-Family Residential 2,500 2 hours (nonsprinklered) Commercial/Business 3,000 3 hours (nonsprinklered) Industrial 4,000 4 hours (nonsprinklered) Institutions (Schools and 4,000 4 hours (nonsprinklered) Hospitals) Water Supply Capacity Reliable Water Production Pumping Facility Capacity Pump Capacity Backup Power Additional 500 gpm in designated wildland hazard areas Provide capacity equal to Maximum Day Demand plus ability to replenish fire volume in 24 hour period Provide capacity equal to Maximum Day plus Fire Flow or Peak Hour Demand whichever is greater, with largest pump out of service To ensure pumping capacity equal to Maximum Day Demand plus Fire Flow Page 6

7 Potable Water System Demands CY2014 Average Day Demand (ADD) = 6,617 AFY Average Day Demand (ADD) = 4,102 gpm = 5.9 MGD Max Day Demand (MDD) = 2 X ADD = 8,204 gpm = 11.8 MGD Peak Hour Demand (PHD) = 3 X ADD = 12,306 gpm = 17.7 MGD 2014 SCADA information validated the MDD and PHD peaking factors Page 7

8 Potable Water System Demand Projections (AFY) Evaluated multiple demand projection scenarios Selected Scenario is consistent with the conservation demands pursuant to the OC Water Reliability Study Consistent with the UWMP Demands Selected Scenario Includes: o On-going Conservation from with increased RW usage o Rebound effect starting in 2020 o Maximize RW usage by 2025 Page 8

9 Potable Water System Analysis Results Peak Hour Demands (AFY) Most of the system can maintain 50 psi Marginally deficient pressures in southern 290 zone & northern 415 zone Page 9

10 Potable Water System Analysis Results Max Day Demand + Fireflows Analysis (AFY) 6 residential deficiencies 8 commercial deficiencies 1 industrial deficiency Page 10

11 Potable Water System Capital Improvements (AFY) Page 11

12 Potable Water System Capital Improvements (cont.) (AFY) Water mains not capable of conveying at least 80% of the fire flow requirement at 20 psi were classified as Priority 1 or 2 (within 5 years) improvements Page 12

13 Doheny Desalination Treatment Plant (DDTP) Analysis Extended Period Simulation of Water Delivery (AFY) Simulation Assumptions: The analysis used the District s current water system infrastructure without future capital improvement projects No supply from the GRF DDTP supply into the system = 2.5 MGD and 5.0 MGD Supply from the DDTP was connected to the District s water system at two locations: o Near the intersection of Del Obispo Street and Stonehill Street in Pressure Zone (PZ) o Near the intersection of Del Obispo Street and Bayside Lane in PZ Master Plan Update Page 13

14 Doheny Desalination Treatment Plant (DDTP) Analysis Extended Period Simulation of Water Delivery (cont.) (AFY) Results: Delivering DDTP water into Pressure Zone 390 delivers more water than into Pressure Zone 415 Opening connections between PZ 390 and 345 allows distribution of even more DDTP water into the water system Distributing DDTP water between both connection points maximizes DDTP water supply and minimizes MWD supplies. Page 14

15 Potable Water System Seismic Risk Analysis (AFY) Evaluated 10 high-priority fire flows under 2 Conditions: Condition 1 System relies only on facilities with generators/backup power Condition 2 System relies entirely on GRF and the Doheny Desalination Plant to supply the entire system Condition 1 Assumptions: Pump Stations 2, 4, and 5 would be operable Tank supplies are available No external supply from MWD water sources or system interties Condition 1 Analysis Results: Fire flow deficiencies are primarily due to pipeline hydraulic capacity issues (e.g. 6-inch piping or smaller) Activating additional booster pumps won t help Utilizing Interties 9 and 30 is able to meet fireflow requirements at 3 of the 10 locations. Page 15

16 Potable Water System Seismic Risk Analysis (cont.) (AFY) Condition 2 Assumptions: Tank supplies are available No external supply from MWD water sources or system interties GRF supplies the 415 Zone through the WIP Future Doheny Desalinization Plant supplies the 390 Zone Pump Stations 2, 4, and 5 would be operable 390 Zone feeds to 345 Zone through the existing zone break valves at Victoria and PCH Remainder of the South Coast system supplied from tanks only Condition 2 Analysis Results: Similar to Condition 1, deficiencies are primarily pipeline capacity issues Activating additional booster pumps won t help Utilizing Interties 30 and 36 is able to meet fireflow requirements at 2 of the 10 locations. Intertie 9 does not help 2 of the locations like it does under Condition 1 Page 16

17 2017 Master Plan Updates Wastewater System Analysis November 2017

18 Wastewater System Overview CTP 1 2 JBL 3 3 Service Areas South Coast System 1 Coast Treatment Plant CTP Dana Point System 2 JB Latham Treatment Plant JBL Capistrano Beach System 3 JB Latham Treatment Plant JBL Page 18

19 Wastewater System Overview South Coast LS #1 LS #4 LS #3 LS #5 LS #6 LS #2 Coastal Treatment Plant LS #7 Dana Point LS#8 Gravity Main LS#9 LS#10 LS#11 Capistrano Beach LS#14 LS#13 LS#12 Parshall Flume Latham Treatment Plant Page 19

20 Wastewater System Design Criteria Item Criteria Gravity Main Criteria Minimum Pipe Diameter 8 Inches Minimum Velocity 2 fps at peak flow Mannings Roughness Coefficient Maximum Peak d/d Ratio for Existing 0.75 Sewers Maximum Peak d/d Ratio for New Sewers D <15 inches 0.50 D 15 inches 0.62 Minimum Pipe Cover (Surface to Top of 4.5 ft Pipe) Force Main Criteria Minimum Pipe Diameter 4 inches Minimum Velocity 2 fps Maximum Velocity 8 fps Pump Station Criteria Minimum Number of Pumps 2 Minimum Pump Capacity Duty pumps capable of handling ultimate wet weather capacity Standby Capacity 100% of largest pump capacity Emergency Power Required Emergency Storage Capacity 6 hours of average flow Pipe Size (inches) Minimum Slope (ft/ft) Page 20

21 :00:00 2:24:00 4:48:00 7:12:00 9:36:00 12:00:00 14:24:00 16:48:00 19:12:00 21:36:00 0:00:00 Model Time (hour) SCADA :00:00 2:24:00 4:48:00 7:12:00 9:36:00 12:00:00 14:24:00 16:48:00 19:12:00 21:36:00 0:00:00 Time (hour) Model SCADA :00:00 2:24:00 4:48:00 7:12:00 9:36:00 12:00:00 14:24:00 16:48:00 19:12:00 21:36:00 0:00:00 Time (hour) Model SCADA Wastewater Flows Date Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Average Maximum Minimum Selected WW Flow for Analysis = 4.8 MGD Model Calibration using Lift Station Flows Lift Station No.2 Calibration May, 2014 Lift Station No.6 Calibration May, 2014 Lift Station No.12 Calibration May, 2014 Flow (gpm) Flow (gpm) Flow (gpm) Page 21

22 Wastewater System Deficiencies (AFY) CIP # Model Pipe IDs Location S , 6777, Del Obispo St. from Village 6779, 6785, Rd. to Lighthouse Dr. 7011, 6995 S , 3695 Del Obispo St. south of Stonehill Dr. S Dana Point Harbor Dr. between Island Way and Casitas Pl S Pacific Coast Hwy downstream of LS 13 Existing Pipe Diameter (in.) Length (ft) Maximum d/d Ratio Rec d Size (in.) 12 2, Page 22

23 Wastewater System Capital Improvements (AFY) Page 23

24 2017 Master Plan Updates Recycled Water System Analysis November 2017

25 Recycled Water System Overview RES 3 AWT PS 2 RES 2 & PS 3 Advanced Water Treatment (AWT) Facility is the only source 4 Pressure Zones 290 Low Zone Served by RPS 1 & 2. Zone floats off Reservoir #2 390 Reduced Zone Served by 460 Zone 460 Reduced High Zone: Served by RPS #3 or the Joint Reservoir (by gravity) 590 High Zone: Served by RPS #3 Page 25

26 Recycled Water System Design Criteria Item Criteria Peaking Factors Max Day/Avg Day Ratio 1.7 Max Month/Avg Month Ratio 1.6 Peak Hour/Avg Day Ratio 5.0 Pressure Criteria Maximum Static 120 psi (100 psi goal) Minimum Static 70 psi Minimum Pressure 50 psi Velocity Criteria Maximum Velocity (Peak Hour) 5 to 7 fps Storage Operating Storage 2/3 MDD (8 hour irrigation period) Page 26

27 Recycled Water System Demands CY 2014 Demands Average Day Demand (ADD) = 570 gpm = 0.81 MGD = 907 AFY Max Day Demand (MDD) = 1.7 X ADD = 969 gpm = 1.38 MGD Peak Hour Demand (PHD) = 5 X ADD = 2,850 gpm = 4.05 MGD 2014 SCADA information validated the PHD peaking factor Page 27

28 Recycled Water System Demands (cont.) Is 5X ADD the real peak hour demand? Recent low pressure problems at Golden Lantern and Stonehill Drive (<10psi) These low pressures were not captured by the model Collected detailed water usage information for 4 users In the process of getting detailed water usage for 2 more users Current indication is that RW users with high use rotors have higher peak hour demands (10X ADD) Page 28

29 Recycled Water System Demand Projections (AFY) Projected Recycled Water Demands Average Day Demand = 1,350 AFY = 837 gpm Total Peak Hour Demand = 5,135 gpm Normal = 737 X 5 = 3,685 gpm = Normal Use PHD High Use Rotors = 145 x 10 = 1,450 gpm = High Use PHD (e.g. high school, golf course, County, parks, etc ) Page 29

30 Recycled Water System Analysis Results 1,350 AFY - Peak Hour Demand Scenario (AFY) * Most of the system can maintain 50 psi Marginally deficient pressures in the Crown Valley Extension and Headlands area if booster pumps are not installed * Page 30 Golden Lantern improvement is the key

31 Recycled Water System Capital Improvements (AFY) Page 31

32 Recycled Water System Capital Improvements (cont.) RW-103 Page 32

33 Recycled Water System Capital Improvements Priority 1 and 2 Improvements (AFY) Page 33

34 Serving Recycled Water to Doheny Village and Capistrano Beach Customers (AFY) Estimated RW Demands Doheny Village = 13.4 AFY Capistrano Beach = 50 AFY Caltrans I-5 = 22 AFY Results Doheny Village and Capistrano Beach can be served by extending pipelines Caltrans I-5 site would require a line extension AND booster pump station Page 34

35 Doheny Village Analysis Recycled Water Total Irrigation Demand o Doheny Village = 13.4 AFY o Capistrano Beach = 50 AFY o Caltrans = 22 AFY Pressure deficiency at Caltrans I-5 landscaping that would require a booster pump Potable Water Total Domestic Demand = 190 AFY Net Demand Increase = 100 AFY (incease over existing landuse) MDD & PDH: no addl deficiencies Global Fire Flow: 3 low-priority hydrant deficiencies triggered by changes in landuse Wastewater Total Load = 118 gpm Lift Station 12: minimum pump capacity is expected to be exceeded Page 35

36 Doheny Village Analysis (cont.) Page 36

37 Doheny Village Analysis (cont.) Page 37

38 Doheny Village Analysis (cont.) Page 38

39 CIP Prioritization Between Systems In 2017 Master Plan, prioritization (AFY) was based on correcting system deficiencies first, then working with District staff to determine priority of system modifications and expansion improvements. Future asset management/condition assessment efforts will support prioritization of CIPs South Coast Water District Standard Procedures Memo effective March 1, 2014 Identify project scope, purpose, benefits, risk, cost, and alternatives Reviewed by District staff and ultimately the Capital Project Review Committee Score projects based on prioritization criteria Recommendations to the Executive Steering Board Page 39

40 Thank You June 22, 2017