WATER SYSTEM MASTER PLAN 10. DISTRIBUTION SYSTEM EVALUATION

Transcription

1 WATER SYSTEM MASTER PLAN 10. DISTRIBUTION SYSTEM EVALUATION This section provides an analysis of the current water distribution system s performance. Evaluation criteria, supply scenarios, and evaluations of system performance, reliable capacity performance, pressure zones, fire flows, corridor planning areas, the island area, and the SCADA system are presented. An analysis of the existing distribution system was conducted with projected 2035 demands. The evaluation of the McClellan Business Park distribution system is presented in Appendix A Evaluation Criteria Typically the District maintains minimum service pressures of 35 psi with allowable minimum pressures down to 20 psi during maximum day plus fireflow demand conditions. For any areas where the hydraulic model indicated service pressures below 35 psi, the pipeline velocities and unit headlosses were further evaluated. The standard operational and performance criteria used for this analysis are summarized in Table Table Sacramento Suburban Water District Operational and Performance Criteria for Planning and Design Component Criteria Fire Flow Requirements (flow duration [hours]) a Single-Family Residential 2 hrs Multi-Family Residential 2 hrs Commercial 3 hrs (with approved automatic sprinkler system) Institutional (schools, hospitals, etc.) 4 hrs (with approved automatic sprinkler system) Industrial/Business Park 4 hrs (with approved automatic sprinkler system) Water Transmission Line Sizing (16-in in diameter or greater) Max day plus Fire Flow or Peak Hour Demand Condition Minimum Pressure, psi 35 psi (20 psi for fire flow) Maximum Head Loss, ft per 1000 ft of pipe 7 ft/kft (ft/kft) Maximum Velocity, ft per second (fps) 7 fps Water Distribution Line Sizing (Less than 16-in in diameter) Max day plus Fire Flow or Peak Hour Demand Condition Minimum Pressure, psi 35 psi (20 psi for fire flow) Maximum Head Loss, ft/k ft 10 ft/kft Maximum Velocity, ft/sec 5 fps a Typical minimum flow will be verified by Sacramento Metropolitan Fire District on a case by case basis. 10-1

2 10: Distribution System Evaluation Water System Master Plan According to the Sacramento Metropolitan Fire District, the fire flow criteria in Table 10-1 reflect good practices for fire protection design. The single family criteria would limit the dwelling size to less than 3,600 square feet (total area under roof, each floor counted separately), unless a residential fire sprinkler system was installed. A 1,750 criteria would allow dwellings up to 4,800 square feet; 2,000 allows up to 6,200 square feet This is not to recommend the higher criteria for single family dwellings; but, rather to provide sufficient information for District decision making. Established neighborhoods with larger lots are experiencing remodeled and rebuilt dwellings in the 3,600 square feet to 6,000 square feet or more range (Michael Keehn, Sacramento Metropolitan Fire District, 2009) Evaluation Demand Conditions and Supply Scenarios The water system was analyzed under varying water demand conditions and supply scenarios, as summarized below. Demand Conditions 1. Maximum day demand (MDD) Buildout maximum day demand. 2. Peak hour demand (PHD) Buildout peak hour demand. Peak hour demand is analyzed as part of the maximum day extended period model run. 3. Maximum day demand plus fireflow (MDD+FF) Buildout maximum day plus fireflow. Supply Scenarios 1. Groundwater only water supply provided from District wells only, no surface water supply. This all groundwater supply scenario is analyzed using the hydraulic model during maximum day demand, peak hour demand, and maximum day demand plus fire flow demand conditions. 2. Conjunctive use a. NSA-maximum surface water supply flow rates in the NSA from PCWA are likely to occur in the shoulder season, typically October, during Water Forum wet years. During this time of year demand is typically at average day demand levels. The conjunctive use scenario for receiving PCWA water was not analyzed as a separate scenario using the hydraulic model because the maximum PCWA surface water flow rates would occur during average day demand periods and as a result would impact the system during a non-critical demand period. b. SSA- maximum surface water flow rates in the SSA can be available during summer peak demand periods in Water Forum wet years from the City of Sacramento. Based on the surface water availability analysis in Section 4 of this Plan, the maximum supply of 13,890 (20 mgd) would be available. The ability of the District s SSA water distribution system to utilize the maximum amount of surface water available during the maximum day demand extended period is analyzed using the hydraulic model System Performance This section provides an analysis of the system performance at buildout demands. The hydraulic model is utilized to identify any system deficiencies. A hydraulic schematic is a useful tool that is effective in the planning process because it provides the ability to visually understand the ground elevation and hydraulic 10-2

3 10: Distribution System Evaluation Water System Master Plan grade line aspects of the system. It is especially useful in identifying alternatives for future improvements because it aids in understanding how water flows throughout the system. The system s hydraulic schematic is provided on Figure 2-6. The District s water system s performance was analyzed by subarea. The distribution system was scrutinized to identify any capacity deficiencies resulting in low pressures, high velocities, or high unit headlosses. The results of these analyses, including the supply sources operating during each supply scenario, are described for the NSA (including McClellan Business Park and Arbors at Antelope service areas) and the SSA in the following sections NSA System Performance The supply sources by pressure zone operating in the model for MDD and PHD are shown in Table Table Supply Sources Operating in Hydraulic Model in Supply Scenario 1. Groundwater Only - NSA Arbors at Antelope Supply source MDD, PHD, Capehart 1C Pump Capehart 2C Capehart 3C McClellan Business Park McClellan Booster 1A 0 0 McClellan Booster 1B 0 0 McClellan Park # Subarea NSA 1 a Antelope #N35 0 2,693 Antelope Reservoir Pump #1 0 1,474 Antelope Reservoir Pump #2 0 1,475 Antelope Reservoir Pump #3 0 1,475 Antelope Reservoir Pump #4 0 1,475 Antelope Reservoir Pump #5 0 0 Don Julio #N24 1,013 1,132 Hillsdale #N Monument #N Poker #N32-A 1,506 1,

4 10: Distribution System Evaluation Water System Master Plan Table Supply Sources Operating in Hydraulic Model in Supply Scenario 1. Groundwater Only - NSA Supply source MDD, PHD, Poker #N32-B 1,468 2,386 Poker #N32-C Sutter #N25 0 2,023 Walerga #N33 1,386 1,7 Subarea NSA 2 a Cabana #N15 1,079 1,291 Oakdale #N17 1,067 1,247 Orange Grove #N Subarea NSA 3 a Barrett Meadows #N Cameron #N9 1,020 1,323 Cypress #N20 1,149 1,484 Engle #N ,146 Evergreen #N1 1,105 1,623 Field #N8 1,099 1,472 Freeway #N23 1,017 1,274 Jamestown #N27 1,1 1,490 Merrihill #N ,380 Palm #N ,373 Parkoaks #N30 1,184 1,540 River College #N ,152 Rosebud #N7 1,186 1,537 St. John #N ,433 Walnut #N10 0 1,431 Subarea NSA 4 a Bainbridge/Holmes #59A 1,672 2,443 Cottage #34-2,

5 10: Distribution System Evaluation Water System Master Plan Table Supply Sources Operating in Hydraulic Model in Supply Scenario 1. Groundwater Only - NSA Supply source MDD, PHD, Fairbairn/Karl #56A 2,285 2,614 Galbrath/Antelope Woods #64 1,087 1,208 La Cienga/Melrose # Melrose/Channing # Thirty Second/Elkhorn # ,054 Thomas/Elkhorn # Watt/Elkhorn #31A 1,299 1,435 Weddigen/Gothberg # arefer to Figure 2-3 for location of subareas. System performance in the NSA under the groundwater only scenario under 2035 maximum day and peak hour demand conditions is summarized as follows: General performance observations are listed below. 1. Service pressures Figures 10-1 and 10-2 illustrates the nodal pressure ranges under maximum day and peak hour demands, respectively. Service pressures remained above 35 psi in all areas of the NSA under maximum day demand conditions and dropped down below 35 psi along the east side of the NSA during peak hour demand conditions and below 20 psi in the eastern most area of NSA 3. Note that this model analysis does not include supply from the future well N36 Verner, which may improve pressure conditions in this area. 2. Pipeline velocities Figures 10-3 and 10-4 illustrates pipeline velocity ranges under maximum day and peak hour demands, respectively. Pipeline velocities are predominantly under 2 fps under both maximum day and peak hour demand conditions. There are a few distribution lines (<16-in diameter) with PHD velocities slightly over 5 fps. These are highlighted on the figures. 3. Pipeline unit headloss (feet per thousand feet of pipeline (ft/1,000ft)) Pipeline unit headlosses are predominantly under 2 ft/1,000 ft throughout the NSA, McClellan Business Park, and Arbors at Antelope during maximum day demand conditions. 10-5

6 HOWE WATT N35 MC-C1 MC-C3 Arbor at Antelope 57 MC-C2 ANTELOPE 59A 59 N33 N34 NSA-1 N26 N32C N32A N32B A NSA N25 N24 N5 N18 N36 N8 56A N11 80 N7 N30 McClellan 16 MC10 N17 N13 NSA-2 N21 N15 N23 N22 N6 N10 MADISON NSA-3 N29 N31 N27 N28 N9 N N1 N12 33A N B PROJECT DATE 40A SSA N19 SITE Water System Master Plan Sacramento Suburban Water District TITLE NSA 2035 Groundwater Only MDD Nodal Pressure N A Legend SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Pipe Street Highways 0 1,125 2,250 4,500 Feet Nodal Pressure psi psi psi >= 80 psi Elevation (feet) Figure 10-1 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure NSA 2035 Groundwater Only MDD Nodal Pressure.mxd

7 HOWE WATT N35 MC-C1 MC-C3 Arbor at Antelope 57 MC-C2 ANTELOPE 59A 59 N33 N34 NSA-1 N26 N32C N32A N32B A N25 N24 N5 N N18 N8 56A N11 80 N7 N30 McClellan 16 MC10 N17 N13 NSA-2 N21 N15 N23 N22 N6 N10 MADISON NSA-3 N29 N31 N27 N28 N9 N N1 N12 33A N B PROJECT DATE 40A SSA N19 SITE Water System Master Plan Sacramento Suburban Water District TITLE NSA 2035 Groundwater Only PHD Nodal Pressure Legend N3 54 SSWD Well Booster Pump 26 Stations (BPS) Elevated Storage Tank 32A 08 Ground Storage Tank Pipe Street 67 Highways Nodal Pressure <20psi 0 1,125 2,250 4,500 Feet psi psi psi psi >= 80 psi Elevation (feet) Figure 10-2 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure NSA 2035 Groundwater Only PHD Nodal Pressure.mxd

8 HOWE WATT N35 MC-C1 MC-C3 Arbor at Antelope 57 MC-C2 ANTELOPE 59A N33 N34 NSA-1 N26 N32C N32A N32B A NSA N25 N24 N5 N N18 N8 56A N11 80 N7 N30 16 N15 N6 N28 McClellan MC10 N13 NSA-2 N10 MADISON N29 N23 N17 N21 N22 NSA-3 N31 N27 N9 N N1 N12 33A N B PROJECT DATE 40A SSA N19 SSA-2 SITE Water System Master Plan Sacramento Suburban Water District TITLE NSA 2035 Groundwater Only MDD Pipeline Velocities Legend N3 54 SSWD Well 26Booster Pump Stations (BPS) Elevated Storage 32A Tank 08 Ground Storage Tank Street Highways Nodal Pressure <20psi 0 1,125 2,250 4,500 Feet psi psi psi psi >= 80 psi Pipeline Velocity <5fps 5-7fps >7fps Figure 10-3 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure NSA 2035 Groundwater Only MDD Pipeline Velocities.mxd

9 HOWE WATT N35 MC-C1 MC-C3 Arbor at Antelope 57 MC-C2 ANTELOPE 59A 59 N33 N34 NSA-1 N26 N32C N32A N32B A NSA N25 N24 N5 N18 N36 N8 56A N11 80 N7 N30 McClellan 16 MC10 N17 N13 NSA-2 N21 N15 N23 N22 N6 N10 MADISON NSA-3 N29 N31 N27 N28 N9 N N1 N12 33A N B PROJECT DATE 40A SSA N19 SITE Water System Master Plan Sacramento Suburban Water District TITLE NSA 2035 Groundwater Only PHD Pipeline Velocities Legend N3 54 SSWD Well 26Booster Pump Stations (BPS) Elevated Storage 32A Tank 08 Ground Storage Tank Street 67 Highways Nodal Pressure <20psi 0 1,125 2,250 4,500 Feet psi psi psi psi >= 80 psi Pipeline Velocity <5fps 5-7fps >7fps Figure 10-4 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure NSA 2035 Groundwater Only PHD Pipeline Velocities.mxd

10 10: Distribution System Evaluation Water System Master Plan SSA System Performance This section describes the performance of the SSA under the groundwater only and conjunctive use supply scenarios SSA Groundwater Only Supply Scenario The supply sources by pressure zone operating in the model for MDD and PHD for the groundwater only scenario is shown in Table Table Supply Sources Operating in Hydraulic Model In Supply Scenario Groundwater Only - SSA Supply source MDD, PHD, Subarea SSA 1 a Albatross/Iris # Auburn/Norris #33A Auburn/Yard # Auburn/Yard #40A 2,596 2,6 Balmoral/Yorktown # Becerra/Marconi # Becerra/Woodcrest # Bell/El Camino #5 0 0 Bell/Marconi #4B 3,049 3,107 Calderwood/Marconi # Eastern/Woodside Church #66 0 1,373 Eden/Root #32A 2,282 3,567 Edison/Traux # El Prado/Park Estates #2A 1,167 1,225 Greenwood/Marconi # Hernando/Santa Anita # Jamestown/Middleberry # Marconi North/Fulton # Marconi South/Fulton # Merrily/Annadale #65 1,190 1,205 Morse/Cottage Park # Ravenwood/Eastern # Red Robin/Darwin # Rockbridge/Keith # Rubicon/Seely #7 0 0 Watt/Auburn # West/Becerra # Whitney/Concetta #

11 10: Distribution System Evaluation Water System Master Plan Table Supply Sources Operating in Hydraulic Model In Supply Scenario Groundwater Only - SSA Supply source MDD, PHD, Subarea SSA 2 a Enterprise/Northrop#75 0 3,922 Riding Club/Ladino # Thor/Mercury # Ulysses/Mercury # Watt/Arden #20A 0 0 Subarea SSA 3 a Columbia/Fair Oaks # Copenhagen/Arden # River Walk/NETP # River Walk/NETP East #73 3,654 3,698 River Walk/NETP South #74 3,091 3,156 River Drive/Jacob #71 1,502 2,000 Stewart/Lyndale #55A 2,144 2,186 Sudbury/Elsdon # 0 0 Subarea SSA 4 a Fulton/Fair Oaks # Hillsdale/Cooper #69R 0 0 Jonas/Sierra Mills # Kubel/Armstrong 3A 0 0 Larch/Northrop # Northrop/Dornajo #68R 0 0 Sierra/Blackmer # arefer to Figure 2-3 for location of subareas. System performance in the SSA under the groundwater only scenario under 2035 maximum day and peak hour demand conditions is summarized as follows: 1. Service pressures Figures 10-5 and 10-6 illustrates the nodal pressure ranges under maximum day and peak hour demands, respectively. Service pressures remained from 36 psi to 73 psi under maximum day demand conditions and 36 psi to 60 psi during peak hour demand conditions. 2. Pipeline velocities Figures 10-7 and 10-8 illustrates pipeline velocity ranges under maximum day and peak hour demands, respectively. Pipeline velocities are predominantly under 2 fps with localized higher velocities (greater than 5 fps) occurring in a few areas as shown on the figures. 3. Pipeline unit headloss (ft/1,000 ft) Pipeline unit headlosses are predominantly under 2 ft/1,000 ft

12 HOWE N21 N9 N N1 N12 33A N A N19 60 N B SSA A A WATT A 20A SSA A SSA A 63B 63L 63K 63D 63C ,000 2,000 4,000 Feet PROJECT DATE 16 FOLSOM Legend SITE Water System Master Plan Sacramento Suburban Water District TITLE SSA 2035 Groundwater Only MDD Nodal Pressure 50 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Pipe Street Highways Nodal Pressure psi psi psi >= 80 psi Elevation (feet) Figure 10-5 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure SSA 2035 Groundwater Only MDD Nodal Pressure.mxd

13 HOWE N21 N9 N N1 N12 33A N A N19 60 N B SSA A A WATT A 20A SSA A SSA A 63B 63L 63K 63D 63C ,000 2,000 4,000 Feet PROJECT DATE 16 FOLSOM Legend SITE Water System Master Plan Sacramento Suburban Water District TITLE SSA 2035 Groundwater Only PHD Nodal Pressure 50 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Pipe Street Highways Nodal Pressure psi psi psi >= 80 psi Elevation (feet) Figure 10-6 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure SSA 2035 Groundwater Only PHD Nodal Pressure.mxd

14 HOWE N21 N9 N N1 N12 33A N A N19 60 N B SSA A A WATT A 20A SSA A SSA A 63B 63L 63K 63D 63C ,000 2,000 4,000 Feet PROJECT DATE 16 Legend 50 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Street Highways FOLSOM Nodal Pressure <20psi psi psi psi psi >= 80 psi SITE Water System Master Plan Sacramento Suburban Water District TITLE SSA 2035 Groundwater Only MDD Pipeline Velocities Pipeline Velocity <5fps 5-7fps >7fps Figure 10-7 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure SSA 2035 Groundwater Only MDD Pipeline Velocities.mxd

15 HOWE N21 N9 N N1 N12 33A N A N19 60 N B SSA A A WATT A 20A SSA A SSA A 63B 63L 63K 63D 63C ,000 2,000 4,000 Feet PROJECT DATE 16 Legend 50 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Street Highways FOLSOM Nodal Pressure <20psi psi psi psi psi >= 80 psi SITE Water System Master Plan Sacramento Suburban Water District TITLE SSA 2035 Groundwater Only PHD Pipeline Velocities Pipeline Velocity <5fps 5-7fps >7fps Figure 10-8 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure SSA 2035 Groundwater Only PHD Pipeline Velocities.mxd

16 10: Distribution System Evaluation Water System Master Plan SSA Conjunctive Use Supply Scenario The SSA was also analyzed under 2035 maximum day demand conditions to evaluate the maximum amount of surface water that could be utilized by the SSA. Utilizing the hydraulic model, the SSA was able to hydraulically utilize all of the City of Sacramento supply (minimizing the use of groundwater wells) while still maintaining adequate system pressures Fire Flow Capacity The fire flow capacity while maintaining a residual pressure of 20 psi is analyzed using the hydraulic model for each of the four service areas. Figures 10-9 and illustrate the fire flow capacity in the NSA and SSA, respectively. Below are some observations by subarea. NSA 1 The modeling shows that NSA 1 has adequate capacity overall with the larger available fire flow exceeding 4,000. NSA 2 The modeling shows that NSA 2 has adequate capacity overall with the larger available fire flow exceeding 4,000. NSA 3 In the NSA 3 the larger available fire flow exceeds 4,000. There is not adequate fire flow capacity for commercial development along the Fair Oaks Corridor along the south-eastern edge of the District since the available fire flow supply is less than 3,000 in this part of NSA 3. This is due to the 6-in diameter pipeline along Gibbons and Manzanita Avenue. NSA 4 In the NSA 4 (North Highlands subzone) the fire flow ranges from 1,500 to less than 4,000 in the area east of Watt Ave. This is adequate due to the residential nature of this area. The area along Watt Avenue and to the west of Watt Avenue has adequate fire flow capacity in general (greater than 4,000 ). Arbors at Antelope Available fire flow in the Arbors at Antelope area ranges from less than 1,500 on the west end to over 4,000 on the east end of the service area. The west end of this subarea does not have adequate fire flow capacity because the minimum residential fire flow requirement of 1,500 is not met. McClellan Business Park The fire flow capacity evaluation for McClellan Business Park is presented in Appendix A. There are some areas with inadequate capacity in a portion of the office land use area in the eastern McClellan area. This is due to 6-in diameter pipelines in this area. SSA 1 In general the flow capacity is adequate for SSA 1 except for the Island area. The Island area is that area within the District service area that is north of the Highway 160, on the west side of SSA 1. Fire flow capacity is less than 1,500 in this area. Recommendations to address insufficient fire flow in this area are summarized in Section SSA 2 The east half of SSA 2 has adequate fire flow capacity in general. The model was not able to calculate fire flow capacity for most of the western half of SSA 2. The western half of the SSA 2 has small pipelines that limit the fire flow capacity. This is a rural residential area where the predominant pipe size is 6- in or less. Since the hydraulic model was developed the District has installed a pipeline along Cascade into SSA 2 from the 24-in pipeline along Maryal (from SSA 1). This Cascade pipeline is not included in the model, but may help to provide additional fire flow to SSA 2. However, small diameter pipelines in SSA 2 would still limit fire flow availability

17 HOWE WATT N35 MC-C1 MC-C3 Arbor at Antelope 57 MC-C2 ANTELOPE 59A 59 N33 N34 NSA-1 N26 N32C N32A N32B A N25 N24 N5 N N18 N8 56A N11 80 N7 N30 McClellan 16 MC10 N17 N13 NSA-2 N21 N15 N23 N22 N6 N10 MADISON NSA-3 N29 N31 N27 N28 N9 N N1 N12 33A N B PROJECT DATE 40A SSA SITE Water System Master Plan Sacramento Suburban Water District TITLE NSA 2035 Available Fire Flow N N A Legend SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Pipe Street Highways 0 1,125 2,250 4,500 Feet Fire Flow () < >= 4000 Figure 10-9 FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure NSA 2035 Available FireFlow.mxd

18 HOWE N21 N9 N N1 N12 33A N A N19 60 N B SSA A A WATT A 20A SSA A SSA A 63B 63L 63K 63D 63C ,000 2,000 4,000 Feet PROJECT DATE 16 FOLSOM Legend SITE Water System Master Plan Sacramento Suburban Water District TITLE SSA 2035 Available Fire Flow 50 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank Pipe Street Highways Fire Flow () < >= 4000 Figure FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure SSA 2035 Available Fire Flow.mxd

19 10: Distribution System Evaluation Water System Master Plan SSA 3 The SSA 3 has adequate fire flow capacity in general. This subarea is predominantly residential land use, and the fire flow capacity is over 1,500 in almost the entire subarea with much of the capacity exceeding 4,000. SSA-4 The SSA 4 has adequate fire flow capacity in general except for the retail area at the south end of the SSA 4 along Fair Oaks Boulevard which has less than 1,500 of fire flow capacity. The flow velocity in many of the water distribution pipelines under fire flow conditions exceeds the District s standard of 5 fps even though the required fire flow supply is being met. This includes all 6-in pipelines and some 8-in pipelines, where there are 8-in pipelines located in a commercial or industrial area where the fire flow requirement exceeds 1,500. It is recommended that the District increase the size of these distribution pipelines as part of the main replacement program Reliable Capacity Performance The reliable capacity performance of the existing supply and distribution system is evaluated in this section. The District s water system is characterized by various subareas (refer to Figure 2-3) or clusters of customers that are interconnected to neighboring subareas by several pipelines. Some subareas have surplus water supply from wells and storage, while other subareas do not. The performance of the water system for each of the various subareas of the water system are analyzed for maximum day demand, maximum day demand plus fire flow, and peak hour demand scenarios. The evaluation is based on using only the groundwater as the supply source, with no benefit of supplemental surface water supplies. The objective is to ensure that there is reliable supply and delivery capacity provided consistently throughout the District service area. Maximum day demands should be met by the wells, with no contribution from storage. For peak hour demand, the increment in demand above the maximum day demand rate should be met from storage and additional well supply. The NSA has six distinct subareas, and the SSA has four subareas, as depicted on Figure 2-3. Table 10-4 presents the water demands and supplies for each of the subareas. Based on Table 10-4, the following observations are made: 1. Overall, both the NSA and SSA areas have ample supply capacity to meet 2035 maximum day, peak hour, and maximum day plus fire flow demands. 2. In the NSA, NSA 1 has overall surplus capacity for all three demand conditions and helps provide supply to all of the other subareas. NSA 4 (North Highlands subzone) and Arbors at Antelope also have surplus capacity for all three demand conditions. 3. NSA 2 and 3 and the McClellan Business Park subareas require supply from neighboring subareas. 4. NSA 2 is the only subarea that requires supplemental supply to meet maximum day demand. NSA 2 and 3 require a total of about 10,000 of supplemental supply for peak hour demands. 5. The NSA distribution system has limited pipes crossing the railroad and Interstate 80. The surplus supply is located in the northern part of the NSA. These pipe crossings are important in providing supply to both NSA 2 and 3 from NSA 1. There are four pipe crossings across the railroad from NSA 1 to NSA 2. There are three pipeline crossings from NSA 2 to NSA The McClellan Business Park subarea has only two interconnections. It is recommended that a third interconnection be added for improved reliability. 7. All of the SSA subareas have ample supply with no need to move water between subareas for normal maximum day or peak hour purposes

20 10: Distribution System Evaluation Water System Master Plan Subareas Maximum day, Table Subarea Pressure Zone Supply vs Maximum Day and Peak Hour Demand 2035 Demand Supply Net supply surplus/(deficit) Maximum Peak hour, day plus fire, b No. Wells Total well capacity, Storage volume, MG Reliable storage pumping capacity, Well capacity plus reliable storage pumping capacity, Well capacity minus maximum day demand, Well and booster capacity minus peak hour demand, Well and booster capacity minus max. day plus fire demand, No. of pipelines in/out of subarea c NSA Arbors at Antelope 305 1, , ,000 2,500 1,195 1, McClellan Business Park a 938 4,938 1, ,000 1,675 (263) 80 (3,263) 2 NSA 1 4,650 8,650 7, , ,000 22,405 9,755 14,500 13,755 5 NSA 2 5,233 9,233 8, , ,300 (1,933) (5,597) (5,933) 7 NSA 3 14,197 18,197 24, , ,000 19,0 4,313 (4,627) 1,313 3 NSA 4 (North Highlands subzone) 9,331 13,331 15, , ,000 18,805 1,474 2,941 5,474 1 NSA subtotal 34,654 58, , ,000 68,195 14,541 9, SSA SSA 1 13,029 17,029 19, , ,740 12,711 6,185 8, SSA 2 1,530 5,530 2, , ,690 2,160 1,395 (1,840) 11 SSA 3 2,762 6,762 4, , ,395 11,633 10,2 7,633 4 SSA 4 3,279 7,279 4, , ,500 9,870 2,091 4,9 2,591 6 SSA subtotal 20,599 30, , ,500 53,695 28,596 22, Total 55,253 89, , , ,890 43,137 32, amcclellan Business Park based on current demand (721 ac-f/yr). bassumed one fire in each subarea. 1,500 is assumed for Arbors at Antelope (residential). All other areas 4,000 is assumed. cdoes not include interconnections with other water agencies

21 10: Distribution System Evaluation Water System Master Plan 8. SSA 2 does not have enough groundwater pumping capacity for maximum day plus fire flow demand conditions and will need to receive water from SSA 1 or SSA 3 during fire flow events. There is adequate pipe redundancy to provide this supply Pressure Zone Analysis The hydraulic model was used to identify areas within the system that are impacted by elevation. The possible need for separate pressure zones within the District s NSA and SSA is evaluated in this section. The areas of high and low pressure within the District are examined to determine the logical boundaries for new pressure zones Pressure Zone Evaluation Adequate water line pressure ensures enough supply for customers and for fire fighting. A pressure zone is typically designed to keep water pressure within a range of 40 to 80 psi during average demand periods. If the pressure is too low, so is the flow. If the pressure is too high, plumbing fixtures can leak and water bills will rise and the District could be spending more than necessary on energy costs, as well. A pressure zone with a ground elevation range that exceeds a pressure head differential of 40 psi may experience extreme low pressures in the elevated ground level areas of the system and extreme high pressures in the lower ground level areas of the system. The range of ground elevations and the HGL within each service area of the District are listed in Table These ranges are also illustrated on the District s hydraulic schematic on Figure 2-6. The ground elevations in the NSA vary by 116 ft, which is a 50 psi static pressure range. As a result of this range, in order for the District to maintain pressures of at least 35 to 40 psi in the higher elevation areas of the NSA, the lower elevated areas would be at pressures as high as 85 to 90 psi. Below are some observations on elevation and pressure ranges at MDD and PHD in the NSA based on the modeling results. 1. Low ground elevations range from 60 to 70 ft around the southwest end of the NSA near Watt/I-80 and pressures range over 80 psi during MDD and 60 to 80 psi during PHD in this area. Low elevations of 70 to 80 ft also occur in the southern part of the NSA near Winding Way and pressures range from over 80 psi during MDD and 40 to 60 psi during PHD. (Pressures are based on groundwater only supply in the system.) 2. High ground elevations range from 160 to 176 ft in the northern end of the NSA along Don Julio Boulevard and along Poker Lane and pressures range from 40 to 60 psi during MDD and 30 to 40 psi during PHD in these areas. High ground elevations of 150 to 170 also occur in the eastern area of the system east of Manzanita Avenue along Coyle Avenue and west near Verner Avenue. The pressures in these areas are as low as 50 to 60 psi during MDD and 20 to 30 psi during PHD (Pressures are based on groundwater only in the system) Pressure Zone Analysis Observations and Recommendations Some options that the District should consider to address low pressures occurring in the northern and eastern areas of the NSA 3 subarea would be to create new pressure zones in these areas, as illustrated on Figure

22 10: Distribution System Evaluation Water System Master Plan Table Summary of Elevations and HGL by Service Area Service Area Ground elevation range, ft Elevation difference, ft (related static pressure range) HGL, ft The Arbors at Antelope Service Area ft 38 ft (16 psi) North Service Area ft 116 (50 psi) ft North Highlands subzone ft 68 ft (29 psi) ft McClellan Business Park Service Area ft 40 ft (17 psi) ft South Service Area ft 72 ft (31 psi) ft Table 10-6 provides a comparison of the supply versus maximum day and peak hour demand in each of these areas. Observations and recommendations from these results are as follows: 1. Two PRVs from NSA 1 to NSA 2 would be required to pass surplus supply from the NSA 1 to NSA Two PRVs would be necessary from NSA 3-west to NSA 3-east. 3. No booster pump stations would be required since the new upper pressure zones would have surplus supply capacity. It should be noted that this analysis does not include the new Verner Well (N36) or any above ground storage facility located at the Verner Well. Table NSA-New Subarea Pressure Zone Supply vs Maximum Day and Peak Hour Demand Subarea c 2035 Demand Supply Net supply surplus/(deficit) Maximum day, Maximum day plus fire, b Peak hour, Total well capacity, Well capacity plus reliable storage pumping capacity, Well capacity minus maximum day demand, Well and booster capacity minus peak hour demand, Well and booster capacity minus max. day plus fire demand, NSA 1 revised NSA 2 revised 4,776 8,776 8,120 13,555 21,555 8,779 13,435 12,779 5,107 9,107 8,682 4,150 4,150 (957) (4,532) (4,957) NSA 3 east 3,141 7,141 5,341 9,425 9,425 6,284 4,084 2,284 NSA 3 - west 11,056 15,056 18,796 9,085 10,085 (1,971) (8,711) (4,971) NSA 4 9,331 13,331 15,864 10,805 18,805 1,474 2,941 5,474 Arbors at Antelope 305 1, ,500 2,500 1,195 1, McClellan 938 4,938 1, ,675 (263) 80 (3,263) Total 34, ,916 49,195 68,195 14,541 9, amcclellan Business Park based on current demand (721 ac-f/yr). bassumed one fire in each subarea. 1,500 is assumed for Arbors at Antelope (residential). All other areas 4,000 is assumed. c Refer to Figure 10-9 for revised NSA subareas based on recommended pressure zone breaks

23 Capehart Tank MC-C2 Arbor at Antelope N33 ANTELOPE N34 NSA-1 N32A N32B N32C Antelope Reservoir A N26 64 A 39 NSA-4 52 N25 N24 Recommended pressure zone break N36 34 N5 27 N18 N8 A Existing zone break N11 80 N7 N ,500 3,000 Feet 16 N17 N13 NSA-2 N A N1 N15 MADISON N23 N22 Existing zone break Walnut Tank N10 NSA-3 West Recommended pressure zone break N9 N6 N12 N29 NSA-3 East N31 Legend N28 SSWD Well Booster Pump Stations (BPS) Elevated Storage Tank Ground Storage Tank PSV Pipes Street Highways Subarea Arbor at Antelope McClellan N27 NSA-1 NSA-2 NSA-3 East NSA-3 West NSA-4 SSA-1 SSA-2 SSA-3 SSA-4 PROJECT DATE SITE Water System Master Plan Sacramento Suburban Water District TITLE Recommended Pressure Zone Breaks Figure FILE:\\Bcsac-nas01\PROJECT\35000\ SSWD Water Master Plan Update\GIS\MXD\Master Plan MXDs\Draft-Final\Figure Recommended Pressure Zone Breaks.mxd

24 10: Distribution System Evaluation Water System Master Plan 10.6 Island Area Distribution System Analysis An analysis of the Island Area distribution system was conducted by West Yost and Associates. The Technical Memorandum, dated January 22, 2009, is provided in Appendix Q. This section summarizes the purpose of this separate evaluation as well as the resulting recommendations. The Island Area is the portion of the SSA that is located on the west side of the Capital City Freeway within the City of Sacramento. The purpose of the West Yost and Associates evaluation was to evaluate the ability of the supply and distribution system to provide adequate fire protection flows at buildout and to determine the means of providing sufficient supply to comply with the City of Sacramento and District pressure and flow requirements under foreseeable demand conditions. This evaluation was conducted by using the West Yost and Associates model completed in December The conclusions and recommendations of this evaluation are listed below. 1. Minimum pressures and maximum velocity standards are met under average day, maximum day, and peak hour demand conditions. 2. Minimum fire flows cannot be sustained under the maximum day plus fire flow demand conditions. In most cases the model indicated that pipeline velocities of 10 fps or higher in the small diameter pipelines limited the fire flow capacity. 3. The proposed pipeline configuration consists of a network of pipelines with a minimum diameter of 8-inches supplied by a 12-in pipeline running from a new crossing of the capital city freeway on the north side of the Island Area and a 12-in pipeline on the south side of the area Corridor Planning Areas There are two corridor planning areas in the NSA that were examined to determine the need for any infrastructure upgrades as a result of this future development. The infrastructure analysis for the corridor planning areas is described below. North Watt Avenue Corridor This corridor planning area is located in NSA 4 (North Highlands subzone) along Watt Avenue from Antelope Road in the north to Highway 80 in the south. Future land use consists of residential mixed-use and commercial mixed-use. The maximum day and peak hour model simulation indicates adequate pressures and velocity along this corridor. This type of development requires 3,000 fire flow (with an approved automatic sprinkler system). As indicated in the previous section and on Figure 10-10, there is adequate fire flow capacity along this corridor, however the maximum velocity of 5 fps (refer to Table 10-1 for District criteria for planning and design) is exceeded within the 8-in pipeline that is currently located along Watt Avenue from Antelope Rd south to James Way. In order to maintain a maximum 5 fps velocity in this pipeline under fire flow conditions the pipeline should be replaced with a larger pipeline or a parallel pipeline should be added. Fair Oaks Blvd Corridor This corridor planning area is located in NSA 3 along Manzanita Avenue from just north of Winding Way down along Fair Oaks Boulevard just sound of El Camino Avenue. The portion of the this corridor planning area that is within the District service area is the Manzanita Avenue portion from Gibbons to just north of Winding Way. The current pipeline size along Gibbons and along Manzanita from Gibbons up to Windmill is 6-in. The maximum day and peak hour modeling simulations indicate adequate pressure and velocity along this corridor. This type of development requires 3,000 fire flow (with an approved automatic sprinkler system). As shown on Figure 10-9 and described previously in this section, there would not be adequate fire flow capacity for commercial development along the Fair Oaks Corridor along the south eastern edge of the District since the available fire flow supply is less than the required 3,000. This is due to the 6-in diameter pipeline in this area along Gibbons and Manzanita Ave

25 10: Distribution System Evaluation Water System Master Plan Also, the maximum velocity of 5 fps is exceeded under fire flow conditions. In order to maintain a maximum 5 fps velocity in this pipeline under fire flow conditions the pipeline should be replaced with a larger pipeline or a parallel pipeline should be added

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