CHAPTER 5 Evaluation of Existing Water System

5-1 City of Santa Rosa August 2014 Water Master Plan Update 405\02-13-36\wp\mp\071613_5Ch5

CHAPTER 5 Evaluation of Existing Water System

OVERVIEW 5.1

This chapter presents the evaluation of the City’s existing water distribution system (see Figure 5-1), and its ability to meet recommended water system service and performance standards under various existing water demand conditions. The chapter includes both system capacity and hydraulic performance evaluations. The system capacity evaluation includes an analysis of pumping and water storage capacity. The hydraulic performance evaluation assesses the existing water system’s ability to meet recommended service and performance standards under maximum day, maximum day demand plus fire flow, and peak hour demand conditions. Evaluations, findings, and recommendations for addressing any deficiencies identified in the City’s existing water distribution system are included in this chapter. Recommendations are used to develop a CIP, including an estimate of probable construction costs. The recommended CIP is described further in Chapter 7.

EXISTING POTABLE WATER DEMANDS 5.2

Table 5-1 summarizes the potable water demands used for the existing water system evaluation by pressure zone. The demands were spatially allocated into the hydraulic model using water meter records from 2012.1 These demands were then scaled (globally adjusted) to match the average water purchased/produced from 2002 to 2012 (20 mgd). The period from 2002 to 2012 was selected as a representative condition for baseline water demands. Maximum day and peak hour demands were calculated based on the City-agreed-upon, adopted peaking factors of 2.0 and 3.5 times the average day demand, respectively, as described in Chapter 2 Water Demands.

1 Source: WaterMeters_geocode_consumpt.shp, provided by City staff on August 16, 2013.

gpm mgd gpm mgd gpm mgdAqueduct Zone

A1 1,915 2.76 3,830 5.52 6,703 9.65A2 1,915 2.76 3,830 5.52 6,703 9.65A3 1,796 2.59 3,592 5.17 6,286 9.05A4 1,045 1.50 2,090 3.01 3,658 5.27A5 918 1.32 1,836 2.64 3,213 4.63A6 714 1.03 1,428 2.06 2,499 3.60A8 283 0.41 566 0.82 991 1.43A9 6 0.01 12 0.02 21 0.03

8,592 12.37 17,184 24.75 30,072 43.30Hillside Zones

Fountaingrove 1 R1, R1R1 134 0.19 268 0.39 469 0.68Fountaingrove 2 R2, R2R1, R2R2, R2R3, R2R4 383 0.55 766 1.10 1,341 1.93Fountaingrove 3 R3 117 0.17 234 0.34 410 0.59Skyfarm R5 27 0.04 54 0.08 95 0.14

661 0.95 1,322 1.90 2,314 3.33Montecito High Level R4, R4R1, R4R2, R4R3, R4R4 572 0.82 1,144 1.65 2,002 2.88Fountaingrove Unit 2 Lower Level R16 18 0.03 36 0.05 63 0.09Fountaingrove Unit 2 High Level R17, R17R1 184 0.26 368 0.53 644 0.93

774 1.11 1,548 2.23 2,709 3.90Rincon Reduced R6, R6R1 1,633 2.35 3,266 4.70 5,716 8.23Rincon High Level R7 478 0.69 956 1.38 1,673 2.41Los Alamos R8 45 0.06 90 0.13 158 0.23

2,156 3.10 4,312 6.21 7,546 10.87Bennett High Level R9, R9R1 1,195 1.72 2,390 3.44 4,183 6.02Fairway R10 21 0.03 42 0.06 74 0.11

1,216 1.75 2,432 3.50 4,256 6.13Southeast Zone 2 R11 85 0.12 170 0.24 298 0.43

85 0.12 170 0.24 298 0.43Oakmont High Level R12 346 0.50 692 1.00 1,211 1.74Wild Oak R13, R13R1 17 0.02 34 0.05 60 0.09Wild Oak Upper Level R14, R14R1 18 0.03 36 0.05 63 0.09Meadow Ridge/Oakmont R15 25 0.04 50 0.07 88 0.13

406 0.58 812 1.17 1,421 2.055,298 7.63 10,596 15.26 18,543 26.70

13,890 20.0 27,780 40.0 48,615 70.0(a) Based on 2012 water meter records and scaled up to represent average water purchased/produced between 2002-2012. Water meter records were spatially located and then aggregated by pressure zone. Source of water meter record data was from WaterMeters_geocode.shp file provided by the City.(b) Maximum day demand calculated using a peaking factor of 2.0 times the average day demand, as discussed and agreed upon by City staff.(c) Peak hour demand calculated using a peaking factor of 3.5 times the average day demand, as discussed and agreed upon by City staff.

Hillside Zones SubtotalTotal

Table 5-1. Summary of Existing Potable Water Demands by Pressure Zone

Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c)

Oakmont and Wild Oak Subtotal

Aqueduct Zone Subtotal

Southeast Subtotal

Pressure Zone(s)

Fountaingrove and Skyfarm Subtotal

Montecito and Fountaingrove Unit 2 Subtotal

Rincon and Los Alamos Subtotal

Bennett and Fairway Subtotal

w\c\405\02-13-36\e\T5\Ch5_tablesLast Revised: 05-06-14

City of Santa RosaWater Master Plan Update

Chapter 5 Evaluation of Existing Water System


PUMPING CAPACITY EVALUATION 5.3

The City’s pumping facilities are used to deliver water to pressure zones that cannot be supplied directly from the SCWA Aqueduct. Locations of the City’s existing pump stations are shown on Figure 5-1. Currently, the City operates twenty booster pump stations2 to deliver water to the City’s Hillside Pressure Zones. The pumping capacity evaluation criteria and results from the evaluation are provided below.

5.3.1 Evaluation Criteria

The City’s pump stations were evaluated based on the criteria described in Chapter 3 Water System Service and Performance Standards (see Table 3-1). These criteria include the ability to deliver a firm, reliable capacity equal to the maximum day demand within each pressure zone, or any pressure zones located above that pressure zone. Furthermore, pump stations serving pressure zones without storage are required to deliver a firm capacity equal to a peak hour demand or maximum day demand plus fire flow, whichever is larger. Firm capacity is defined as the total capacity of all pumps serving a pressure zone with the largest pump assumed to be out of service for redundancy purposes. However, for zones served by a pump station(s) equipped with a spare pump(s) then the firm capacity is equal to the total pumping capacity (without the spare pump(s) that is available to serve the zone). The total firm pumping capacity at each station was also reduced by 15 percent3 to account for the reduction in pumping capacity when multiple pumps are operated in parallel.

5.3.2 Evaluation Results

The evaluation of the City’s pumping facilities and their ability to meet existing water demand conditions is summarized in Table 5-2. This evaluation indicates that all of the City’s existing pump stations can meet the firm pumping capacity criteria except for Station S15. Station S15 currently has a minor pumping capacity deficit of 96 gpm. No improvement is recommended at this time as a future groundwater well recommended in the Oakmont/S-12 Master Zone4 may mitigate this minor pumping capacity deficit. However, it should be noted that a deficiency in storage capacity may require the upsizing of a specific pump station as discussed below.

Table 5-2 also indicates which pump stations have on-site generators and which stations rely on portable generators for backup power. The two pump stations without on-site generators are Stations S3 and S10. As discussed in Chapter 3 Water System Service and Performance Standards, on-site generators are recommended for critical pump stations. Because both Stations S3 and S10 are located in pressure zones with deficient storage capacity (refer to storage capacity evaluation results below), an on-site backup power generator is required to improve reliability of these pump stations during a fire flow or emergency condition. 2 Station S4 includes three locations—S4, S4R and S4B. 3 Percentage reduction estimated based on a review of pump flow data from the City’s SCADA system. This reduction is intended for planning purposes only and specific flow capacity testing should be performed related to any specific design modifications. 4 Project GW-A-007 in the 2013 Groundwater Master Plan.

Pumping Capacity Requirement, gpm(e)

Required Additional Pumping

Capacity, gpmPumping Capacity

Requirement, gpm(f)

Fountaingrove 1 R1, R1R1 S1 4,275 3,634 268 1,322 0 Stationary GeneratorFountaingrove 2 R2, R2R1, R2R2, R2R3, R2R4 S2 3,000 2,550 766 1,054 0 Stationary GeneratorFountaingrove 3 R3 S3 1,200 600 234 234 0 Portable GeneratorSkyfarm R5 S5 3,740 2,865 54 54 0 Stationary Generator

Montecito High Level R4, R4R1, R4R2, R4R3, R4R4 S4(g) 6,100 5,260 1,144 1,548 0 Stationary GeneratorFountaingrove Unit 2 Lower Level R16 S16 1,500 750 36 404 0 Stationary Generator

S17 1,650 825 0 Stationary GeneratorS18(h) 1,600 800 0 Stationary Generator

Rincon Reduced R6, R6R1 S6 5,600 4,760 3,266 4,312 0 Stationary GeneratorRincon High Level R7 S7 2,000 1,700 956 1,046 0 Stationary GeneratorLos Alamos R8 S8 1,800 900 90 90 0 Stationary Generator

Bennett High Level R9, R9R1 S9(i) 8,650 7,803 2,390 2,432 0 Stationary GeneratorFairway R10 S10 360 180 42 42 0 Portable Generator

Southeast Zone 2 R11 S11 1,800 1,530 170 170 0 Stationary Generator

Oakmont High Level R12 S12 1,750 1,488 692 692 0 Stationary GeneratorWild Oak R13, R13R1 S13 1,800 935 34 70 0 Stationary GeneratorWild Oak Upper Level R14, R14R1 S14 1,800 935 36 36 0 Stationary GeneratorMeadow Ridge/Oakmont R15 S15 1,842 1,454 50 1,550 96 (j) Stationary Generator

(a) The Aqueduct Pressure Zone is fed directly from the SCWA. SCWA delivery pressures are sufficient to provide adequate service without additional pumping. Therefore, the Aqueduct Pressure Zone does not require pumping capacity.(b) Total pump station capacity is based on design flow as provided by City staff and does not include capacity from spare pumps, which are located at S1, S2, S4, S6, S7, S9, S11, and S12.

(f) In pressure zones without storage, firm pumping capacity must meet the peak hour demand or maximum day demand plus fire flow demand, whichever is larger.(g) Includes Pump Stations S4 (3 x 1650 gpm), S4R (500 gpm) and S4B, Proctor Heights (2 x 1150 gpm).(h) S18 is used only in emergencies.(i) Includes 1,500 gpm pump located at S4.

Table 5-2. Summary of Existing Pumping Capacity Evaluation in the Hillside Pressure Zones (a)

Pump Station

Maximum Day Demand, gpm

Backup Power atPump Station

Pressure Zones with Storage

Total Existing Station Capacity, gpm(b)

Pressure Zones without Storage

Required Additional Pumping

Capacity, gpm

(j) Based on the 2013 Groundwater Master Plan, a new emergency groundwater well (assumed to produce 700 gpm, or 1 mgd) is recommended in the next 5 years for the Oakmont/S-12 Master Zone (GW-A-007), which will assist in meeting the identified pumping capacity deficiency. The well planned for the Oakmont/S-12 Master Zone could be used to meet deficiencies in the Oakmont High and Wild Oak Hillside Zones, R12 to R15, by pumping water to these zones through pump stations.

(d) For pumps that can be operated in parallel under firm capacity assumptions, a 15 percent reduction in pumping capacity is also applied to account for the reduction in actual pumping capacity when multiple pumps are operated in parallel. This percentage was estimated based on a review of pump flow data from the City's SCADA system. This pumping capacity reduction is intended for planning purposes only, and specific flow capacity testing should be performed related to any specific design modifications.

Pressure Zone(s)

368

FirmCapacity, gpm(c,d)

368 R17, R17R1

Bennett and Fairway

Oakmont and Wild Oak

Southeast Zone 2

Fountaingrove and Skyfarm

Montecito and Fountaingrove Unit 2

Rincon and Los Alamos

Fountaingrove Unit 2 High Level

(c) Firm capacity definition: (1) In zones served by a station(s) equipped with a spare pump(s), firm capacity is equal to the total pumping capacity available to serve the zone. (2) For stations not equipped with a spare pump, firm capacity is defined as the total capacity of the individual pump station with the largest unit in the pump station out of service. However, in zones served by more than one pump station, only the largest pump serving the zone will be assumed out of service. Fire pumps are not accounted for as the largest unit (e.g., S5 and S15).

o:\c\405\02-13-36\e\T5\Ch5_Tables.xlsxLast Revised: 08-04-14




STORAGE CAPACITY EVALUATION 5.4

As shown on Figure 5-1, water storage facilities are located throughout the City’s water distribution system to provide for equalization of peak demands, a reserve for fire protection, and a reserve for emergency conditions. The City also has access to water stored in SCWA reservoirs (per existing agreements with the SCWA) to serve the Aqueduct Pressure Zone, while City-owned reservoirs serve the Hillside Pressure Zones. In addition to the available reservoirs, the City can also access approximately 4.39 MG per day from four emergency groundwater wells. This evaluation considers 48 hours5 of continuous pumping from these wells to be available for emergency storage supply, for a total of 8.78 MG6.

5.4.1 SCWA Storage Capacity

The City has access to up to 24.6 MG of storage from SCWA reservoirs that are located in the City based on agreements with the SCWA. Table 5-3 lists the capacities of the SCWA storage facilities. The City operates under the understanding that the City has access to 40 percent (approximately 24.6 MG if SCWA tanks are full) of the water stored in the SCWA reservoirs. The assumption of full SCWA storage tanks is consistent with the previous storage evaluations completed for the City’s 2006 Water Master Plan Update, but is different from the assumption used in the City’s recent 2013 Groundwater Master Plan. The 2013 Groundwater Master Plan conservatively assumes that the SCWA tanks will only be half full when an emergency water supply condition occurs. This is a very conservative assumption because typically the SCWA tanks operate at approximately 75 percent full or higher. The assumption of a slightly smaller storage volume available from the SCWA tanks was jointly made with City staff so that sufficient emergency well capacity can be planned for. Based on additional discussions with City staff, it was determined that for planning purposes in this Water Master Plan Update, the assumption of full SCWA tanks is more appropriate in sizing water system facilities for the Aqueduct Pressure Zone.

5 The emergency storage capacity requirement is equal to two times the average day demand. 6 Leete Well located in Pressure Zone R4, with a capacity of 0.35 mgd, is not included because it is currently inactive.



Table 5-3. SCWA Storage Facilities within the City

Reservoir Existing Capacity, MG Ralphine

No. 1 6.0 No. 2 6.0 No. 3 6.0 No. 4 18.0

Kawana Spring No. 1 10.0 No. 2 10.0

Annadel No. 1 (Los Guilicos) 2.5 No. 2 3.0

Total 61.5

Total SCWA Available Storage to the City (40%) 24.6

5.4.2 City Storage Capacity

The City operates 24 reservoirs providing a combined storage of 23.1 MG for operations, fire protection, and emergency conditions. This total storage volume does not include the two Proctor Heights Tanks (2.6 MG each). These reservoirs are not in service, as these reservoirs are not hydraulically available to serve the Aqueduct Pressure Zone based on results from a previous separate hydraulic evaluation performed by West Yost. The average hydraulic grade line (HGL) of the Aqueduct Pressure Zone is 288 feet.7 The overflow elevation of the Proctor Heights Tanks is 306 feet, which is higher than the HGL of the Aqueduct Pressure Zone. Therefore, these tanks cannot be filled from the Aqueduct Pressure Zone. In addition, the previous West Yost hydraulic evaluation showed that when the HGL of the Aqueduct Pressure Zone was increased, these tanks could not be turned over. Therefore, the storage volume from the Proctor Heights Tanks was not included in the existing storage capacity evaluation. The storage capacity evaluation criteria and results from the evaluation are provided below.

7 The hydraulic grade line is estimated from the recent pressure settings provided by the City for pressure reducing stations that supply water from the SCWA Aqueduct to the City’s Aqueduct Pressure Zone.




Reservoir storage capacity was evaluated for each of the City’s pressure zones and includes operational, fire, and emergency storage components. Specific volume requirements for each storage component are as follows:

• Operational Storage: 25 percent of maximum day demands (equivalent to 50 percent of an average day);

• Emergency Storage: 2 times the average day demand (equivalent to a maximum day demand); and

• Fire Flow Storage: The maximum fire flow rate times the fire flow duration period, as required by the City’s Fire Chief.8

5.4.4 Evaluation Results

Table 5-4 summarizes the City’s existing storage capacity evaluation by pressure zone, and Table 5-5 presents recommendations to address existing storage capacity deficiencies.

5.4.4.1 Aqueduct Pressure Zone

Based on storage from the SCWA, the City’s Aqueduct Pressure Zone has access to 24.6 MG of existing storage capacity from the SCWA (40 percent of 61.5 MG), as well as 8.78 MG (does not include potential supply from the out-of-service Leete Well) in available emergency supply from groundwater wells, for a total available storage capacity of 33.4 MG. The groundwater supply is calculated as the amount of water the City’s emergency wells can produce over a 48-hour period based on the City’s 2013 Groundwater Master Plan. As discussed above, this evaluation does not include the Proctor Heights Tanks because they are not hydraulically available to serve the Aqueduct Pressure Zone.

The City’s existing Aqueduct Pressure Zone requires a total of 32.0 MG of storage to serve operational, emergency and fire flow demands. Therefore, as shown on Table 5-4, the City’s Aqueduct Pressure Zone has an existing storage capacity surplus of approximately 1.4 MG.

8 As indicated in Chapter 3 (Table 3-1), which presents the performance standards on which this chapter’s analysis is based, individual properties may have fire flow requirements exceeding the general requirements for anticipated design flows based on land use and zoning. Such requirements for individual properties were not considered in this report.

[1] [3] [4] [5] [6]=[3]+[4]+[5] [7]=[1]+[2]-[6]

Aqueduct Zone(e)

A1 0.00 0.00 1.38 0.00 5.52 6.90A2 0.00 0.00 1.38 0.00 5.52 6.90A3 0.00 0.00 1.29 0.00 5.17 6.46A4 0.00 0.00 0.75 0.00 3.01 3.76A5 0.00 0.00 8.78 (f) 0.66 0.00 2.64 3.30A6 0.00 0.00 4 2,500 0.51 0.60 2.06 3.17

A8(g) 0.00 0.00 3 2,500 0.20 0.45 0.82 1.47

A9(h) 0.00 0.00 0.00 0.00 0.02 0.02

Proctor Heights(i) 0.00 5.20

SCWA Storage(j) 24.60 0.00

24.60 5.20 8.78 6.17 1.05 24.76 31.98 1.40Hillside Zones

R1A 0.50 0.00R1B 0.50 0.00R2A 1.00 0.00R2B 1.50 0.00

Fountaingrove 3 R3 R3 0.50 0.00 2 1,500 0.08 0.18 0.34 0.60 (0.10)

Skyfarm(k) R5 R5 0.30 0.00 2 1,500 0.02 0.00 0.08 0.10 0.20

4.30 0.00 0.48 0.96 1.91 3.35 0.95R4A 0.50 0.00R4B 2.00 0.00

Fountaingrove Unit 2 Lower Level R16 R16 0.25 0.00 2 1,500 0.01 0.18 0.05 0.24 0.01Fountaingrove Unit 2 High Level R17, R17R1 R17 0.75 0.00 2 1,500 0.13 0.18 0.53 0.84 (0.09)

3.50 0.00 0.55 0.96 2.23 3.74 (0.24)Rincon Reduced R6, R6R1 R6 4.00 0.00 4 2,500 1.18 0.60 4.70 6.48 (2.48)Rincon High Level R7 R7 2.00 0.00 4 2,500 0.34 0.60 1.38 2.32 (0.32)Los Alamos R8 R8 0.75 0.00 2 1,500 0.03 0.18 0.13 0.34 0.41

6.75 0.00 1.55 1.38 6.21 9.14 (2.39)R9A 2.00 0.00R9B 2.50 0.00

R9C(l) 1.00 0.00

Fairway R10 R10 0.20 0.00 2 1,500 0.02 0.18 0.06 0.26 (0.06)5.70 0.00 0.88 0.78 3.50 5.16 0.54

Southeast Zone 2 R11 R11 1.15 0.00 2 2,500 0.06 0.30 0.24 0.60 0.551.15 0.00 0.06 0.30 0.24 0.60 0.55

R12A 0.50 0.00R12B 1.00 0.00

Wild Oak R13, R13R1 R13 0.10 0.00 2 1,500 0.01 0.18 0.05 0.24 (0.14)Wild Oak Upper Level R14, R14R1 R14 0.10 0.00 2 1,500 0.01 0.18 0.05 0.24 (0.14)

Meadow Ridge/Oakmont(m) R15 0.00 0.00 2 1,500 0.02 0.00 0.07 0.09 (0.09)

1.70 0.00 0.29 0.96 1.17 2.42 (0.63)23.10 0.00 0.00 3.81 5.34 15.26 24.41 (1.22)47.7 5.2 8.8 10.0 6.4 40.0 56.4 0.2

(a) Based on most severe fire flow requirement within the pressure zone.(b) Equal to 25 percent of maximum day demand.

(e) These are not distinct hydraulic pressure zones. However, these sub areas were used to calculate demand areas to develop the total storage volume required for the Aqueduct Pressure Zone.(f) Available emergency groundwater supply includes Farmers Lane Wells No. 1 & 2, Peters Springs and Carley Wells with production equal to 4.39 MG per day. (Leete Well is out of service and not included.)

(j) Assumes that 40 percent of the total existing capacity of SCWA storage tanks is available for the City. The total existing capacity of SCWA storage tanks is 61.5 MG, which includes the Kawana Tanks (20 MG), Annadel Tank No. 1 (2.5 MG), Annadel Tank No.2 (3.0 MG) and Ralphine Tanks (36.0 MG).

(l) The City plans to decommission Reservoir R9C by 2020. After decommissioning Reservoir R9C, the City will still have sufficient storage capacity in Pressure Zone R9, considering the available excess pumping capacity.(m) No fire flow storage is required because the S15 pump station has a 1,580 gpm fire pump which is available for fire events.

1.40

(i) Tanks are not hydraulically available to serve the Aqueduct Pressure Zone.

(k) No fire flow storage is required because the S5 pump station has a 3,000 gpm fire pump which is available for fire events. The City is currently evaluating the potential demolition of Reservoir R5. Since the City is currently evaluating alternative options to serve the R5 Pressure Zone, no CIP costs have been included in this report to address this issue.

Required Storage Capacity, MG

Reservoir

Available Storage from Emergency

Groundwater Supply Wells, MG

Required Fire Flow

Duration,

hours(a)

Fire Flow(c)

Fountaingrove 1 2 0.10 0.390.181,500 0.67 0.33

(d) Equal to two times average day demand.

(g) Sub area A8 is separate from A1-A6 and served by the SCWA.(h) Sub area A9 is served by PRA Valves 80A & B, which are assumed to provide sufficient fire flow.

Pressure Zone

R1, R1R1

R2, R2R1, R2R2, R2R3, R2R4

R4, R4R1, R4R2, R4R3, R4R4

Storage Capacity Surplus (Deficit),

MGUnavailable Reservoir

Capacity, MGAvailable Reservoir

Capacity, MG

[2]

Aqueduct Zone Subtotal

Operational(b)

TotalEmergency(d)

Required Fire

Flow, gpm(a)

Fountaingrove 2 4 0.28

R9, R9R1

R12

Montecito and Fountaingrove Unit 2 Subtotal

Rincon and Los Alamos Subtotal

2.66 (0.16)0.41 1.65

Fountaingrove and Skyfarm Subtotal

Montecito High Level 4 0.602,500

0.25 1.00

0.602,500 1.98

0.60

1.10 0.52

Southeast Subtotal

Oakmont High Level 4 0.602,500

Bennett High Level 4 4.90

Bennett and Fairway Subtotal

3.442,500 0.86

(c) Equal to the fire flow requirement (gpm) multiplied by the required duration (hours).

Table 5-4. Summary of Existing Storage Capacity Evaluation

A1-A9

1.85 (0.35)

Oakmont and Wild Oak SubtotalHillside Zones Subtotal

Total

0.60



Fountaingrove 3 R3 R3 S3 (0.10) 208 366 - - Use existing pumping capacity surplus

Montecito High Level R4, R4R1, R4R2, R4R3, R4R4 R4A & R4B S4(d) (0.16) 333 3,712 - - Use existing pumping capacity surplus

Fountaingrove Unit 2 High Level R17, R17R1 R17 S17 (0.09) 188 457 - - Use existing pumping capacity surplus

Rincon Reduced R6, R6R1 R6 S6 (2.48) 5,167 448 4,719 (2.27)Use available SCWA supply (PRA 66) and proposed emergency groundwater well(e)

Rincon High Level R7 R7 S7 (0.32) 667 654 13 (0.01) Upsize pump station(f)

Fairway R10 R10 S10 (0.06) 125 138 - - Use existing pumping capacity surplusOakmont High Level R12 R12A & R12B S12 (0.35) 729 796 - - Use existing pumping capacity surplusWild Oak R13, R13R1 R13 S13 (0.14) 292 865 - - Use existing pumping capacity surplusWild Oak Upper Level R14, R14R1 R14 S14 (0.14) 292 899 - - Use existing pumping capacity surplus

Meadow Ridge/Oakmont R15 S15 (0.09) 188 81 107 (0.05)Upsize pump station and/or rely on proposed emergency groundwater well(f,g,h)

(a) Pumping capacity required to meet storage capacity deficit based on eight hours of pumping.

(c) Calculated based on additional pumping capacity required to mitigate storage capacity deficit with eight hours of pumping.

Table 5-5. Recommended Mitigation Methods to Address Existing Storage Capacity Deficiencies

Additional Pumping Capacity Required to

Mitigate Storage Capacity Deficit, gpm

Remaining Storage

Capacity Deficit, MG(c) Recommended Mitigation Method

Storage Capacity

Deficit, MG

Required Pumping Capacity to Mitigate Storage Capacity

Deficit, gpm(a)Pump Station

Existing Pumping Capacity Surplus,

gpm(b)Pressure Zone Reservoir

(f) The identified, existing storage capacity deficiency is minor and may not justify an improvement project in the near-term.

(d) Includes Pump Stations S4 (3 x 1650 gpm), S4R (500 gpm) and S4B, Proctor Heights (2 x 1150 gpm).

(b) Refer to Table 5-2 (pumping capacity requirement subtracted from firm capacity). Pumping capacity surplus does not account for fire and emergency pumps.

(e) Pressure Reducing Station PRA 66—an existing turnout connection betwen the SCWA Aqueduct and Pressure Zone R6—can be opened in an emergency to provide supply in addition to Reservoir R6 and Pump Station S6. Furthermore, based on the 2013 Groundwater Master Plan, a new emergency groundwater well is recommended in the next 5-10 years for Master Zone S-6 (GW-B-002), which will also assist in meeting the identified storage deficiency. At the estimated production rate of 1.0 mgd, this well will be sufficient to address most of the storage deficiency in Pressure Zones R6 and R6R1 (two days of pumping are considered to be available for storage capacity).

(h) Future groundwater supplies are based on recommendations in the 2013 Groundwater Master Plan, Table 7-1, which recommends that seven new wells be constructed to serve the Aqueduct Zone (including one in the Oakmont area) by approximately 2030. Each well is assumed to produce 700 gpm, or 1 mgd. The well planned for the Oakmont area is included here as a supply for Zone A8, but it could also be used to meet storage deficiencies in the Oakmont High and Wild Oak Hillside Zones, R12 to R15, by pumping water to these zones through pump stations.

(g) The existing fire pump at S15 was not considered in the evaluation and could potentially provide excess pumping capacity if the City chose to operate it.





5.4.4.2 Hillside Pressure Zones

As shown in Table 5-4, there are several Hillside Pressure Zones that have a deficiency in storage capacity. Two options are available to mitigate these identified storage deficiencies in the Hillside Pressure Zones: Option (1) use existing excess pumping capacity to “move water up the hill” to meet these storage needs or expand the existing pumping capacity, or Option (2) construct new storage reservoir(s) or expand existing storage reservoir(s), if possible. Option (1) was evaluated to determine if the storage deficiencies can be mitigated by providing additional pumping capacity. The required pumping capacity needed to mitigate the identified storage deficiencies was based on a flow rate equivalent to the storage capacity deficiency within the pressure zone over an 8-hour period.

As shown in Table 5-5, R6, R6R1, R7 and R15 Pressure Zones continue to have storage capacity deficiencies, even after surplus pumping capacity is considered. For R6 and R6R1 Pressure Zones, the City is able to mitigate the storage capacity deficiency with an existing turnout connection to the SCWA Aqueduct (PRA 66). This turnout connection is operated as a secondary supply into Pressure Zone R6 when Pump Station S6 cannot meet the supply required in Pressure Zone R6.

The storage capacity deficiency in Pressure Zone R7 can be mitigated by upsizing the existing pump station S7. However, the remaining storage capacity deficiency is currently very minor (0.01 MG) and may not justify an improvement project in the near-term. The City should consider delaying this project until there is an increase in water demands in Pressure Zone R7.

The storage capacity deficiency in Pressure Zone R15 can be mitigated by upsizing the existing pump station S15. However, the remaining storage capacity deficiency is currently minor (0.05 MG) and may not justify an improvement project in the near-term. The City should consider delaying this project until there is an increase in water demands in Pressure Zone R15. In addition, the existing fire pump at Station S15 was not considered in the evaluation and could potentially provide excess pumping capacity if the City chose to operate it.

Based on the recommendations from the City’s 2013 Groundwater Master Plan, in the future, new emergency groundwater wells are also recommended to supply the R6 and R15 Pressure Zones9 and could provide additional supply to meet the storage capacity deficiencies in these zones. Based on the analysis conducted and documented in the City’s September 2013 Groundwater Master Plan, each new emergency groundwater well is assumed to produce 1 MG per day. Therefore, due to the proposed additional availability of groundwater wells/storage in R6 (Rincon Valley) and R15 (Oakmont), no additional improvements are recommended to address the existing storage capacity deficiencies at this time due to either the small degree of deficiency and/or the availability of other existing and proposed future supply sources.

9 GW-B-002 was recommended for Master Zone S-6 in the next 5 to 10 years. GW-A-007 was recommended in Oakmont/Master Zone S-12 in next 5 years and could meet storage deficiencies in R12 to R15 by pumping water to these zones through pump stations.



WATER DISTRIBUTION SYSTEM PERFORMANCE EVALUATION 5.5

This section discusses and evaluates the hydraulic performance of the City’s existing water distribution system, and identifies recommended system/facility improvements to meet the recommended water system service and performance standards.


The existing water distribution system was evaluated based on the evaluation criteria presented in Chapter 3 Water System Service and Performance Standards (see Table 3-1) under the following demand scenarios:

• Peak Hour Demand: Peak hour demands are met by the combined flows from the SCWA through the City’s Aqueduct Zone and City pump stations and storage reservoirs in the Hillside Pressure Zones. A peak hour flow condition was simulated for the existing system to evaluate the capability of the City’s existing distribution facilities to meet a peak hour demand condition.

• Maximum Day Demand: Maximum day demand conditions are met by flows from SCWA through the Aqueduct Zone and City pump stations and storage reservoirs in the Hillside Pressure Zones. A maximum day demand condition was simulated for the existing system to evaluate the City’s supply facilities and transmission/distribution system capabilities.

• Maximum Day Demand plus Fire Flow: To evaluate the system under maximum day plus fire flow conditions a two-step analysis was followed. The first step used the InfoWater “Available Fire Flow Analysis” tool within the InfoWater software program to determine if the City’s existing water system infrastructure was capable of maintaining minimum required residual system pressures and flow. If the analysis indicated that the system failed to meet the minimum requirements for pressure and flow, a second analysis was performed. The second analysis involved re-analyzing the water system assuming the implementation of various pipeline and/or other facility improvements, to eliminate the previously identified system constraints and/or deficiencies.

Each of the above demand conditions was simulated with the hydraulic model developed for this WMP Update. The existing water system is expected to deliver peak hour flows, maximum day flows and maximum day demand plus fire flow within the acceptable pressure, velocity and head loss ranges as identified in the performance criteria presented in Chapter 3.

Recommended system improvements were identified to address and fix any pressure deficiencies found, and to fix any fire flow deficiencies in the distribution system. System improvements were not recommended for pipelines that did not meet the velocity criterion, if no pressure deficiencies were associated with that particular pipeline.



5.5.2 Evaluation Results and Recommendations

5.5.2.1 Peak Hour Demand and Maximum Day Demand

Steady state hydraulic analyses were conducted using the hydraulic model to evaluate system performance under existing peak hour demand and maximum day demand conditions. As shown in Table 5-1, the peak hour demand for the existing City service area was estimated to be 48,615 gpm (70 mgd), and the maximum day demand for the existing service area was estimated to be 27,780 gpm (40 mgd). Analysis for peak hour and maximum day demand conditions assumed that storage reservoirs are 50 percent full (consistent with the system performance criteria established in Chapter 3, and as requested by the City’s Operations Staff). In addition, all pumps were operated based on SCADA control settings provided by the City. Based on the control settings and assumptions being made, most pump stations would not be operating (consistent with the conservative criteria requested to be used by the City’s Operations Staff), with the exception of five (5) pump stations. These pump stations are S4, S10, S14, S15 and S17, which were assumed to be operating during these demand conditions. The minimum pressure that must be maintained at service connections throughout the entire water system during peak hour demand scenario is 35 psi, and the minimum pressure that must be maintained during maximum day demand scenario is 40 psi. In addition, for pipelines, it is recommended that the maximum velocities should not exceed 8 fps for both peak hour and maximum day demand conditions, to help minimize excessive head loss due to undersized pipelines.

Because the minimum pressure requirement for the maximum day demand scenario was higher than the requirement for peak hour demand, any improvements identified in this section to meet the minimum requirement for the peak hour scenario would also be required to meet the minimum requirement for the maximum day scenario. Therefore, the discussion of results for these two scenarios is combined in this section.

Results from the peak hour demand and maximum day demand simulations indicate that the existing water system could adequately meet the City’s minimum pressure criterion of 35 psi and 40 psi, respectively, at all customer services, except for the locations shown in red on Figure 5-2 which illustrates peak hour demand simulation results and Figure 5-3 which illustrates maximum day demand simulation results.

Details of several areas with pressure deficiencies are discussed below.

Aqueduct Pressure Zone A4, A5, A6 and A8: Only a few localized areas experience pressure deficiencies in these zones. Pressure in the Aqueduct Pressure Zone is regulated by turnout connections along the SCWA Aqueduct. Based on the current pressure setting at these turnouts, the areas with low pressure in the Aqueduct Pressure Zone, as shown on Figures 5-2 and 5-3, are located at elevations which are technically too high to be served from the aqueduct system. The current hydraulic grade line in the Aqueduct Zone is 288 feet. To meet a 40 psi minimum pressure at any service location in the Aqueduct Zone during a maximum day demand condition would require the service location to be located at a maximum elevation of 195 feet. Similarly, to meet a 35 psi minimum pressure during a peak hour demand condition, the service location in the Aqueduct Zone has to be located at a maximum elevation of 207 feet. The areas with low pressure in the Aqueduct Zone are located at elevations which are higher than 195 feet or higher



than 207 feet. To mitigate these low pressures, installation of individual home booster pumps or an in-line system booster pump is recommended.

Pressure Zone R2R1: Pressure in Zone R2R1 is regulated by PRC 25 located on Parker Hill Road at an elevation of 457 feet mean sea level (msl)10. With the existing valve setting of 35 psi, the highest service elevation that can be provided with minimum required system pressures is approximately 445 feet during a maximum day demand condition, and 457 feet during a peak hour demand condition.

The hydraulic model indicated that pressure throughout Pressure Zone R2R1 ranges from 30 psi at the end of Moss Hollow Court (elevation 469 feet) to 89 psi along Leete Avenue (elevation 333 feet) during both maximum day and peak hour demand conditions.

There are two options available to mitigate the low pressure issues in Pressure Zone R2R1. Option 1 is to increase the pressure setting at PRC 25 by 10 psi, which will allow the system to meet the minimum pressure requirements for both the peak hour and maximum day demand conditions. However, by increasing PRC 25 by 10 psi, some areas along Leete Avenue located at lower elevations will experience higher pressures that reach almost 100 psi. These areas along Leete Avenue may then require installation of individual pressure reducing valves. Option 2 is to mitigate the low pressures in this reduced zone, R2R1, by installing booster pumps on individual service lines along Moss Hollow Court, which is the recommended option.

Pressure Zone R4: The areas with low pressure are located along Alta Vista Avenue, between Happy Valley Road to Montecito Avenue. The pressure deficiencies in these areas are associated with service connections located at elevations higher than can be served by the existing water system assuming both storage tanks in Pressure Zone R4 are 50 percent full. The HGL in this pressure zone with both tanks at 50 percent full is 552 to 560 feet. At this HGL, the maximum elevation of service connections in Pressure Zone R4 that can be served with a minimum pressure of 40 psi is 467 feet. The service elevations of low pressure areas are above 467 feet.

When both tanks in Pressure Zone R4 are full, the HGL of the system in this zone can be raised to 574 feet. Results indicated that there would still be several service locations where the system would be inadequate to maintain minimum required system pressures. It is recommended that booster pumps be installed at individual service locations that have elevations above 467 feet to address these isolated low system pressures.

Pressure Zone R9R1: Pressure settings for the nine PRCs (11, 12, 17, 29, 35, 36, 37, 38, and 55) that serve Zone R9R1 could be increased by 10 psi to increase pressures at the upper service elevations in Pressure Zone R9R1. However, under the current PRC settings, the highest pressure in the existing system under a maximum day demand condition is 91 psi, and under a peak hour demand condition is 90 psi. Therefore, by increasing the Zone’s PRC pressure settings, some service locations at these lower service area elevations may increase to around 100 psi and require installation of individual pressure reducing valves. Because low pressures are currently 10 PRC 25 has a 4-inch valve and a 6-inch valve in the vault. The 4-inch valve has a setting of 35 psi, and the 6-inch valve has a setting of 30 psi.



only about 2 to 4 psi lower than the required performance criteria, except for one location that is located downstream of PRC 11 where pressure is 29 psi, instead of changing the PRC settings, it is recommended that booster pumps be installed on individual service connections to mitigate these isolated low pressure areas.

Pressure Zone R10: Service elevations in Pressure Zone R10 range from 458 feet to 622 feet. At this range, most service locations in Pressure Zone R10 are at elevations above the maximum elevation which can be provided with the minimum required system pressures when Tank R10 is 50 percent full. This maximum service elevation is 548 feet when Tank R10 is 50 percent full (or 641 feet HGL).

When storage tank R10 is 100 percent full or 657 feet HGL, the highest service connection elevation that can be served while maintaining a 40 psi minimum pressure requirement during a maximum day demand scenario is 565 feet, which again is lower than the highest service connection elevation in the R10 service area (622 feet). Based on these hydraulic grade line results, for all service locations that have elevations above 565 feet, individual booster pumps are recommended.

Pressure Zone R17: The service elevation range in Pressure Zone R17 is 670 to 890 feet. When storage tank R17 is 50 percent full or 923 feet HGL, the highest service locations that can be served with a 40 psi minimum pressure requirement during maximum day demand is 830 feet, which is lower than the highest service connection elevation in the R17 service area (890 feet). When storage tank R17 is 100 percent full or at 952 feet HGL, the highest service locations that can be served with a 40 psi minimum pressure requirement is 860 feet, which is also less than the top elevation of R17 service area (890 feet). Based on these results, any service locations that have elevations above 860 feet would require installation of individual booster pumps.

Table 5-6 summarizes the pressure deficiencies identified by the peak hour demand and maximum day demand evaluations. The pressure deficiencies in the remaining Pressure Zones R6, R7, R9, R12, R13 and R14 are of a very similar nature to those discussed above for Pressure Zone R17. All deficiencies identified are related to service locations above the maximum topographic elevation to which the City can provide service at either 35 psi or 40 psi, under a peak hour or maximum day demand, respectively. Therefore, replacing existing pipelines with larger-diameter pipelines would not mitigate any of the identified deficiencies. To mitigate these very localized and/or individual service connection pressure deficiencies, the following improvements are recommended for the existing water system:

• Install individual booster pumps in these identified low pressure areas.

Actual Service Range Elevation in the

Zone, ft

Maximum Service Elevation Can Be Served at 35 psi Minimum Pressure During Peak Hour

Scenario, ft(a)

Maximum Service Elevation Can Be Served at 40 psi

Minimum Pressure During Maximum Day Scenario, ft(a)

Simulated Minimum Peak Hour

Pressure, psi(b)

Simulated Minimum Maximum Day Pressure, psi(b)

Zone Has Deficiencies When

Tanks are Full(c)Recommendations to Address Pressure

Deficiencies(d)

Aqueduct A4 143-227 207 195 26 28 NASome service connections located at elevations above City's maximum service elevation, install private booster pumps.



Aqueduct A8 368-501 469 457 20 21 NA

Some service connections located at elevations above City's maximum service elevation, install private booster pumps (Wild Oak Drive northwest of the check valve on Wild Oak Drive at Coney Court).

Fountaingrove 2 R2 392-657 641 629 28 28 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Fountaingrove 2 R2R1 333-469 457 445 30 30 NA

Option 1: Increase PRC 25 station setting by 10 psi or Option 2: for some service connections located at elevations above City's maximum service elevation, install private booster pumps.

Fountaingrove 3 R3 621-811 794 782 27 27 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Skyfarm R5 661-876 868 856 32 32 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Montecito High Level R4 212-532 479 467 12 12 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Montecito High Level R4R1 265-362 339 327 24 25 NA

Some service connections located at elevations above City's maximum service elevation, install private booster pumps (Sleepy Hollow Drive).

Montecito High Level R4R3 169-321 330 318 38 38 NASome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Table 5-6. Pressures Deficiencies During Peak Hour and Maximum Day Demand Conditions

Pressure Zone

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Actual Service Range Elevation in the

Zone, ft

Maximum Service Elevation Can Be Served at 35 psi Minimum Pressure During Peak Hour

Scenario, ft(a)

Maximum Service Elevation Can Be Served at 40 psi

Minimum Pressure During Maximum Day Scenario, ft(a)

Simulated Minimum Peak Hour

Pressure, psi(b)

Simulated Minimum Maximum Day Pressure, psi(b)

Zone Has Deficiencies When

Tanks are Full(c)Recommendations to Address Pressure

Deficiencies(d)

Table 5-6. Pressures Deficiencies During Peak Hour and Maximum Day Demand Conditions

Pressure Zone

Fountaingrove Unit 2 High Level R17 670-890 842 830 15 15 Yes

Some service connections located at elevations above City's maximum service elevation, install private booster pumps.

Rincon Reduced R6 219-365 344 332 32 35 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Rincon High Level R7 294-487 482 470 30 31 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Bennett High Level R9 199-464 474 462 32 37 NoSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Bennett High Level R9R1 181-327 313 302 28 30 NASome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Fairway R10 458-622 560 548 8 8 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Oakmont High Level R12 445-629 586 574 15 16 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Wild Oak R13 569-732 742 730 39 39 NoSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

Wild Oak Upper Level R14 798-957 932 920 26 26 YesSome service connections located at elevations above City's maximum service elevation, install private booster pumps.

(b)Red numbers indicate a pressure deficiency

(a)The elevation range at which the system can meet pressure recommendations under the water system service and performance criteria presented in Chapter 3, without the use of inline booster pumps or pressure reducing valves on individual service lines. For the reduced pressures zones, this range is based on the downstream head at the pressure regulating valve or valves. Service ranges do not account for head loss in the distribution system.

(d) Per City Performance Standard as presented in Chapter 3, Table 3-1, any services with pressure less than 35 psi require an individual booster pump.

(c) "NA" means "Not Applicable," and is shown for pressure zones that are not directly served by City tanks, such as the Aqueduct Zone and the reduced zones that are served through pressure regulating stations. "Yes" indicates that system pressures are still below 35 psi or 40 psi minimum pressure requirements for peak hour or maximum day demand conditions even if tank level is full. "No" indicates that system pressure meets the minimum pressure requirement for peak hour or maximum day demand conditions when tank level is full.

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5.5.2.1.1 Pipeline Velocity Results

Figures 5-2 and 5-3 also present simulated pipeline velocities for the peak hour demand and maximum day demand conditions, respectively. As shown on the insets presented on these figures, some pipelines have velocities that exceed the maximum criterion of 8 fps.

The following list details pipelines in the existing system that exceeded the recommended pipeline velocity criteria for both peak hour and maximum day demand conditions.

• Aqueduct Zone: There are eight pipes with velocities over 8 fps during a peak hour demand condition; five of which also have velocities over 8 fps during the maximum day demand condition. All are short pipes (less than 65 feet long, with diameter varying between 6 and 14-inches) adjacent to Aqueduct turnouts.

• R17 Zone: The 8-inch diameter discharge pipeline, approximately 10 feet long, after pump station S17 had a velocity of 12.7 fps during a peak hour demand condition.

• R6 Zone: The 10-inch diameter pipeline, approximately 255 feet long, downstream of PRA 66 on Montgomery Drive had a velocity of 17 fps during a peak hour demand condition.

• R6 Zone: The 4-inch diameter pipeline, approximately 20 feet long, on Montgomery Drive and Jackson Drive had a velocity of 8.7 fps during a peak hour demand condition.

• R9 Zone: The 8-inch diameter pipelines, approximately 1,725 feet long, along Carrisa Avenue and along Parktrail Drive, had velocities of 10 fps during a peak hour demand condition.

Because pipeline velocity is a secondary criterion, no improvements for pipelines exceeding the velocity criterion in the existing water system are recommended unless the primary criterion (pressure) is not met. A review of these pipelines indicated they were not in the vicinity of low system pressures. Therefore, no mitigation is recommended for pipelines exceeding the velocity criterion at this time.

5.5.2.2 Maximum Day Demand plus Fire Flow

To evaluate the existing water system under the maximum day demand plus fire flow scenario, InfoWater’s “Available Fire Flow Analysis” tool was used to determine the available fire flow at a minimum residual system pressure of 20 psi. For the existing system fire flow analysis, key junctions that represent hydrant locations were evaluated to determine the available flow that can be provided, in addition to meeting the maximum day demand. The analysis assumed that storage reservoirs are 50 percent full and booster pump stations are operating at their firm capacity.

As discussed in Chapter 3 Water System Service and Performance Standards, recommended fire flow criteria were developed based on land use designations. The fire flow criteria for each tested location was assigned using the adjacent general land use categories to assess the adequacy of the existing water distribution system in meeting the required fire flow demand. It should be



noted that individual properties may have fire flow requirements exceeding the general requirements for anticipated design flows based on land use and zoning. However, requirements for individual properties are not considered in this planning report, but should be considered during specific project approvals.

In this WMP Update, fire flow availability was simulated at either 1,500 or 2,500 gpm, depending on the existing land use fire flow requirement.11 Fire flow availability was modeled at all junctions in the zone, except for junctions without nearby hydrants.12 The junctions that were not evaluated for fire flow included junctions on transmission mains, junctions near reservoirs, and junctions on some dead-end pipelines. While fire flow availability was not simulated at these junctions, these junctions were included in the analyses of system locations required to maintain a minimum of 20 psi during a fire flow event, regardless of whether or not there were hydrants nearby, provided those customer services were not above the maximum service elevation for the zone.13

5.5.2.2.1 Aqueduct Pressure Zone14

Figure 5-4 presents the comparison of available fire flow compared to required design fire flow at tested hydrant junctions while meeting the minimum residual criterion of 20 psi. The hydrant junctions colored in green indicate locations where the available fire flow is greater than the fire flow design requirement of either 1,500 gpm or 2,500 gpm based on the land use type. Those hydrant junctions colored red indicate locations where available fire flow is less than 1,500 gpm and fail to meet the fire flow requirement. The hydrant junctions colored are locations orangewhere available fire flow is less than the 2,500 gpm fire flow criterion, but above 1,500 gpm.

11 As indicated in Chapter 3 (Table 3-1), which presents the performance standards on which this chapter’s analysis is based, individual properties may have fire flow requirements exceeding the general requirements for anticipated design flows based on land use and zoning. Such requirements for individual properties are not considered in this report. 12 Hydrant locations were based on the City’s GIS data, COMPHY_WaterHydrant.shp, received by West Yost Associates on October 8, 2013. 13 The maximum service elevation for Aqueduct Pressure Zone (excluding A8 and A9) was estimated as 207 feet msl, based on an average hydraulic grade line of approximately 288 feet, and a minimum residual pressure of 35 psi. Aqueduct Pressure Zone includes several service locations between 207 feet and 227 feet msl. 14 Zone A8 and the Hillside Pressure Zones were not evaluated for fire flow for this Water Master Plan Update. Fire flow availability for these zones was recently evaluated by West Yost Associates and results were presented in a separate technical memorandum. This technical memorandum is included in Appendix B for reference; however, a summary of the findings and recommendations are provided within this section of the report.



Figure 5-4 also identifies the areas where system improvements are required to mitigate the fire flow deficiencies in the Aqueduct Pressure Zone (excluding A8). Two methods were evaluated to determine improvements that mitigate the identified fire flow deficiencies and maintain the required minimum system residual pressure of 20 psi:

• When a single hydrant could not meet the fire flow requirement but a nearby, adjacent hydrant is available to provide supplemental flow to meet the required fire flow in the area, no improvement is recommended.

• When a single hydrant could not meet the fire flow requirement and there is no nearby hydrant available to provide supplemental flow to meet the required fire flow in the area, improvements were evaluated and recommended.

Details of recommended improvements to mitigate fire flow deficiencies are presented in Table 5-7.

In addition to the recommendations presented in Table 5-7, to further assist in meeting required minimum fire flows, it is recommended that an area in the Aqueduct Pressure Zone A4 be considered for rezoning into Pressure Zone R4R3. The area proposed to be rezoned includes Hidden Valley Drive from Parsons Drive to Hollow Tree Court, along with Hollow Tree Court and Moss Rock Court. It is recommended that this rezoning issue be brought up with Operations Staff to solicit their input, but this could be accomplished by the following:

• Close valve II2808VAL062 on Hidden Valley Drive, northeast of Parsons Drive.

• Open valve II2803VAL029 on Hidden Valley Drive, northeast of Hollow Tree Court.

• Open valve II2808VAL056 on Winding Ridge Road, east of Hidden Valley Drive.

The rezoning of the Hidden Valley Drive area from the Aqueduct Zone A4 to Pressure Zone R4R3 would result in an increase in delivered system pressures. This rezoned area would then have pressures close to 100 psi, which are relatively high for Zone R4R3 (though not the highest). To reduce this high pressure at customer service connections, there are two options available, Option (1) install individual pressure reducing valves for the approximately 40 customers affected by the rezoning; or Option (2) install a single master pressure reducing valve on Hidden Valley Drive, south of Winding Ridge Road which ultimately creates a reduced zone of Pressure Zone R4R3.

CIP GroupExisting

DiameterNew

Diameter Length Location NotesPressure Zone A2

FF EX CIP021 NA 8 540 Foley Street dead end to the 12-inch pipeline on Frances Street

This new pipeline loops the existing dead end pipeline on FoleyStreet. Based on a subsequent analysis performed on May 16, 2014, the recommended Cleveland Avenue water main replacement project precludes the need for this new pipeline.

FF EX CIP022 6 8 276 Agnew Place between 9th Street and 4-inch mains near Hydrant 1565.

FF EX CIP022 6 8 273 Blair Place between 9th Street and 4-inch mains near Hydrant 1449.

FF EX CIP023 6 8 778 Eardley Avenue between College Avenue and Tammy Way

FF EX CIP024 NA 8 210Dutton Avenue from Duncan Street south to end of pipeline on Dutton Avenue near Apple Creek Lane

This new pipeline creates a connection that improves fire flow on Apple Creek Lane (2,015 gpm), where the fire flow requirement is 2,500 gpm.

FF EX CIP025 6 8 264 Sovereign Lane between Donahue Avenue and Westgate Circle

Current fire flow on Tudor Court (2,232 gpm) and Monarch Court (2,151 gpm) in this mobile home park is sufficient for single family residential, but not for multi-family residential. While 2,500 gpm can be obtained by opening two hydrants, the model indicates that the residual pressure would drop to 13 psi.

Pressure Zone A3

FF EX CIP031 4 8 396 McMinn Avenue from Sunset to Hughes Avenue

FF EX CIP031 6 8 366 Delport Avenue between West Avenue and Stroven Lane

FF EX CIP032 6 8 114 Sebastopol Rd from Timothy Rd to Roberts Ave

This project resolves fire flow deficiencies on Roberts Ave and Holbrook St.

Pressure Zone A4

FF EX CIP041 NA 8 18

Salem Avenue at Elliott Avenue, connecting the proposed CIP 8-inch pipeline on Salem Ave to the existing 14-inch pipeline on Elliott Ave.

FF EX CIP041 4 8 88 Albany Drive between Oliver Lane and Richmond Dr

FF EX CIP041 4 8 247 Albany Drive between Richmond Dr and Clement Ave

FF EX CIP041 4 8 249 Albany Drive between Clement Ave and Victor Dr

FF EX CIP041 6 8 250 Clement Avenue between Albany Drive and Malano Court

FF EX CIP041 6 8 468 Salem Avenue between Elliott Avenue and Clement Avenue

FF EX CIP041 4 8 364Clement Avenue between Malano Court and Emeritus Circle, and east of Emeritus Circle

FF EX CIP042 6 8 144 Hidden Valley Drive from Moss Rock Court to Winding Ridge Rd After rezoning, this pipeline will be in Zone R4R3.

FF EX CIP042 6 8 650 Hidden Valley Drive from Parsons Drive to Moss Rock Court After rezoning, this pipeline will be in Zone R4R3.

FF EX CIP043 6 8 56 Haven Drive between Hawthorne Court and Iris Court

FF EX CIP043 4 8 70 Geary Drive between James Avenue and Finlaw Street

FF EX CIP043 4 8 125 Haven Drive between Eleanor Avenue and Hawthorne Court

FF EX CIP043 4 8 213 Geary Drive between Bryden Lane and James Avenue

FF EX CIP043 4 8 223 Eleanor Avenue between Haven Drive and Belmont Court

FF EX CIP043 4 8 237 Augustan Avenue between Haven Drive and Belmont Court

FF EX CIP043 6 8 247 Geary Drive between James Avenue and Finlaw Street

FF EX CIP043 8 8 258 E Foothill Drive between E Haven Dr and Thomas Dr

FF EX CIP043 4 8 292 Haven Drive between Augustan Avenue and Eleanor Avenue

FF EX CIP043 6 8 307 Haven Drive between Eleanor Avenue and Hawthorne Court

FF EX CIP043 6 8 395 Haven Drive between Iris Court and E Foothill Drive

FF EX CIP043 6 8 538 Grahn Drive between Norte Way and E Foothill Dr

FF EX CIP043 6 8 643 Diamond Court

FF EX CIP043 4 8 731 Elizabeth Way between Town and Country Drive and Parsons Drive

FF EX CIP043 4 8 824 Haven Drive between 4th Street and Augustan Avenue

Table 5‑7. Near-Term Fire Flow Mitigation Recommendations

o\c\405\02-13-36\e\T5\Ch5_Tables.xlsx, Table 5-7Last Revised: 07-28-14 1 of 3


CIP GroupExisting

DiameterNew

Diameter Length Location Notes


Pressure Zone A5

FF EX CIP051 4 8 414 Raegan Way between Talbot Avenue and Alderbrook Drive

FF EX CIP051 6 8 677 Gilbert Drive between Montgomery Drive and Leonard Avenue

FF EX CIP051 6 8 252 Sherwood Drive between Leonard Avenue and Little John Ln

FF EX CIP051 6 8 250 Sherwood Drive between Little John Ln and Marian Ln

FF EX CIP051 6 8 113 Sherwood Drive between Marian Ln and Sherwood Court

FF EX CIP051 6 8 319 Sherwood Drive between Marian Ln and Sherwood Court

An alternative to replacing this 1974 AC Pipeline would be to replace longer stretches of older pipeline on Shortt Rd or Sherwood Dr, which are already in the City's CIP plan.

FF EX CIP051 6 8 118 Leonard Avenue between Alderbrook Drive and Sherwood Drive

FF EX CIP052 4 8 298 Doctors Park Dr, east side of loop north of Spring Creek Drive

FF EX CIP052 6 8 951 Church Street between Sonoma Avenue and Spring Creek Drive

FF EX CIP053 12 422 Farmers Lane between Hoen Avenue and Vallejo Street

FF EX CIP053 6 12 156 Vallejo Street between Farmers Lane and Mt Olive Drive

FF EX CIP053 6 8 206 Vallejo Street between Mt Olive Drive and Melbrook Way (East)

FF EX CIP053 6 8 804 Vallejo Street between Melbrook Way (East) and Melbrook Way (West)

Replacing the entire 804 feet increases the fire flow on Melbrook Way from 1439 gpm to 1709 gpm. Replacing approximately 400 feet would be sufficient to meet the fire flow requirement of 1500 gpm.

FF EX CIP053 6 12 666 Mt Olive Drive between Vallejo Street and Mt Olive Court

FF EX CIP054 4 8 46 Gray Court at Sonoma Avenue

Pressure Zone A6

FF EX CIP061 6 8 625 Aston Ave from Hendley St to Miras Ln

Pressure Zone A8

FF EX CIP921 6 8 440 Valley Oaks Dr from Valley Lakes Dr to Valley Oaks Pl

FF EX CIP922 6 8 204 Autumn Leaf Dr from Autumn Leaf Pl to Mockingbird Dir

FF EX CIP923 6 8 550 Rockgreen Pl from Fairfield Dr to loop

FF EX CIP923 6 8 719 Fairfield Dr from White Oak Dr to Rockgreen Pl

FF EX CIP924 6 8 431 Greenfield Cir, north from Oakmont Dr (west of Deerfield Circle)

Possible alternative is to raise setting on PRC 14 from Zone R12 from 33 to 37.

FF EX CIP926 6 8 259 Meadowridge Dr from Meadowridge Ct to Meadow Creek Ln

FF EX CIP926 6 8 796 Meadowridge Dr from Stonr Bridge Rd to Aspen Meadows Cir

FF EX CIP927 8 623 Woodgreen St from Oakmont Dr to Hydrant on Woodgreen St.

New pipeline creating loop for existing dead end on Woodgreen.

Pressure Zone R3

FF EX CIP331 10 12 606 Fountaingrove Parkway, east of Fir Ridge Drive. Mitigate fire flow deficiencies in R4 and R17 Pressure Zones.

FF EX CIP332 Pump Station S3Replace booster pumps with a total pumping capacity of 3,000 gpm to mitigate fire flow deficiencies in R4 and R17 Pressure Zones.

FF EX CIP333 Pump Station S3 Install On-Site Generator.

Pressure Zone R4

FF EX CIP401 12 16 25 Del Rosa Ave between Sunrise Ave and Piedra Ln

FF EX CIP401 12 16 125 Del Rosa Ave between Sunrise Ave and Piedra Ln

FF EX CIP950 6 8 348 Los Olivos Ave between Manzanita Ave and Quail Ct

FF EX CIP950 6 8 92 Quail Ct, west from Los Olivos Ave

FF EX CIP951 Install a hydrant on Incline Dr to 16" main on Hidden Valley Dr Mitigate fire flow deficiencies on Incline Dr.

FF EX CIP952 6 12 752 Cobblestone DrFF EX CIP952 8 12 821 Cobblestone DrFF EX CIP952 6 12 947 Cobblestone DrFF EX CIP952 10 16 191 Chanate RdFF EX CIP952 10 16 193 Chanate RdFF EX CIP952 10 16 270 Chanate RdFF EX CIP952 10 16 339 Chanate RdFF EX CIP952 10 16 372 Chanate RdFF EX CIP952 10 16 392 Chanate RdFF EX CIP952 10 16 762 Chanate Rd



CIP GroupExisting

DiameterNew

Diameter Length Location Notes


Pressure Zone R4R1

FF EX CIP952 6 12 133 Deer Park Dr, southwest from Shallow Creek Dr toward Sleepy Hollow Dr

FF EX CIP952 8 12 156 Bonita Vista Ln, between Sleepy Hollow Dr and Bonnie Ln

FF EX CIP952 8 12 160 Bonita Vista Ln, north from Bonnie Ln

FF EX CIP952 8 12 205 Sleepy Hollow Dr from Bonita Vista Ln to Sleepy Hollow Ct

FF EX CIP952 6 12 216 Deer Park Dr, northeast from Sleepy Hollow Dr toward Shallow Creek Dr

FF EX CIP952 8 12 237 Sleepy Hollow Dr from Deer Park Dr to Aaron Dr

FF EX CIP952 8 12 431 Sleepy Hollow Dr from Deer Park Dr to Sleepy Hollow Ct

FF EX CIP952 8 12 478 Sleepy Hollow Dr from Parker Hill Rd to Aaron Dr

FF EX CIP952 8 12 618 Bonita Vista Ln, from Chanate Rd to Bonnie Ln

FF EX CIP952 8 12 740 Bonita Vista Ln, south from Sleepy Hollow Dr

Pressure Zone R4R2

FF EX CIP953 6 8 147 Stonecrest Ct from Encina Ct to hydrant

FF EX CIP953 6 8 235 Miraloma Dr from Buena Vista Dr to Stonecrest Ct

FF EX CIP953 6 8 281 Miraloma Dr from Stonecrest Ct to Encina Ct

FF EX CIP953 8 12 55 Terra Linda Dr southeast from PRC 43

FF EX CIP953 6 12 275 Terra Linda Dr from Terra Linda Ct to Buena Vista Dr

FF EX CIP953 6 12 1,039 Terra Linda Dr between PRC 43 and Terra Linda Ct

FF EX CIP953 6 12 1,353 Buena Vista Dr from Terra Linda Dr to Miraloma Dr

Pressure Zone R10

FF EX CIP945 8 16 215 Woodview Dr from Westline Ct, northeast toward Reservoir R10

FF EX CIP945 10 16 296 Woodview Dr southeast from Reservoir R10

FF EX CIP945 10 16 323 Woodview Dr north from Reservoir R10

FF EX CIP945 12 16 410 Skycrest Way, south of Skycrest Dr

FF EX CIP945 8 16 774 Woodview Dr from Deer Hollow Ln to Westline Ct

FF EX CIP945 12 16 1,659 North of Reservoir R10 from Woodview Dr to Skycrest Way

FF EX CIP101 Pump Station S10 Install On-Site Generator.

Pressure Zone R12

FF EX CIP925 6 8 453 Singing Woods Ln from Oak Mesa Dr to Cliffwood Dr

FF EX CIP925 6 8 492 Oak Mesa Pl from Oak Mesa Dr to Singing Woods Ln

FF EX CIP925 6 8 917 Cliffwood Dr from Overlook Dr to Singing Woods Ln

Pressure Zone R13

FF EX CIP132 6 8 866 Northwest of Pump Station S13. Mitigate fire flow deficiencies in R13 Pressure Zone.

FF EX CIP919 6 8 757 Northwest of Pump Station S13. Beyond pipe replacement recommended in FF EX CIP132

FF EX CIP133 Pump Station S13

Replace booster pumps with a total dynamic head of approximately 320 feet and a firm pumping capacity of 1,500 gpm to mitigate fire flow deficiencies in R14 Pressure Zone (which is supported by R13 Pressure Zone).

Pressure Zone R13R1

FF EX CIP920 6 8 524 Coney Ct from Wild Oak Dr to end

FF EX CIP920 6 8 984 Wild Oak Dr from PRC 16 to Coney Ct

Pressure Zone R14

FF EX CIP141 Pump Station S14Replace booster pumps with a total dynamic head of approximately 235 feet to mitigate fire flow deficiencies in R14 Pressure Zone.

An alternative is to raise setting of PRC 16, but the static pressure at the intersection of Coney Ct and Wild Oak Dr is 99 psi. Another alternative is to install an emergency connection or hydrant to the Aqueduct at SCWA Annadel Tank, which is about 85 feet from the end of Coney Ct.





5.5.2.2.2 Hillside Pressure Zones

Fire flow availability in the Hillside Pressure Zones (including Aqueduct Pressure Zone A8) was recently evaluated by West Yost Associates and results were presented in two separate technical memoranda. These technical memoranda are included in Appendices B and C for reference. Due to these recent fire flow evaluations, fire flow availability in the existing water system for the Hillside Pressure Zones was not specifically evaluated for this WMP Update; however, it was evaluated for the buildout water system, as presented in Chapter 6. Recommendations to address fire flow deficiencies in the Hillside Pressure Zones from the buildout water system evaluation were considered relevant for the existing water system in cases where the water demand increase due to new development was minimal. In such cases, recommendations are made for pipeline improvements to the existing system to mitigate fire flow deficiencies and have been included in the existing water system CIP.15 Therefore, the recommendations presented in this chapter to address fire flow deficiencies in the Hillside Pressure Zones are based on findings from the buildout water system evaluation presented in Chapter 6 as well as the findings from the previous evaluations presented in Appendices B and C.

Hydraulic evaluation results indicated that several Hillside Pressure Zones were not able to meet the minimum fire flow requirements—R4, R4R1, R4R2, R10, R12, R13, R13R1, R14 and R17. Fire flow deficiencies were caused by either accumulated friction (head) losses on downstream pipelines that convey water from the booster pump stations into the water system, or from insufficient capacity and/or head for those booster pumps that serve these zones.

Recommended pipeline improvements to mitigate the identified fire flow deficiencies in the Hillside Pressure Zones are presented in Table 5-7. Recommended pump station improvements to mitigate the identified fire flow deficiencies in the Hillside Pressure Zones are also included in Table 5-7 and summarized below:

• Replace booster pumps at Station S3 with a total pumping capacity of 3,000 gpm to mitigate fire flow deficiencies in R4 and R17 Pressure Zones. See Appendix B for details.16

• Replace booster pumps at Station S13 with a total dynamic head of approximately 320 feet and a firm capacity of 1,500 gpm to mitigate fire flow deficiencies in R14 Pressure Zone (which is supported by R13 Pressure Zone). See Appendix C for details.

• Replace booster pumps at Station S14 with a total dynamic head of approximately 235 feet and a firm capacity of 1,500 gpm to mitigate fire flow deficiencies in R14 Pressure Zone. See Appendix C for details.

15 It should be noted that these pipeline improvements were not identified in the previous evaluations for the existing system (as presented in Appendices B and C) because those evaluations used a different set of assumptions for the initial water system conditions (less conservative tank level assumptions). 16 Station S3 feeds Reservoir R3, which is the supply for Station S18. Station S18 pumps into Pressure Zone R17. Zone R17 can feed Zone R16 through PRC 47, and Zone R16 can feed Zone R4 through PRC 46.



These improvements to address fire flow deficiencies for the Hillside Pressure Zones are illustrated on Figure 5-5.

SUMMARY OF FINDINGS AND RECOMMENDED IMPROVEMENTS FOR THE EXISTING 5.6WATER SYSTEM

Findings from the evaluation of the existing water distribution system and the recommended near-term improvements needed to eliminate deficiencies are summarized below and illustrated on Figure 5-5. However, the specific locations for the recommended groundwater wells are not shown on Figure 5-5 as they have not been determined yet (only general locations have been identified).

5.6.1 Pumping Capacity

• Replace booster pumps at Station S3 with a total pumping capacity of 3,000 gpm to mitigate fire flow deficiencies in R4 and R17 Pressure Zones. See Appendix B for details.17

• Replace booster pumps at Station S13 with a total dynamic head of approximately 320 feet and a firm capacity of 1,500 gpm to mitigate fire flow deficiencies in R14 Pressure Zone (which is supported by R13 Pressure Zone). See Appendix C for details.

• Replace booster pumps at Station S14 with a total dynamic head of approximately 235 feet and a firm capacity of 1,500 gpm to mitigate fire flow deficiencies in R14 Pressure Zone. See Appendix C for details

5.6.2 Pipelines

• Replace pipelines and/or install new pipelines to mitigate fire flow deficiencies as recommended in Table 5-7.

5.6.3 System Operations

• Rezone Hidden Valley Road from Parsons Drive to Hollow Tree Court from Zone A4 to Zone R4R3 to mitigate fire flow deficiencies in A4 Pressure Zone. To mitigate the resultant high pressures to some service connections located in the lower service elevations, individual pressure reducing valves can be installed at specific service connections, or a master pressure reducing valve can be installed at Hidden Valley Road, south of Winding Ridge Road.

• Increase the pressure setting on PRC 25 by 10 psi to mitigate low pressures in Pressure Zone R2R1 or install individual booster pumps on service lines along Moss Hollow Court.

17 Station S3 feeds Reservoir R3, which is the supply for Station S18. Station S18 pumps into Pressure Zone R17. Zone R17 can feed Zone R16 through PRC 47, and Zone R16 can feed Zone R4 through PRC 46.



• Install booster pumps on individual service lines for service elevations exceeding their Pressure Zone’s normal service range.

5.6.4 Backup Power

• Install on-site backup power generator at Stations S3 and S10 to improve the reliability of these pumping facilities during a fire flow or emergency condition.

5.6.5 Groundwater Wells

• Construct one emergency well in the Oakmont/S-12 Master Zone to help mitigate the pumping and storage capacity deficit in the R15 Pressure Zone. This improvement corresponds to project GW-A-007 from the City’s 2013 Groundwater Master Plan.

• Construct one emergency well in the S-6 Master Zone to help mitigate the storage capacity deficit in the R6 Pressure Zone. This improvement corresponds to project GW-B-002 from the City’s 2013 Groundwater Master Plan.

0 5,0002,500

Sc a le in Feet

FIGURE 5-1City of Santa Rosa

Water Master Plan Update

EXISTING WATERSYSTEM

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Santa Rosa Aqueduct

Santa Rosa Aqueduct

West Santa RosaPipeline

Petaluma Aqueduct

Sonoma Aqueduct

SCWA SUPPLY

SCWA SUPPLY

Russian River-Cotati

Intertie PipelineTO COTATI

&

&

Ra lp hineTa nks

Anna delTa nk 1

Anna delTa nk 2

Ka wa naTa nks

R10

R9C

R9A

R1A&R1B

R2B

R5

R2A

R4B

R16

R17R3

R6

R7

R13

R14

R12A

R12B

R4AR8

R11

R9B

Pro c to rHeights

65

58

66

53

50

51

54

55 5657

5960

61

63

67

697172

73

757677 78 79

80

81

82

64

Fa rm ersLa ne W ellsNo . 1 & 2

Leete

Ca rleyPetersSp rings

S1

S2

S3S5 S18

S16

S17

S7

S4

S4RS6

S9

S4B S15

S13

S14 S12

S8

S11S10

LEGENDUrb a n Gro wth Bo unda ryCity Lim its

XWSCW A Co nnec tio n (PRA V a lve)

UT SCW A Reservo irUT City Reservo ir") City W ell¼ÐÚ Pum p Sta tio n

SCW A Aqueduc t≥ 12-inc h dia m eter City Pip eline10-inc h dia m eter City Pip eline≤ 8-inc h dia m eter City Pip eline

La st Sa ved: 5/15/2014 5:43:16 PM ddem a ster; O:\Clients\405 City o f Sa nta Ro sa \02-13-36 2013 W M P Up da te\GIS\Figures\Fig 5-1 Existing W a ter System .m xd

PRESSURE ZONE (RESERV OIR)FOUNTAINGROV E 1 (R1A, R1B)FOUNTAINGROV E 2 (R2A, R2B)FOUNTAINGROV E 3 (R3)SKYFARM (R5)M ONTECITO HIGH LEV EL (R4A, R4B)FOUNTAINGROV E UNIT 2 LOW ER LEV EL (R16)FOUNTAINGROV E UNIT 2 HIGH LEV EL (R17)RINCON REDUCED (R6)RINCON HIGH LEV EL (R7)LOS ALAM OS (R8)BENNETT HIGH LEV EL (R9A, R9B, R9C)FAIRW AY (R10)SOUTHEAST ZONE 2 (R11)OAKM ONT HIGH LEV EL (R12A, R12B)W ILD OAK (R13)W ILD OAK UPPER LEV EL (R14)M EADOW RIDGE / OAKM ONTA1, A3, A5A2, A4, A6A8A9

0 5,0002,500

Sca le in Feet



EXISTING SYSTEMPRESSURES DURING

A PEAK HOUR DEMANDCONDITION

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")")

Santa Rosa Aqueduct

Santa Rosa Aqueduct


Petaluma Aqueduct

Sonoma Aqueduct

&

SCWA SUPPLY

SCWA SUPPLY



&

Ra lphin eT a n ks

An n a delT a n k 1

An n a delT a n k 2

K a wa n aT a n ks

R10

R9C

R9A

R1A&R1B

R2B

R5

R2A

R4B

R16

R6

R7

R13

R14

R12AR12B

R4A

R8

R11

R9B

ProctorHeights

Fa rm ersLa n e

Leete

Ca rleyPeterSprin gs

S1

S2

S3S5

S16

S17

S7

S4

S4R

S6

S9

S4B S15

S13

S14 S12

S8

S11S10

26

30

3328

32

1834

25 3230

33 3227

2822

34

30

24

33

32

263227

28

2312

34

322829

28

34

1913

24

2214

1810

2830

231530

26

30

332926

33

3432 3131

16

LEGENDUT SCWA ReservoirUT City Reservoir") City Well¼ÐÚ Pum p Sta tion

SCWA Aqueduct SystemPipelin e Velocity (fps):

≤ 8 fps> 8 fps

System Pressure (psi):Pressure < 3535 ≤ Pressure < 6060 ≤ Pressure < 8080 ≤ Pressure < 100100 ≤ Pressure < 120120 ≤ Pressure

La st Sa ved: 4/18/2014 1:51:15 PM ddem a ster; O:\Clien ts\405 City of Sa n ta Rosa \02-13-36 2013 WMP U pda te\GIS\Figures\Fig 5-2 Pea k Hour Pressures.m xd

PRESSU RE Z ONE (RESERVOIR)FOU NT AINGROVE 1 (R1A, R1B)FOU NT AINGROVE 2 (R2A, R2B)FOU NT AINGROVE 3 (R3)SK Y FARM (R5)MONT ECIT O HIGH LEVEL (R4A, R4B)FOU NT AINGROVE U NIT 2 LOWER LEVEL (R16)FOU NT AINGROVE U NIT 2 HIGH LEVEL (R17)RINCON REDU CED (R6)RINCON HIGH LEVEL (R7)LOS ALAMOS (R8)BENNET T HIGH LEVEL (R9A, R9B, R9C)FAIRWAY (R10)SOU T HEAST Z ONE 2 (R11)OAK MONT HIGH LEVEL (R12A, R12B)WILD OAK (R13)WILD OAK U PPER LEVEL (R14)MEADOW RIDGE / OAK MONTA1, A3, A5A2, A4, A6A8A9

NOT ES

2. All pum p sta tion s a re set up in the hydra ulic m odel to opera te ba sed on the win ter con trol settin gs provided by City Opera tion s Sta ff.

1. City ta n k levels a re a ssum ed to be a t 50 percen t full.

3. Most pum p sta tion s a re offlin e due to low con trol settin gs. Beca use of low hydra ulic con dition s in 5 zon es, 5 pum p sta tion s a re m odified to opera te for this eva lua tion . T hese sta tion s a re S4, S10, S14, S15 a n d S17.

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S1

S2S16S17

S7

S4

S4R S6

S9

S4B

S10

Pipelin e VelocitiesGrea ter T ha n 8 Feet Per Secon d

0 5,0002,500

Sca le in Feet



EXISTING SYSTEMPRESSURES DURING AMAXIMUM DAY DEMAND

CONDITION

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Santa Rosa Aqueduct

Santa Rosa Aqueduct

Petaluma Aqueduct

Sonoma Aqueduct

&

SCWA SUPPLY

&


SCWA SUPPLY



Ra lphin eT a n ks

An n a delT a n k 2

K a wa n aT a n ks

R9C

R9A

R1A&R1B

R2B

R5

R2A

R4B

R16

R6

R7

R13

R14

R12AR12B

R4A

R8

R11

R9B

Fa rm ers La n e

Leete

Ca rleyPeterSprin gs

39

36

26

31

33

3539

28

3837

3735

35

32

18

36

35

31

3335

39

3229

38

23

39

35

30

25

39

33

35

39

36 35

273439

2830

3839

36 233812

39 35

393939

393638

3430

3936

39

362938

3636

37

37

1913

38

24

2214

1810

2930

233616

302639

36313837

39

38

34

3835

3639 2739

393939

39

313181738

35

39

16

S1

S2

S3S5 S18

S16

S17

S7

S4

S4RS6

S9

S4BS15

S13

S14 S12

S8

S11 S10

LEGENDUT SCWA ReservoirUT City Reservoir¼ÐÚ Pum p Sta tion") City Well

SCWA Aqueduct SystemPipelin e Velocity (fps):

≤ 8 fps> 8 fps

System Pressure (psi):Pressure < 4040 ≤ Pressure < 6060 ≤ Pressure < 8080 ≤ Pressure < 100100 ≤ Pressure < 120120 ≤ Pressure

La st Sa ved: 4/18/2014 1:56:08 PM ddem a ster; O:\Clien ts\405 City of Sa n ta Rosa \02-13-36 2013 WMP U pda te\GIS\Figures\Fig 5-3 Ma x Da y Pressures.m xd

PRESSU RE Z ONE (RESERVOIR)FOU NT AINGROVE 1 (R1A, R1B)FOU NT AINGROVE 2 (R2A, R2B)FOU NT AINGROVE 3 (R3)SK Y FARM (R5)MONT ECIT O HIGH LEVEL (R4A, R4B)FOU NT AINGROVE U NIT 2 LOWER LEVEL (R16)FOU NT AINGROVE U NIT 2 HIGH LEVEL (R17)RINCON REDU CED (R6)RINCON HIGH LEVEL (R7)LOS ALAMOS (R8)BENNET T HIGH LEVEL (R9A, R9B, R9C)FAIRWAY (R10)SOU T HEAST Z ONE 2 (R11)OAK MONT HIGH LEVEL (R12A, R12B)WILD OAK (R13)WILD OAK U PPER LEVEL (R14)MEADOW RIDGE / OAK MONTA1, A3, A5A2, A4, A6A8A9

NOT ES

2. All pum p sta tion s a re set up in the hydra ulic m odel to opera te ba sed on the win ter con trol settin gs provided by City Opera tion s Sta ff.

1. City ta n k levels a re a ssum ed to be a t 50 percen t full.

3. Most pum p sta tion s a re offlin e due to low con trol settin gs. Beca use of low hydra ulic con dition s in 5 zon es, 5 pum p sta tion s a re m odified to opera te for this eva lua tion . T hese sta tion s a re S4, S10, S14, S15 a n d S17.

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S7

S4

S4R S6

S9

S4B

S10

Pipelin e VelocitiesGrea ter T ha n 8 Feet Per Secon d

0 5,0002,500

Scale in Feet



AVAILABLE FIRE FLOWAT 20 PSI UNDER

EXISTING SYSTEMMAXIMUM DAY DEMANDFOR AQUEDUCT ZONES

A1-A6 AND A9

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Santa Rosa Aqueduct


Petaluma Aqueduct

Sonoma Aqueduct

&

SCWA SUPPLY

SCWA SUPPLY



ZONEA9

&

RalphineTanks

AnnadelTank 1

AnnadelTank 2

KawanaTanks

R10

R9C

R9A

R1A&R1B

R2B

R5

R2A

R4B

R16

R17R3R6

R7

R13

R14

R12A

R12B

R4AR8

R11

R9B

ProctorHeights

Farmers Lane

Leete

CarleyPeterSprings

S1

S2

S3S5 S18

S16

S17

S7

S4

S4R

S6

S9

S4BS15

S13

S14 S12

S8

S11S10

CIP041

CIP054

CIP043CI

P022

CIP0

22

CIP032

CIP051

CIP041

CIP0

42

CIP061

CIP02

5

CIP024

CIP031

CIP051

CIP043

CIP0

21

CIP053

CIP051

CIP043

CIP0

23

CIP04

3

LEGENDUT SCWA ReservoirUT City Reservoir¼ÐÚ Pump Station") City Well

SCWA Aqueduct SystemCity Pipelines1,500 gpm Fire Flow RequiredDesign2,500 gpm Fire Flow RequiredDesignCIP Project to Mitigate Fire FlowDeficiencies

Fire Flow Evaluation ResultsDeficient: Less than 1,500 gpmDeficient: 1,500 to 2,500 gpmMeets Design Fire Flow

Last Saved: 6/20/2014 4:19:11 PM ddemaster; O:\Clients\405 City of Santa Rosa\02-13-36 2013 WMP Update\GIS\Figures\Fig 5-4 Max Day with FF A1-6_9.mxd

NOTES1. Fire Flow Requirement shading and the fire flow evaluation results are based on existing land uses indicated in the City's parcel records. NOTE: Some individual parcels may have fire flowrequirements greater than indicated by the General Plan land use.2. City tank levels are assumed to be at 50 percent full.3. All pump stations are set up in the hydraulic model to operate at firm capacity (i.e., with all pumps active except the largest pump).4. Some locations with deficient fire flow do not have related CIP recommendations because their fire flow requirements can be met by supplementing flow from nearby hydrants.

0 5,0002,500

Scale in Feet

FIGURE 5-5


RECOMMENDEDIMPROVEMENTS TOEXISTING SYSTEM

")

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Santa Rosa Aqueduct

Santa Rosa Aqueduct


Pe ta luma A

queduc t

Sonoma Aqueduct

&

SCWA SUPPLY

SCWA SUPPLY


Intertie Pipeline

TO COTATI

RezoneAreain A4to R4R3

&

Southwest

North SantaRosa Station

Southeast

DowntownStation

CIP333

CIP101

RalphineTanks

AnnadelTank 2

KawanaTanks

R10

R9C

R9A

R1A&R1B

R2B

R5

R2A

R4B

R16

R17R3

R6

R7

R13

R14

R12A

R12B

R4A

R8

R11

R9B

FarmersLane

Leete

CarleyPeterSprings

S1

S2

S3S5S18

S16

S17

S7

S4

S4RS6

S9

S15

S13

S14

S12

S8

S11 S10

CIP401

CIP054

CIP926

CIP

022

CIP032

CIP041

CIP

042

CIP952

CIP922

CIP925

CIP

945CIP061

CIP0

25CIP953

CIP024

CIP950

CIP031

CIP

921

CIP331

CIP

021

CIP927

CIP0

43

CIP

023

CIP0

43

CIP051

CIP923

CIP924

CIP920

CIP043

CIP052

CIP132

CIP919CIP053

LEGENDUT SCWA Reservoir

UT City Reservoir

¼ÐÚ

Existing Pump Station (NoRecommended Improvement)

¼ÐÚ

Recommended Pump StationImprovement for Existing System

") City WellSCWA AqueductCity PipelinesCity Pipeline CIP ProjectsUrban Growth Boundary

Specific Plan Area

Last Saved: 7/31/2014 12:23:32 PM akwong; O:\Clients\405 City of Santa Rosa\02-13-36 2013 WMP Update\GIS\Figures\Fig 5-5 CIP Existing.mxd

PRESSURE ZONE (RESERVOIR)FOUNTAINGROVE 1 (R1A, R1B)FOUNTAINGROVE 2 (R2A, R2B)FOUNTAINGROVE 3 (R3)SKYFARM (R5)MONTECITO HIGH LEVEL (R4A, R4B)FOUNTAINGROVE UNIT 2 LOWER LEVEL (R16)FOUNTAINGROVE UNIT 2 HIGH LEVEL (R17)RINCON REDUCED (R6)RINCON HIGH LEVEL (R7)LOS ALAMOS (R8)BENNETT HIGH LEVEL (R9A, R9B, R9C)FAIRWAY (R10)SOUTHEAST ZONE 2 (R11)OAKMONT HIGH LEVEL (R12A, R12B)WILD OAK (R13)WILD OAK UPPER LEVEL (R14)MEADOW RIDGE / OAKMONTA1, A3, A5A2, A4, A6A8A9

NOTES

1. Some locations with deficient fire flow do not have related CIP recommendations because their fire flow requirements can be met by supplementing flow from nearby hydrants.2. This figure presents CIP projects for the A8 and Hillside Pressure Zones, for which fire flow deficiencies are not shown on Figure 5-4. As discussed in Section 5.5.2.2, these projects were identified in the future system evaluation but have been included as part of the existing system CIP.3. Specific locations for new groundwater wells are not shown because they have not been determined yet (only general locations have been identified).

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CHAPTER 5 Evaluation of Existing Water System