Agenda Rio Linda / Elverta Community Water District Planning Committee

Transcription

1 Agenda Rio Linda / Elverta Community Water District Planning Committee Visitor s Depot Center Tuesday, November 7, Front Street 2: pm Rio Linda, CA Public documents relating to any open session items listed on this agenda that are distributed to the Committee members less than 72 hours before the meeting are available for public inspection on the counter of the District Office. The public may address the Committee concerning any item of interest. Persons who wish to comment on either agenda or non-agenda items should fill out the Comment Card and give it to the General Manager. The Committee Chair will call for comments at the appropriate time. Comments will be subject to reasonable time limits (3 minutes). In compliance with the Americans with Disabilities Act, if you have a disability, and you need a disability-related modification or accommodation to participate in this meeting, please contact the District office at (916) Requests must be made as early as possible and at least one full business day before the start of the meeting. Call to Order Public Comment This is an opportunity for the public to comment on non-agenda items with the subject matter jurisdiction of the Committee. Comments are limited to 3 minutes. Items for Discussion and Action 1. EDWPA ASR Program, Discussion Item Well 15 ASR Testing CEQA and SWRCB Injection Permit 2. Project Updates (Oral report) Well 1 Refurbishment Well 9 Refurbishment Well 16 New Construction Well 17 Test Well Removal Roof repair Annual paving contract 3. Development Updates, Discussion Item Items Requested for Next Month s Committee Agenda Adjournment ************************************ Next Scheduled Planning Committee Meeting: Friday, December 1, 217 ************************************ Page 1 of 1

2 October 12, 217 Job No Mr. Mitch Dion General Manager Rio Linda/Elverta Community Water District 73 L Street Rio Linda, CA Dear Mr. Dion: Subject: Rio Linda/Elverta Community Water District Well 15 ASR Injection Testing and Feasibility Summary Report In accordance with our Task Order #4, Wood Rodgers is pleased to provide the Rio Linda/Elverta Community Water District (District) with this summary report detailing injection testing work completed at the District s Well 15. The Well is located northwest of the intersection of Q Street and 3 th Street in Rio Linda, California, as shown in Figure 1. The purpose of this project is to investigate the potential for aquifer storage and recovery (ASR) at Well 15. The District is considering performing ASR at Well 15, if feasible, to: 1) to help improve water chemistry in the shallower aquifers in regard to hexavalent chromium (chromium-6) concentrations; and 2) increase water in storage for extraction and beneficial use at a later time. Wood Rodgers designed a monitoring program to assess the ability of Well 15 to accept injected water. Changes in groundwater levels in the shallow, intermediate, and deep aquifers at this site were monitored in the onsite Well 15 Monitoring Well (MW 15). The results of this testing and recommendations are detailed below. Background In 28, MW 15 was constructed as a nested triple-completion monitoring well at the Well 15 site, targeting the shallow (35 ), intermediate (44 ), and deep (65 ) aquifers, as shown in Figure 2, designated as MW-35, MW-44, and MW-65 for the purposes of this report. Testing of the monitoring wells following construction indicated detection of manganese in the deep aquifer; however was below the secondary (aesthetic) maximum contaminant level (M). In addition, the deep aquifers has a shallower static water level, which could have allowed for cross-flow between aquifers and degraded the shallower aquifers. Based on this information, Well 15 was designed to target the shallow and intermediate aquifers that did not have detections of manganese above the laboratory reporting limit. Well 15 was constructed to a depth of 46 feet, with well screen intervals from 3 to 35 feet and 41 to 44 feet. In 212, Well 15 was equipped with a vertical turbine pump and an electric 3 horsepower (Hp) USEM motor. Corporate Office: 331 C Street, Bldg. 1-B Sacramento, CA Fax Offices located in California and Nevada

3 Mr. Mitch Dion October 12, 217 Page 2 In fall 214, the District requested well assessment services from Wood Rodgers for Well 15 due to the establishment of the M of 1 micrograms per liter (µg/l) for hexavalent chromium (chromium-6) in July 214 by the State of California Division of Drinking Water (DDW). Water quality sampling events in 214 and 215 for MW-44 indicate that chromium-6 concentrations in the intermediate aquifer at this location are between approximately 7.4 and 9.4 µg/l. Chromium-6 has not been detected above the laboratory reporting limit in the deep aquifer at this location, based on Wood Rodgers 214 sampling event for MW-695. Data indicated that chromium-6 concentrations in Well 15 ranged from 1 µg/l to 12 µg/l between May 211 and June 215. In June 216, casing patches were installed from approximately 3 feet to 353 feet (shown in Figure 3) in an attempt to seal off or reduce flow contribution from the shallow aquifer, which has been contaminated from a nearby documented hexavalent chromium contaminant plume. Water quality sampling following the well modification indicated that chromium-6 concentrations did not significantly reduce, and it is suspected that there is still flow contribution into the well from the upper screen section. Well 15 Injection Testing Wood Rodgers, in conjunction with Affinity Engineering, designed an injection testing program that included monitoring groundwater levels in the shallow, intermediate, and deep aquifers at this location to characterize static (pre-injection), syn-injection, and postinjection conditions from injection of water into Well 15. The District turned Well 15 off during the morning hours of September 19, 217, and Wood Rodgers performed a site visit later that day to install pressure transducers in each MW-15 completion, located approximately 193 feet east of Well 15. The depth to water measurements will be reported as depth in feet below ground surface (bgs) since the well casing completions occur at different elevations. The District has an inter-tie connection with adjacent Sacramento Suburban Water District (SSWD), which supplies water for municipal use from both surface water (via Folsom Lake) and groundwater wells. Wood Rodgers met onsite with District staff on September 2, 217, to perform injection testing. The static water level was measured by hand at feet below the reference point (R.P.). SSWD staff controlled the inter-tie connection to deliver water to the Well 15 site for injection through the discharge assembly/column pipe. The injection began at approximately 9:4 AM at a flow rate of 26 gallons per minute (gpm). The injection flow rate was incrementally increased, while measuring system pressure and dynamic water levels in Well 15. After one hour of injection, the valve was fully opened and the injection flow rate was increased to approximately 1,5 gpm. The dynamic water level was measured by hand at feet below R.P. after two minutes of injecting at this highest injection flow rate. Approximately 1,5 gpm were injected into Well 15 for a duration of 35 minutes, after which the District began reducing the injection flow rates. Injection ceased at 11:45 AM, after a total

4 Mr. Mitch Dion October 12, 217 Page 3 injection time of approximately 13 minutes. A total of approximately 138, gallons of water were injected into Well 15 during this test. The District returned Well 15 into service at approximately 2: PM, or about 2.25 hours after injection had ceased. Groundwater Level Response to Well 15 Injection Testing Wood Rodgers monitored water levels in MW-15 with transducers programmed at 1-minute intervals to measure the response in each aquifer throughout injection and postinjection. When the transducers were installed on September 19, 217, the static water levels in MW-35, MW-44, and MW-65 were feet, feet, and feet bgs, respectively. On September 2 th, during the peak flow injection of 1,5 gpm into Well 15, water levels in MW-34 and MW-44 indicated a significant increase, while MW-65 showed very minor changes. The observed water levels in Well 15 and the monitoring well completions before, during and after the injection testing are shown in Figure 4. Based on the water level response, the intermediate aquifer showed the most response to the Well 15 injection with an increase of 9. feet. The shallow aquifer showed an increase of up to 5.35 feet, as shown by the MW-35 hydrograph in Figure 5. When Well 15 was returned to service a few hours after injection had ceased, the water levels in MW-35 and MW-44 declined. The deep aquifer showed very little response to the Well 15 injection testing. In fact, the water levels steadily increased slightly throughout the test and the week following the test. Water levels increased by approximately.2 feet during injection testing. The water level in the deep aquifer increased by a total of approximately one foot through September 24 th (four days following the injection testing) with no measurable change in water level until the transducer was removed on September 25. The intermediate and deep aquifers at this location are separated by a thick (15 foot) clay layer. The observation that water levels slightly increased in the deep aquifer during injection and days following the injection testing is likely a result of the Noordergum effect, or reverse water-level fluctuation that occurs as deformation-induced head changes in a layered aquifer system (Kim and Parizek, 1997) 1. This effect is observed where there is complete hydraulic isolation between aquifers. Therefore, the data indicate that the deep aquifer at this location is not hydraulically connected to the existing Well Kim, J.M., Parizek, R.R., 1997, Numerical Simulation of the Noordbergum Effect Resulting from Groundwater Pumping in a Layered Aquifer System, Journal of Hydrology, v. 22, pp

5 Mr. Mitch Dion October 12, 217 Page 4 Conclusions Well 15 successfully accepted approximately 138, gallons of water during the two hour injection test. ASR appears feasible and may meet the District s project objectives to: 1) to help improve water chemistry in the shallower aquifers in regard to chromium-6 concentrations; and 2) increase water in storage for extraction and beneficial use at a later time. The water supplied by SSWD at any given time can be solely surface water, groundwater, or a combination of both. The chemical interaction between injected water and groundwater produced from Well 15 are currently unknown and was not included as a focus of this study. Well 15 is not specifically designed as an ASR well since the well structure is not composed entirely of stainless steel, which is the most suitable material for water injection into wells. It is likely that rust and particulate matter will result upon well startup from recurring injection/extraction cycles in Well 15. This well may require additional back-flushing and cleaning if it is put into ASR service. Well 15 is constructed in the shallow and intermediate aquifers, which are hydraulically connected. The deep aquifer is not hydraulically connected to the shallow and intermediate aquifers at this location. The water level responses observed in the shallow aquifer during injection testing indicates, in conjunction with the similar chromium-6 concentrations following Well 15 modification, further suggest that the casing patches in Well 15 are leaking. Potable water injected into Well 15 will create a freshwater bubble locally around Well 15 and will likely help decrease chromium-6 concentrations in groundwater pumped from this well. Recommendations Using Well 15 for ASR appears feasible; however, the following recommendations should be considered to increase the success of ASR at this well site: Minimize air that is introduced into Well 15 during injection, as entrapped air within the formation and gravel envelope can lead to clogging and reduced porosity. Introduction of injected water into the well structure should be conducted as quickly as possible and at flow rates in excess of 1,25 gpm to completely fill the injection pipe diameter. Water levels in Well 15 should be carefully monitored during injection. The dynamic water level should remain deeper than 3 feet below ground surface at all times at flow rates up to 1,5 gpm. The District will likely need to utilize a vigorous well flushing program following ASR injection. Rust and particulate matter may be generated upon well startup.

6 Mr. Mitch Dion October 12, 217 Page 5 The well will need to be flushed during ASR operations. It is recommended that the District monitor discharge upon each cycle startup to determine the appropriate pumpto-waste duration. Following implementation of ASR activities, well testing should be conducted to track specific capacity and establish an effective well flushing program to help avoid the need for well rehabilitation. If you have any questions or require additional information, please contact me at (916) (office) or (916) (cell). Sincerely, Lawrence H. Ernst, PG, CEG, CHG Principal Hydrogeologist Enclosures J:\Jobs\8499_RLECWD\8499.9_Well_15_ASR\Docs\Reports\217112_RLECWD_Well_15_ASR_Feasibility_Report.docx

7 PROJECT LOCATION MAP WELL 15 ASR FEASIBILITY STUDY SACRAMENTO COUNTY, CA OCTOBER, 217 NORTH 5 1 Feet 3th St! A! A Approx. 193 ft # * Production Well 15 Well 15 Monitoring Well Parcel Boundary # * _ ^ Project Location SACRAMENTO Q St Service Layer Credits: Sources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, MapmyIndia, OpenStreetMap contributors, and the GIS User Community J:\Jobs\8499_RLECWD\8499.9_Well_15_ASR\GIS\Tasks\F1_RLECWD_Site_15_Location.mxd 1/12/217 1:48:2 AM jreische NOTES: FIGURE 1

8 TEST HOLE DATA Estimated Lithology Estimated USCS Field Classification MONITORING WELL PROFILE Annular Seal Cement Grout Clay, Light Olive Brown 5 14" Dia. Borehole Well Casing 2.5" Schedule 8 PVC (Typ.) 1 Sand, Fine to Coarse, Yellowish Brown SW Bentonite Seal (Typ.) 2 Clayey Sand, Light Yellowish Brown to Pale Yellow Gravel Envelope SRT #8 Sand (Typ.) Sand, Fine to Medium w/ Trace Coarse Sand, Yellowish Brown Clay, Light Olive Brown to Yellowish Brown Sand with Gravel, Yellowish Brown to Dark Yellowish Brown SW SW Water Quality Results ( ) 35 ft. Aquifer Pace Analytical Hexavalent Chromium µg/l S Hexavalent Chromium - 11 µg/l Clay, Light Yellowish Brown to Yellowish Brown BSK Hexavalent Chromium - 13 µg/l Water Quality Results ( ) 44 ft. Aquifer Pace Analytical Hexavalent Chromium µg/l Gravely Sand to Sandy Gravel, Dark Yellowish Brown to Black Grains GW S Hexavalent Chromium µg/l BSK Hexavalent Chromium µg/l 8" Dia. Borehole 5 51 Clay, Light Yellowish Brown to Yellowish Brown to Brownish Black, with Sand Stringers Clayey Sand, Pinkish Gray to Brown to Dark Yellowish Brown Gravely Sand to Sandy Gravel, Strong Brown to Black SC GW Well Screen 2.5" Schedule 8 PVC w/.3" Slot Size Sand, Black SW Total Borehole Depth 75 PROJECT NO.

9 TEST HOLE DATA Lithology USCS Field Classification Sample Photo Log AS-BUILT WELL MODIFICATION PROFILE Ground Surface 48" Diameter Borehole Sanitary Seal Sand/Cement Grout Clay, Light Olive Brown 5 6 Conductor Casing 36" O.D. x 1/2" Wall Steel 3" Diameter Borehole 1 11 Static Water Level 11' (1/27/216) Sand, Fine to Coarse, Yellowish Brown SW Annular Seal Sand/Cement Grout 15 2 Well Casing 2" O.D. x 3/8" Wall Steel (2' to 3') Clayey Sand, Light Yellowish Brown to Pale Yellow Sand and Bentonite Chip Plug Transition Sand, Fine to Medium w/ Trace Coarse Sand, Yellowish Brown Clay, Light Olive Brown to Yellowish Brown Sand with Gravel, Yellowish Brown to Dark Yellowish Brown SW SW Gravel Fill Pipe 3" Sch. 4 BSP Sounding Pipe 2" Sch. 4 BSP (Enters well at 299') Wire Wrapped Well Screen 2" O.D. Stainless Steel (3' to 35' and 41' to 44') Casing Patch (3' to 353') Clay, Light Yellowish Brown to Yellowish Brown 4 41 Gravel Envelope 8x16 Well Casing 2" O.D. x 3/8" Wall Stainless Steel (35' to 41' and 44' to 45') Gravely Sand to Sandy Gravel, Dark Yellowish Brown to Black Grains GW 44 Well Sump Clay, Light Yellowish Brown to Yellowish Brown to Brownish Black, with Sand Stringers Total Borehole Depth WELL INFORMATION (1/28/215) Static Water Level = 18 Feet Pumping Water Level = Feet Q = 84 gpm Q/s = 49.3 gpm/foot of drawdown PROJECT NO. Casing Patches JEH 1/2/216

10 1 2 Rio Linda/Elverta Community Water District Well 15 ASR Injection Testing Hydrograph Shallowest Recommended Water Level in Well 15 during Injection Start Injection Test End Injection Test Depth to Water (feet, bgs) Begin Well 15 Extraction 2 9/19/17 9/2/17 9/21/17 9/22/17 9/23/17 9/24/17 9/25/17 9/26/17 Date MW-15 Shallow MW-15 Interm MW-15 Deep Well 15 (SCADA) FIGURE 4

11 Rio Linda/Elverta Community Water District Well 15 ASR Injection Testing MW-15 Water Levels Start Injection Test End Injection Test Depth to Water (feet, bgs) Begin Well 15 Extraction /19/17 12: 9/2/17 : 9/2/17 12: 9/21/17 : 9/21/17 12: Date MW-15 Shallow MW-15 Interm MW-15 Deep FIGURE 5

12 To: From: Subject: TECHNICAL MEMORANDUM Mitch Dion, Rio Linda/Elverta Community Water District Pat Goyet, Rio Linda/Elverta Community Water District James D. Carson, P.E., Affinity Engineering Inc. Summary of Injection Test for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 Date: November 2, 217 Rio Linda/Elverta Community Water District (RLECWD) conducted an Aquifer Storage Recovery (ASR) test injection at RLECWD Well 15 (Well 15) on September 2, 217. RLECWD received water from neighboring purveyor Sacramento Suburban Water District (SSWD) through the common Interconnection (Interconnection) at 3 th Street and Elkhorn Boulevard. The test was conducted to determine the following objectives: The injection efficiency and ASR capacity of Well 15 The capacity of the SSWD/RLECWD Interconnection Observe interconnectivity between the aquifers as shown in Well 15 s monitoring wells Determine if ASR flow control can be performed above ground with a Motor Operated Valve (MOV) or requires a below ground ASR valve Potential of power regeneration capability of the well pump based on observed shaft rotation This technical memorandum (TM) summarizes the preparation, testing, and results of the ASR test injection at Well 15 and will include recommendations based on the results. The preparation and testing were conducted per the SSWD RLECWD ASR Test Procedure TM prepared by Affinity Engineering. Preparation Preparation was conducted at the Interconnection and at Well 15 on September 18 and 19, 217 and included the following: Interconnection Kirby Pump and Mechanical replaced Pressure Reducing Valve (PRV) with temporary PVC spool in the vault RLECWD staff isolated bypass valves to insure water would flow through temporary short spool without leaking Well 15 Tesco Controls set up the flow meter display to read bidirectional flow Wood Rodgers placed level transducers in the nearby monitoring wells Kirby Pump and Mechanical replaced the check valve with a butterfly 325 Fitzgerald Rd Rancho Cordova CA

13 Test Injection Summary for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 November 2, 217 valve and spool RLECWD staff opened butterfly valve to confirm bidirectional reading on flow meter Kirby Pump and Mechanical verified Open/Close position on Pump to Waste valve Testing The testing began at 9:36 AM on September 2, 217. Kirby Pump and Mechanical, RLECWD Operators and staff, Affinity, and Wood Rodgers were present at Well 15 for the test injection while RLECWD Operators, SSWD Operators, and Affinity were present at the Interconnection. Flow was increased in 25-gpm increments first at the Interconnection then at Well 15 and held for at least 5 minutes before moving on to the next interval. After reaching the injection capacity, the flow rate at both locations were reduced by 25-gpm increments until they both reached gpm. Prior to Testing Interconnection o SSWD staff flushed hydrant near Interconnection and opened vaults o Affinity recorded initial flow meter reading Well 15 o RLECWD staff isolated valve on Q Street that supplies to west of Well 15 o Wood Rodgers recorded static water level of Well 15 using sounder Static water level was 19.7 feet o Wood Rodgers recorded static water level at monitoring wells o Affinity recorded discharge pressure Discharge pressure was 4.5 psi Testing Interconnection o Testing started with a flow of 25-gpm at a pressure of 68 psi o Increased flow at 25-gpm increments o Well 15 read 1,5 gpm while Interconnection was at 1,35 gpm at a fully open valve at the Interconnection The flow was maintained for 45 minutes, flow at Intertie increased to 1,54 gpm during that time o Once flow achieved high of 1,54 gpm, the pressure was 37 psi. Well 15 o The initial static water level at Well 15 was 19.6 feet and recorded by the sounder o Initial flow was 26 gpm and increased to 1,5 gpm by 25-gpm increments Page 2 of 6

14 Test Injection Summary for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 November 2, 217 o A vacuum was noticed at about 1, gpm and caused the sounder to show false water level readings The ARVB near the well was closed which prevented air from entering the pipe stabilizing the water level and causing it to drop o A full pipe was achieved at 1,2 gpm the high pressure pump packing gland was flowing water o Max flow was 1,5 gpm and was maintained for 45 minutes o The well was pumped to waste after the test and was operating correctly o The water level reached 74 feet below the ground surface at 1,5 gpm as seen on Figure 1 o The unloaded pump shaft RPM matched the injection flow (1 RPM= 1 gpm), see Figure 3 Figure 1: Well 15: Dynamic Water Level during Test Measured by Sounder Ground Surface 2 4 Feet :36 AM 9:43 AM 9:5 AM 9:57 AM 1:4 AM 1:12 AM 1:19 AM 1:26 AM Well 15 Dynamic Water Level (Reverse Flow Induced, Sounder) Page 3 of 6

15 Test Injection Summary for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 November 2, 217 Figure 2: Well 15: SCADA Dynamic Water Level Ground Surface 2 4 Feet :36 AM 1:4 AM 1:33 AM 11:2 AM 11:31 AM 12: PM Well 15 Dynamic Water Level (Reverse Flow Induced, Transducer) Figure 3: Well 15: Injection Flow vs. Pump Shaft RPM Feet :36 AM 9:43 AM 9:5 AM 9:57 AM 1:4 AM 1:12 AM 1:19 AM 1:26 AM Revolutions per Minute Well 15 Reverse Flow (gpm) Well 15 Pump Shaft (Revolutions per minute) Results The test procedure mentioned that the test would be stopped if the water level at Well 15 reached 2 below the ground surface or if supply valve at the Intertie is wide open and is at full capacity. The supply capacity at the Intertie was the limiting factor by only allowing a max of 1,54 gpm to flow through the pipeline. The pressure at the Interconnection at the max flow was 37 psi. No issues were observed at the intertie. Well 15 experienced a successful test injection. The injection efficiency at Well 15 was constant throughout the length of the test after the ARVB was closed. Page 4 of 6

16 Test Injection Summary for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 November 2, 217 Well 15 matched the injection and dropped to a low pressure of 32 psi at 1,2 gpm. Well 15 did not sustain any damage during the test injection and was put back into operation on the afternoon of September 2. As stated in the Testing section, the unloaded pump shaft RPM matched the injection flow rate. Additional testing may be needed to determine if a loaded pump shaft can lower the minimum flow needed to achieve a full column pipe. Wood Rodgers monitored the interconnectivity at the 3 monitoring wells and stated in their Summary Report (attached) that the shallow and intermediate aquitards were impacted by the injection but the deep aquifer remained unaffected. Figure 4 shows a hydrograph, from the Wood Rodgers Well 15 ASR Injection and Testing Feasibility Summary Report, of Well 15 and the 3 onsite monitoring wells before, during, and after the test injection. In their report Wood Rodgers believed that ASR is feasible at Well 15 and recommended minimizing air in injection water, monitoring the dynamic water levels in Well 15 during injection, and utilizing a vigorous well flushing program to eliminate rust and particulate that may be generated upon well startup to maximize the ASR efficiency. Figure 4: Well 15 and Monitoring Wells Test ASR Injection Hydrograph Recommendations The following are the recommendations by Affinity based on the test injection. Minimum flow for a full column pipe is 1,2 gpm Page 5 of 6

17 Test Injection Summary for SSWD Water Supply to 3 th Street Interconnection and Injection of Water at RLECWD Well 15 November 2, 217 o Minimum flow may be lower if load is imposed on pump shaft Maximum injection flow into Well 15 is 1,5 gpm based on the Interconnection capacity Use of an ASR valve is not necessary if air is removed from column pipe before injection Power regeneration may be feasible based on flow and RPM correlation Page 6 of 6

18 Power Line Road Sutter County BOS ATTACHMENT 3 Page 1 of 1 7 Elverta 99 Elkhorn Yolo 5 Del Paso Rd January 24, 212B:\PLANNING\LONG_RANGE_PLANNING\NATOMAS\NJV_112.mxd Legend County Natomas Joint Vision Master Plan Area Urban Services Boundary Urban Policy Area Cities 8 Northgate Blvd Natomas Joint Vision Master Plan Area January 212

19 Well Site #B (Future) Well Site #A (Future) LOOP ROAD NTS PALLADAY ROAD LOOP ROAD 16TH STREET LOOP ROAD DRY CREEK ROAD ELVERTA ROAD 16TH STREET LOOP ROAD Well Site #18 with 3. MG Storage ELVERTA RD BELLINGRATH DR Well Site #16 (By RLECWD) DRY CREEK RD U ST Legend Transmission Main (RLECWD) Transmission Main ( Plan Area) Transmission Main (Exist) Elverta SPA Project Boundary County of Sacramento Phase 1 Properties Buildout Potable Water Elverta SPA 1552 Eureka Road, Suite 1, Roseville, CA (916) California 6/13/