South Coast Water District 2016 Master Plan Updates

Transcription

1 South Coast Water District 2016 Master Plan Updates SCWD Sara Mathis, PE AECOM Henry Liang, PE Greg Bradshaw, PE Kelly McEnerney, EIT November 14, 2016

2 2016 Master Plan Update Presentation Outline Approach Potable Water System Wastewater System Recycled Water System 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 2016 Master Plan Updates Potable Water System Analysis November 2016

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) 1 WIP Line (south) 2 GRF 4 6 pressure zones 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 2014 Demands Average Day Demand (ADD) = 4,075 gpm = 6,573 AFY Max Day Demand (MDD) = 2 X ADD = 8,150 gpm Peak Hour Demand (PHD) = 3 X ADD = 12,225 gpm 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) Page 12

13 2016 Master Plan Updates Wastewater System Analysis November 2016

14 Wastewater System Overview CTP 1 2 JBL 3 3 Service Areas South Coast System 1 à Coast Treatment Plant CTP Dana Point System 2 à JB Latham Treatment Plant JBL Capistrano Beach System3 à JB Latham Treatment Plant JBL Page 14

15 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 15

16 Wastewater System Design Criteria Item Gravity Main Criteria Minimum Pipe Diameter Minimum Velocity Criteria 8 Inches Mannings Roughness Coefficient Maximum Peak d/d Ratio for Existing Sewers Maximum Peak d/d Ratio for New Sewers 2 fps at peak flow 0.75 D <15 inches 0.50 D 15 inches 0.62 Minimum Pipe Cover (Surface to Top of Pipe) Force Main Criteria Minimum Pipe Diameter Minimum Velocity Maximum Velocity Pump Station Criteria Minimum Number of Pumps 2 Minimum Pump Capacity Standby Capacity Emergency Power Emergency Storage Capacity 4.5 ft 4 inches 2 fps 8 fps Duty pumps capable of handling ultimate wet weather capacity 100% of largest pump capacity Required 6 hours of average flow Pipe Size (inches) Minimum Slope (ft/ft) Page 16

17 :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 Mod el 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 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 Model Time (hour) 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 17

18 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 18

19 Wastewater System Capital Improvements (AFY) Page 19

20 2016 Master Plan Updates Recycled Water System Analysis November 2016

21 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 21

22 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 22

23 Recycled Water System Demands 2014 Demands Average Day Demand (ADD) = 470 gpm = 919 AFY Max Day Demand (MDD) = 1.7 X ADD = 799 gpm Peak Hour Demand (PHD) = 5 X ADD = 2,350 gpm 2014 SCADA information validated the PHD peaking factor Page 23

24 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 24

25 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 25

26 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 26 Golden Lantern improvement is the key

27 Recycled Water System Capital Improvements (AFY) Page 27

28 Recycled Water System Capital Improvements (cont.) Page 28

29 Recycled Water System Capital Improvements Priority 1 and 2 Improvements (AFY) Page 29

30 Thank You November 14, 2016