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11.4.19 Email from Autumn Thomas - Printable Cal Water-West Yost Reports - Attachments
WEST YOST OPFE• ,• h.Ad ASSOCiATES 101W5 44' . • a /Exp, ) TECHNICAL MEMORANDUM d4ik. 1 OP Ciki.V` DATE: April 26, 2012 Project No.: 436-06-11-13 TO: Michael Pembroke, Cal Water CC: Peter Bonacich, Cal Water Tom Salzano, Cal Water Vickie Newlin, Butte County FROM: Polly Boissevain, R.C.E. #36164 Amy Kwong, R.C.E. #73213 REVIEWED BY: Charles Duncan, R.C.E. #55498 SUBJECT: Surface Water Supply Feasibility Study for Cal Water's Chico District — Summary of Surface Water Delivery Estimate and Evaluation of Preliminary Surface Water Conveyance Projects OVERVIEW The purpose of this technical memorandum (TM) is to assess the feasibility of utilizing Butte County's State Water Project (SWP) long-term contract supply as drinking water supply for California Water Service Company's (Cal Water's) Chico District service area. Evaluations discussed in this TM include: (1) development of the projected surface water delivery estimate; (2) initial screening of sixteen potential water supply conveyance projects and subsequent concept-level development of five of those surface water supply conveyance projects; and (3) recommendation of two preferred alternatives for further study. Cal Water's Chico District currently relies solely on groundwater for its water supply. Based on evaluations completed in the Chico-Hamilton City District Water Supply and Facilities Master Plan (May 2008), it appears that the Chico District can continue to rely on groundwater to meet its future water demands. However, while the groundwater subbasins underlying the Chico District currently do not appear to be in overdraft, as the population increases, there becomes more competition for this resource and thereby more stress on the groundwater subbasins. Also, if there are potential water quality issues with groundwater in the future, Cal Water's complete dependence on groundwater does not provide the Chico District with supply reliability. Therefore, Cal Water is seeking to evaluate other supply alternatives to assist in diversifying its water supply portfolio, while still meeting future water demand requirements. Consequently, Cal Water is exploring the feasibility of a potential conjunctive use project with Butte County to integrate surface water supply into the Chico District service area. This proposed conjunctive use project will provide environmental, operational, and water quality benefits to multiple parties (i e, Cal Water, Butte County, and other groundwater users). ( ( Technical Memorandum April 26, 2012 Page 2 Butte County (County) has a long-term surface water supply contract with the California Department of Water Resources (DWR) for receipt of up to a maximum amount of 27,500 acre-feet/year (AFY) from DWR's SWP, as designated in Table A of the surface water supply contract (Table A supply). The County is currently seeking in-county purchasers for this contract supply, and this study assumes that up to 20,000 AFY would be available for delivery to the Chico District. Historically, the County has worked with DWR to evaluate options for conveying SWP water from Lake Oroville to the Chico area for both municipal use and groundwater recharge. However, at this time, there is currently no infrastructure in place to move water from Lake Oroville to a location where it could be utilized by the Chico District. This study conducts a conceptual-level investigation to determine the infrastructure needs, potential environmental impacts, administrative and legal issues, planning-level costs, and schedule to bring surface water supply into the Chico District service area. This study represents a first step toward utilizing the County's SWP supply as an alternative source of water supply for the Chico District and would position Cal Water to conduct more detailed implementation studies, environmental review and pre-design. West Yost Associates (West Yost) received authorization to perform this work from Cal Water on January 25, 2011. In summary, based on the results from the evaluation of several different monthly surface water delivery projections, the baseload delivery option was selected for implementation in the Chico District because it would result in the smallest required water treatment plant capacity. Under a baseload delivery option, 20,000 AFY of Table A surface water supply will be evenly split and delivered for treatment over 12 months. A baseload delivery option would require a new water treatment plant with a minimum treatment capacity of•18 mgd. In addition, based on the results from the concept-level evaluation of the five selected preferred suiface water supply conveyance projects, the two preferred alternatives selected for further study include the following: • Pipeline along the Abandoned Sacramento Northern Railroad from Themialito Forebay, and • Diversion from the Sacramento River using Radial Collector Wells (will require a surface water exchange between U.S. Bureau of Reclamation and DWR). These preferred alternatives combine the benefits of ease of implementation/operation as well as lower capital costs. Additional analyses will be required to further define these two preferred alternatives before selecting the final preferred alternative for potential design and construction. West Yost will work with Cal Water to define work tasks to be completed in 2012. PROJECTED SURFACE WATER DELIVERY ESTIMATE FOR THE CHICO DISTRICT This study assumes that up to 20,000 AFY from the County's SWP long-term water supply contract would be available for delivery to the Chico District. Based on this delivery volume, the following sections present the potential projected monthly surface water delivery estimates and peak surface water supply targets using the Chico District's projected future (2030) water demands. The projected monthly suiface water delivery estimates assume that Cal Water will WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhreqy Technical Memorandum April 26, 2012 Page 3 directly treat and use the delivered surface water as an alternate source of water supply for the Chico District. However, if untreated surface water will be used for groundwater recharge, surface water delivery requirements will likely be different. Further evaluation of groundwater conditions, recharge methods, and recharge infrastructure will need to be conducted to assess delivery requirements to support recharge of groundwater. It is likely that delivery requirements for groundwater recharge will be more uniform on an annual cycle than some delivery requirements presented in the following sections because the delivery requirements for groundwater recharge do not need to meet peak water demand targets. Historical Monthly Water Production Historical monthly water production data from the Chico District was evaluated to deteimine the average monthly water use trend when compared to the total annual water production. This historical trend was used to project the monthly water production requirements in 2030. Table 1 summarizes the historical average monthly water production for the Chico District. As shown in Table 1, historical data indicates that the Chico District's highest monthly water production has historically occurred in July, which corresponds with the high temperatures and minimal rainfall that is experienced in the service area during the summer months. Table 1. Historical Average Monthly Water Productiont'bl Month Percent of Total Annual Water Production January 4.2% February 4.0% March 5.1% April 6.9% May 10.1% June 12.3% July 14.7% August 13.9% September 11.1% October 8.2% November 5.1% December 4.4% M Source:ch wtrpr 3 2006 xis file provided by Cal Water staff for the 2008 Chico-Hamilton City District Water Supply and Facilities Master Plan(WSFMP) M Based on monthly water production data from 1980 through 2006. WEST YOST ASSOCIIATES oVV136106-11-13\wp\11211311_1TMDefivery Technical Memorandum April 26, 2012 Page 4 Projected 2030 Monthly Surface Water Delivery The historical average monthly water production trend summarized in Table 1 was used to project the monthly water production requirements in 2030. Based on the projected annual water production in 2030 for the Chico District (53,600 AFY'), Figure 1 illustrates the projected monthly water production in 2030; the existing 2006 monthly water production totals are provided for comparison. Assuming that up to 20,000 AFY from the County's SWP long-term water supply contract would be available for delivery and direct use in the Chico District; the projected monthly water production in 2030 will then be supplied from a combination of groundwater and treated surface water supplies. The projected monthly quantity of treated surface water supply delivered will depend on Cal Water's preferred timing for raw surface water delivery and other factors such as water treatment plant (WTP) capacity and groundwater recharge constraints. The following sections present three different projections for monthly treated surface water delivery. These projections were briefly evaluated and are discussed below. One option is recommended for potential implementation by Cal Water in the Chico District. Baseload Delivery of Treated Surface Water Supply Under a baseload delivery option, 20,000 AFY of Table A surface water supply will be evenly split and delivered for treatment over 12 months as shown on Figure 2. A baseload delivery option would require a new WTP with a minimum treatment capacity of 18 mgd. One benefit of a baseload operation with uniform treated smface water deliveries in each month is that it results in the smallest required W IP capacity. Operations of the proposed WTP would be constant throughout the year. However, a baseload operation may potentially require significant distribution system improvements to deliver treated smface water during the lower water production months. For example, in the lowest water production month (i.e., February), treated surface water supply is approximately 80 percent of the projected Febmaiy 2030 demand. Water quality could also vary seasonally for some customers since the percentage of treated surface water and groundwater at some locations in the system would change considerably throughout the year. Uniform Percentage Delivery of Treated Surface Water Supply Under a unifoim percentage delivery option, 20,000 AFY of Table A surface water supply would be delivered for treatment using the same trend as the historical average monthly water production to account for peaking during the summer months as shown on Figure 3. A imifonn percentage delivery option would require a new W IP with a minimum treatment capacity of 31 mgd. One benefit of a uniform percentage delivery option is that a more consistent water quality is delivered throughout the year because the treated surface water delivery area would be more uniform throughout the year (equal to approximately 40 percent of the total monthly water production during all months). As a result, distribution system improvements that would be needed to deliver water to customers would be minimized. Source: 2008 Chico-Hamilton City District Water Supply and Facilities Master Plan. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhreqy Technical Memorandum April 26, 2012 Page 5 The major drawback of the uniform percentage delivery option is that it would require a larger raw water conveyance pipeline and a WTP that is approximately 70 percent larger in capacity than the baseload delivery option. Operations of the proposed WTP would also have to vary considerably as the treated surface water delivery fluctuates from approximately 9 to 31 mgd. October to April Delivery of Treated Surface Water Supply Under an October to April delivery option, 20,000 AFY of Table A suiface water supply would be delivered for treatment during the months from October to April as shown on Figure 4. An October to April delivery option would require a new WTP with a minimum treatment capacity of 43 mgd. One benefit of an October to April delivery option is that raw surface water supply during the fall, winter and spring months are generally more easily available. However, an October to April delivery option will require a much larger raw water conveyance pipeline and a WTP that is approximately 140 percent larger in capacity than the baseload delivery option. In addition, the concentrated use of groundwater as a primary source of water supply during the summer months could have a more significant impact on the groundwater subbasins underlying the Chico District and may potentially create impacts to other local groundwater users. In addition, water quality would vary significantly since the concentration of treated suiface water and groundwater shifts completely throughout the year. With all the potential drawbacks of this delivery option, an October to April delivery option is not recommended unless there are restrictions on suiface water diversions during the summer months. Recommended Monthly Delivery Schedule for Treated Surface Water Supply Actual annual water deliveries from the SWP are typically less than the County's entitlement depending on a number of factors including hydrologic conditions, operational constraints, and customer demand. Depending on the reliability of the SWP, 100 percent delivery of the annual Table A supply to the Chico District would only occur in some years. As a result, sizing a WTP to include seasonal peaking would result in a WTP that is oversized under most conditions. Therefore, the baseload delivery option is recommended because the increased capital cost of a larger WTP would most likely outweigh the water distribution system savings, especially if the larger WTP will not be utilized at full capacity during most years. Consequently, the baseload delivery option will subsequently be used to establish conceptual facility sizing for suiface water and corresponding groundwater needs. It should be noted that if the raw surface water supply is diverted directly from Lake Oroville, there are no foreseeable constraints to the timing of raw surface water delivery. However, if creek conveyance or a water exchange in the Sacramento River is evaluated, potential surface water diversion constraints will need to be identified. Future Reliability of Butte County's State Water Project Allocation As discussed previously, the County has a long-term water supply contract for receipt of up to a maximum amount of 27,500 AFY from the SWP. However, actual annual water deliveries from the SWP are typically less than the Table A amounts depending on a number of factors including hydrologic conditions, operational constraints, and customer demand. The current (April 2011) allocation from the SWP is 80 percent of the contractors' requested amounts, which is equal to an approved allocation of 22,000 AFY for the County. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhy.y Technical Memorandum April 26, 2012 Page 6 DWR develops a hi-annual State Water Project Delivery Report to document the current and future SWP water supply conditions. In the most recent 2009 State Water Project Delivery Report, findings indicate that there is a continuing erosion of the ability of the SWP to deliver water due to factors such as the restrictive operational requirements contained in the federal biological opinions and the forecasted effects of climate change. The long-term average annual SWP delivery forecasted for the County in 2029 is estimated to be approximately 59 percent of the maximum annual SWP allocation. While in some years, up to 20,000 AFY may be available to the Chico District, on a long-term average basis, approximately 11,700 AFY would be available for delivery. The Table A amount of 20,000 AFY will be used for facilities sizing, but the lower long-temi average delivery amount will be used in the analysis to evaluate the annual costs of supply alternatives. To improve the reliability of the County's SWP allocation, the County, the Solano County Water Agency and Napa County Flood Control and Water Conservation District are currently litigating to secure area of origin rights to their respective SWP allocation. This lawsuit was filed in 2007 at the Sacramento Superior Court (Case Number: 34-2008-00016338 CU-BC-GDS). If successful, the County would be able to receive its maximum ammal SWP allocation during any hydrologic year, which implies that the County's SWP allocation will have 100 percent reliability at all times. As of the end of 2011,DWR and the County are currently in settlement negotiations. SUMMARY OF POTENTIAL SURFACE WATER SUPPLY CONVEYANCE PROJECTS The SWP's principal storage reservoir is the 3.5 million acre-foot (MAF) Lake Oroville, located on the Feather River,just east of the City of Oroville, in Butte County. In addition to storage, the reservoir is also used for power generation. Two downstream reservoirs, Thermalito Forebay and Thermalito Afterbay provide smaller storage regulating basins that are used to provide balancing storage for hydroelectric power generating stations located at the dam and between the two reservoirs. Figure 5 illustrates the locations of these reservoirs. The figure also includes Butte County's boundary and the Chico District service area boundary for reference. To deliver Table A raw water supply to the Chico District, projects could either be diverted directly from Lake Oroville facilities, or be supplied from the Sacramento River, requiring a water exchange agreement between DWR and the U.S. Bureau of Reclamation (Reclamation). hi addition, Table A supply can either be conveyed to the Chico District through a new surface WTP (i.e., direct use/in-lieu groundwater recharge) or for direct groundwater recharge. Based on these criteria, including subsequent review of previous studies and discussions with Cal Water and County staff, 16 potential surface water supply conveyance projects were identified. Each conveyance project was briefly evaluated (through any previous studies available and conversations with all relevant parties), and five of the most favorable options (those highlighted in bold text) were subsequently selected for further evaluation to develop conceptual alignments and costs. As discussed in the following section, potential environmental flaws and implementation issues were then reviewed for each of these five potential surface water supply conveyance projects to help screen and select the two best projects recommended for further study. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhreqy Technical Memorandum April 26, 2012 Page 7 The projects included in the initial screening are: 1. Pipeline along the Oro-Chico Conduit from Thermalito Forebay 2. Pipeline along the Oro-Chico Conduit from Thermalito Afterbay 3. Pipeline/Canal along the Oro-Chico Conduit from Thermalito Forebay 4. Pipeline/Canal along the Oro-Chico Conduit from Thermalito Afterbay 5. Pipeline along the Abandoned Sacramento Northern Railroad from Thermalito Forebay 6. Pipeline along the Abandoned Sacramento Northern Railroad from Thermalito Afterbay 7. Pipeline/Canal along the Abandoned Sacramento Northern Railroad from Thermalito Forebay 8. Pipeline/Canal along the Abandoned Sacramento Northern Railroad from Thermalito Afterbay 9. Diversion from the Sacramento River using M&T Chico Ranch Diversion Facility 10. Diversion from the Sacramento River(DWR, Reclamation Exchange)using a New Conventional Diversion Structure 11. Diversion from the Sacramento River (DWR, Reclamation Exchange) using Radial Collector Wells 12. Pipeline to Butte Creek, and Conveyance using Butte Creek,with Groundwater Recharge 13. Pipeline to Big Chico Creek, and Conveyance using Big Chico Creek, with Groundwater Recharge 14. Participation in the H' egional Paradise Irrigation District (PID) Project 15. Partnership with Rancho Esquon 16. Partnership with PG&E to use PG&E's Hendricks Canal Figure 6 shows the approximate location of each potential surface water supply conveyance project listed above. For the remaining projects that were not initially selected as part of the five potential surface water supply conveyance projects selected for further evaluation, Table 2 provides a brief summary of the reasons why they were eliminated from further evaluation. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhy.y Technical Memorandum April 26, 2012 Page 8 Table 2. Summary of Eliminated Surface Water Supply Conveyance Projects . Project Number(Project Type) Reason(s)for Elimination A review of water surface elevations at Thermalito Forebay(max. water surface elevation =225 ft)and Thermalito Afterbay(max.water surface elevation = 136 ft)indicates that a surface water diversion 2,4, 6 and 8 facility from Thermalito Afterbay would require a higher lift, and thus a (Diversion from Thermalito Afterbay) larger pump station with higher electrical costs to deliver water to the Chico District. Since there are currently no restrictions on diversions from Thermalito Forebay, it would be a more suitable diversion than Thermalito Afterbay due to its higher elevation. The Forebay also has potential for gravity flow with a conveyance canal. Some potential issues with an open channel include: conveyance 3 and 7 losses, additional maintenance, contamination, etc.A dosed pipeline (Canal Alignment) would eliminate these issues and is recommended based on its much higher reliability than an open channel supply. This project was eliminated because Projects 9 and 11,which had similar project elements were selected for further evaluation. Project 9 proposes a shared conventional diversion structure with M&T Chico Ranch(M&T),which presents an opportunity for a partnership to 10 'utilize existing resources. Project 11 proposes using radial collector • (New Conventional Diversion Structure wells as an alternative to a conventional diversion structure because from the Sacramento River) of their potential to limit impacts to fishery and provide more uniform water quality. Due to the potential advantages of Projects 9 and 11, a new conventional diversion structure was not considered for further evaluation. However, if further evaluation of radial collector wells indicates that they are not a feasible diversion facility then a new conventional diversion structure may be a potential project. Various environmental and regulatory issues such as sensitive fishery habitat and water rights issues make these options difficult to 12 and 13 implement,and possibly infeasible. In addition, potential issues with (Groundwater Recharge using Creek extracting water out of the groundwater basin after direct recharge for Conveyance) also make this project less appealing due to the associated complications with withdrawal. It should be noted that Butte Creek is adjudicated and has one of the only remaining salmon spawning areas in the Central Valley. Rancho Esquon diverts water from Butte Creek for agricultural use. During the summer months, diversions from Butte Creek are limited, and Rancho Esquon relies mostly on their groundwater wells for water supply. Rancho Esquon could potentially partner with Cal Water to 15 use surface water during dry hydrologic years. If a partnership were (Partnership with Rancho Esquon) arranged with Cal Water, Rancho Esquon would prefer surface water deliveries of at least 5,000 acre-feet during the summer months to replace current groundwater use at a maximum cost of$50/acre-feet. Based on these water delivery and cost requirements, it does not appear that a partnership with Rancho Esquon is feasible. PG&E has water rights on the West Branch Feather River and operates various hydropower facilities on Butte Creek that use a mix of Butte Creek and Feather River supply. The Feather River supply is delivered via Hendricks Canal. A partnership with PG&E would allow 16 Cal Water to divert upstream of Lake Oroville and use Butte Creek as (Partnership with PG&E) conveyance. However, Hendricks Canal is utilized at maximum capacity whenever possible by PG&E and additional diversions will require expansion of Hendricks Canal. In addition, Cal Water will need to demonstrate that any water diverted is in surplus of PG&E's water rights.With these constraints, a partnership with PG&E would be complex and does not seem feasible. WEST YOST ASSOCIIATES oVV136106-11-13\wp\11211311_1TMIDehveoy Technical Memorandum April 26, 2012 Page 9 EVALUATION OF FIVE PREFERRED SURFACE WATER SUPPLY CONVEYANCE PROJECTS Based on the five surface water supply conveyance projects selected in the initial screening, additional analyses were completed to develop conceptual level information (e.g., infrastructure requirements, estimated costs, issues, and constraints, etc.) for each of these preferred projects. This information was then used to screen and identify two preferred alternatives for further study. Details of these analyses are presented in the following sections below. Summary of Preferred Surface Water Supply Conveyance Projects A brief description of each preferred surface water supply conveyance project is provided below. This information was then compiled and developed into a matrix to help evaluate the advantages and disadvantages of each project. The screening evaluation developed to select two preferred project alternatives for further study is presented following these brief project descriptions. Alternative 1 (Proiect 1)— Roehne allono the Oro-Chico Conduit from Thermalito Forebav The concept for the Oro-Chico Conduit alignment was first developed by DWR Northern District to determine if a multi-puipose project justified primarily by groundwater recharge benefits would be feasible. Project alternatives developed for this conceptual plan were presented in a cursory report titled, "The Oro-Chico Conduit Conceptual Plan". Conclusions from this report did not identify any fatal flaws, but questioned whether continued study of the Oro-Chico Conduit is warranted because of the high capital costs, and the preliminary results from the Butte Basin groundwater modeling that shows the area does not clearly indicate a need for additional groundwater recharge at that point in time. Since the completion of this cursory report in April 1997, no additional work has been completed on the Oro-Chico Conduit conceptual plan. As an alternative to a project justified primarily by groundwater recharge benefits, the concept of the Oro-Chico Conduit alignment could be modified into a potential project to deliver Table A supply to the vicinity of the Chico District for direct use after treatment. Modifications include using a closed pipeline instead of the open canal originally identified in the Oro-Chico Conduit Conceptual Plan to eliminate the issues associated with an open channel. A new water treatment plant would also be required to treat the raw surface water diverted from Thermalito Forebay. For this study, the water treatment plant is assumed to be located near the Chico District service area boundary. Based on the topography from Thermalito Forebay to the Chico District, a raw water booster pump station will be required to deliver surface water to the proposed WTP located in the vicinity of the Chico District. This project would require a new turnout and diversion facility from the Thermalito Forebay and approximately 19 miles of raw water transmission pipeline roughly following the Oro-Chico Conduit alignment (basically the 220' contour) to deliver the proposed 20,000 AFY of Table A supply to the Chico District for treatment. Based on a baseload delivery option for the proposed WTP, Table 3 provides preliminary details on the recommended infrastructure to deliver treated Table A supply to the Chico District under Alternative 1. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhreqy Technical Memorandum April 26, 2012 Page 10 Table 3. Alternative 1 — Preliminary Details on Recommended Infrastructure(") Length/Capacity Infrastructure Type Recommended Untt Raw Water Intake Structure 28 cfs Raw Water Booster Pump Station 18 (firm) mgd 42-inch diameter Raw Water Pipeline 101,000 feet Water Treatment Plant 18 mgd '(a) Assumes raw water delivery from Thermalito Forebay to the Chico Distract service area boundary '(b) Assumes baseload delivery of Table A supply Some potential considerations that may complicate this project would be any potential easement issues, environmental impacts on wildlife and creek crossings. Alternative 2 (Proiect 5) — Pipeline aiond the Abandoned Sacramento Northern Railroad from Thermalito Forebay The concept for the Sacramento Northern Railroad alignment was developed in the Butte County Integrated Water Resources Plan2 as an option that could be implemented to help meet the County's future water management needs. hi the Comity's Integrated Water Resources Plan, it was proposed that a canal could be built along the abandoned Sacramento Northern Railroad alignment to provide Table A supply for irrigation needs in the summer, decomposition water in the fall, and for habitat creation near the Cherokee Strip and Esquon (areas southeast of Little Dry Creek). The abandoned railroad alignment would mostly provide a clear pathway for the proposed canal without dividing existing farms. As an alternative to a project to supply irrigation needs, decomposition water, and habitat creation near the Cherokee Strip and Esquon, the concept of the abandoned Sacramento Northern Railroad alignment could be modified into a potential project to deliver Table A supply to the vicinity of the Chico District for direct use after treatment. Modifications include using a closed pipeline instead of the open canal originally identified in the Comity's Integrated Water Resources Plan to eliminate the issues associated with an open channel. A new WTP would also be required to treat the raw surface water diverted fi-om Thennalito Forebay. This study assunies that the WTP would be located near the Chico District service area bomidary. Based on the topography fi-om Thenualito Forebay to the Chico District, a raw water booster pump station will be required to deliver surface water to the proposed WTP located in the vicinity of the Chico District. This project would require a new turnout and diversion facility from the Thermalito Forebay and approximately 18 miles of raw water transmission pipeline roughly following the abandoned Sacramento Northern Railroad alignment to deliver the proposed 20,000 AFY of Table A supply to the Chico District for treatment. Based on a baseload delivery option for the proposed WTP, Table 4 provides preliminary details on the recommended infrastructure to deliver treated Table A supply to the Chico District under Alternative 2. 2 Integrated Water Resources Plan, prepared for Butte County department of Water and Resource Conservation by CDM.May 2005. WEST YOST ASSOCiATES oVV136106-11-13\wp\11211311_1TMIDehvegy Technical Memorandum April 26, 2012 Page 11 Table 4. Alternative 2 — Preliminary Details on Recommended Infrastructure(") Length/Capacity Infrastructure Type Recommended Unit Raw Water Intake Structure 28 cfs Raw Water Booster Pump Station 18 (firm) mgd 42-inch diameter Raw Water Pipeline 95,000 feet Water Treatment Plant 18 mgd '(a) Assumes raw water delivery from Thermado Forebay to the Chico District service area boundary. '(b) Assumes Caseload delivery of Table A supply. Some potential considerations that may complicate this project would be any potential easement issues, environmental impacts on wildlife and creek crossings. Alternative 3 (Proiect 9) — Diversion from the Sacramento River using M&T Chico Ranch Diversion Facility The concept for a surface water exchange between Reclamation and DWR was presented previously in an internal DWR memo, which documented the cost evaluation of four potential surface water conveyance systems for the County that would more fully utilize their Table A supply. This memo, dated January 15, 2007, identified one potential surface water conveyance system, which would require implementing a surface water exchange from the available supply on the Feather River to a diversion from the Sacramento River using an existing diversion structure at the M&T Chico Ranch property. This type of water exchange will significantly reduce the length of transmission facilities required to deliver water to the Chico District due to the closer proximity of the Sacramento River. A surface water exchange between Reclamation and DWR would basically require DWR to release an amount of water into the Feather River from Lake Oroville in exchange for a like amount of water provided by Reclamation from Lake Shasta for diversion from the Sacramento River near the Chico District. Exchange arrangements between Reclamation and DWR are common for a number of reasons that recognize the operational needs of both the SWP and the federal Central Valley Project (CVP). In order to assess the institutional reception for such an exchange, County and West Yost staff held a series of meetings with the State Water Contractors (a water user organization consisting of most of the SWP water contractors), DWR, and Reclamation staff to discuss the feasibility of the potential water exchange. Through these initial meetings, it can be concluded that all parties were generally supportive of an exchange to help the County more fully utilize their allocated SWP contract(Table A)supply. One potentially significant issue identified by Reclamation staff is that mitigation would be required to offset potential impacts to cold-water pool operations at Lake Shasta. To protect federally listed endangered salmon in the Sacramento River, Reclamation is required to release cooler water from Lake Shasta to maintain downstream temperatures in the Sacramento River cool enough for salmon spawning and survival. Operations are impacted by the size and temperature of the pool of water in the lake. Temperature management is more difficult during drought periods, when the lake is drawn down -- the cold-water pool volume is smaller and Reclamation is also making operational decisions to manage and conserve supply. WEST YOST ASSOCIIATES oVV136106-11-13\wp\11211311_1TMDefivery Technical Memorandum April 26, 2012 Page 12 A possible mitigation would be to reduce or cease deliveries during drought periods. hi discussions with Reclamation staff, any dry period where there are two or more dry years back-to-back are potentially problematic. Annual estimates of future SWP deliveries and Sacramento River hydrologic data were used to roughly estimate the worst-case scenario for the percentage of years that would be affected and the impact on long-term delivery amounts of Table A supply. Estimates were derived using a historical (1922 through 2003) hydrologic data set that is used by DWR for planning studies. This analysis indicates that approximately 20 percent of years would be subject to potential curtailment, with a corresponding reduction in long-term annual deliveries of 11 percent. The percentage reduction in water deliveries is lower than the percentage of years affected because deliveries are lower in drought years. As discussed above, the long-term average annual delivery quantity for 20,000 AFY of Table A supply is estimated to be 11,700 AFY. For the Sacramento River exchange concept, the long-term delivery quantity would drop to 10,500 AFY. However, additional discussions with Reclamation staff and/or long-term/temperature modeling will be required to estimate the actual quantity of water that could be delivered. With the preliminary support from the State Water Contractors, DWR, and Reclamation staff, it was assumed that a surface water exchange can be negotiated and implemented. Implementation of such an exchange between Reclamation and DWR would likely be through a long-term operational exchange agreement. Notes from each of these meetings are included in Attachment A for reference. In sununary, major contract items to address before implementation of a water exchange would include point of transfer, names and locations of water exchange parties and place of use for exchange water. Potential delivery constraints during dry years would need to be addressed by long-term modeling of CVP supplies. Assuming that a water supply exchange agreement can be negotiated between Reclamation and DWR to allow for the Chico District to divert water from the Sacramento River, Alternative 3 proposes sharing an existing conventional diversion structure on the Sacramento River with M&T Chico Ranch, as shown on Figure 6. M&T currently operates a pumped surface water diversion on the Sacramento River near River Road. The existing diversion facility has capacity for an additional pump (-40 cfs), which M&T does not plan to utilize in the future. Therefore, Cal Water can potentially partner with M&T to install an additional pump and utilize the existing diversion structure to deliver surface water to the Chico District for direct use after treatment. In addition to the new raw water booster pump, this project would also require approximately 5 miles of raw water transmission pipeline roughly following the alignment of Chico River Road to deliver the proposed 20,000 AFY of exchanged water to the Chico District for treatment. Based on a baseload delivery option for the proposed WTP, Table 5 provides preliminary details on the recommended infrastructure to deliver treated surface water supply to the Chico District under Alternative 3. One significant operational issue that Cal Water would have to contend with under Alternative 3 is the encroaching gravel bar located in the Sacramento River near the M&T pumped diversion intake structure. The gravel bar is migrating downstream and requires significant maintenance, which Cal Water would have to share if Alternative 3 is selected for implementation. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhreqy Technical Memorandum April 26, 2012 Page 13 Table 5. Alternative 3 — Preliminary Details on Recommended Infrastructure(a'b) Length/Capacity Infrastructure Type Recorrirriended Unit Ra Water Booster Pump 18 mgd 42-inch diameter Ra Water Pipeline 26,000 feet Water Treatment Plant 18 mgd I(a) Assumes surfaoe water diversion Is located at IMI&T's existing diversion structure '(b) Assumes baseload delivery of surface water supply It should be noted that the feasibility of Alternative 3 is completely dependent on the major assumption that a surface water exchange in the Sacramento River can be negotiated and implemented. Initial meetings with the State Water Contractors, DWR, and Reclamation staff indicate that all parties were generally supportive of such an exchange. Un further evaluations are completed, there are currently iio fatal flaws that suggest a water supply exchange agreement could not be negotiated between Reclamation and DWR. Potential considerations that could complicate this project include potential easement and/or in diversion issues, multiple party negotiations required for project implementation, and environmental impacts on wildlife. The delivery reliability of this project would be less than projects that deliver water from Lake Oroville, due to the potential need to cu ail deliveries during some diy years to avoid impacting CVP Sacramento River operafions. Alternative 4 (Project 11) — Diversion from the Sacramento River using Radiail CoHector VVeilis Alternative 4 also assumes that a water exchange i the Sacramento River will be negotiated and implemented, as discussed previously ni Alternative 3. However, cinder Alternative 4, a new alternative nitake structure (i.e. radial ' collector well, also conimonly referred to as a fl ,,0 „,„l'it,1111,1141' ) '") l', , ,0,11.1,00, Raiiney Collector) is proposed for diverting 40! 11° ,t1,111,11, 2,7110,;41 111,041P,Olt, iv sin-face water from the Sacraineiato River. , 111111 1 ,c, 111.1111,,4,1101„,,,,,,fluit, 1 11:‘ Radial collector wells are generally located near a nver and are comprised of a vertical 11111,11 1 large-diameter reinforced concrete shaft or caisson) with horizontal lateral well screens 1 projected out in the aquifer to collect subsurface water (see Figure 7). The proposed / 111,,1, location for the radial collector wells is silo/Nil /01 ' 11111 lilt on Figure 6 (near Hamilton City). lil ; 1 0A$410 Na 01)1111111i ,tft:4 Because this type of project is not he typical , 111, 1 " ,, / i ItliP I ,1 , / sinface water in diversion stnicinie, if mg i,,, Ore°)*d'600)4",i(l'/ ` ,4 11 '1 (11111' ' ' 1,i, (' ' (q ti (,i feasibility of using a radial collector well as a potential intake stnici-tue before selecting tlus project as one of the five preferred projects Figure 7. Schematic of a Typical Radial reconmuelided for fiii-ther evaluation. Results Collector Well WEST YOST ASSOCIATES a M,c\,136'06-11-13\wp\11211311_1TMDehvery Technical Memorandum April 26, 2012 Page 14 from the evaluation are presented in a separate memorandum prepared by West Yost (see Attachment B). Iii this memorandum, West Yost recommended that the Chico District fiuther evaluate the feasibility of radial collector wells for the proposed Sacramento River diversion. Potential benefits of radial collector wells include: • No in-water construction • No impacts to fishery • More uniform water quality • Avoidance of operational difficulties associated with a conventional screened surface water intake Based on the preliminary radial collector well design assumed and evaluated in Attachment B, two radial collector wells would be preliminarily recommended for Alternative 4. In addition to the proposed radial collector wells, this project would also require approximately 6 miles of raw water transmission pipeline roughly following the alignment of Highway 32 to deliver the proposed 20,000 AFY of exchanged water to the Chico District for treatment. Based on a baseload delivery option for the proposed WTP, Table 6 provides preliminary details on the recommended infrastructure to deliver treated surface water supply to the Chico District under Alternative 4. Table 6. Alternative 4— Preliminary Details on Recommended Infrastructure(") Length/Capacity Infrastructure Type Recommended Unit Two(2) Radial Collector Wells 28 cfs 42-inch diameter Raw Water Pipeline 31,000 feet Water Treatment Plant 18 mgd '(a) Assumes surface water diversion is located near Hamilton City '(b) Assumes baseload delivery of surface water supply. It should be noted that the feasibility of Alternative 4 is completely dependent on the major assumption that a surface water exchange in the Sacramento River can be negotiated and implemented. As discussed previously, there are currently no fatal flaws that suggest a water supply exchange agreement could not be negotiated between Reclamation and DWR. Some other potential considerations that may complicate this project would be any potential easement and/or intake diversion issues and environmental impacts on wildlife. The delivery reliability of this project would be less than projects that deliver water from Lake Oroville, due to the potential need to curtail deliveries during some dry years to avoid impacting CVP Sacramento River operations. WEST YOST ASSOCiATES oVV136106-11-13\wp\11211311_1TMIDehvegy Technical Memorandum April 26, 2012 Page 15 Alternative 5 (Project 14) — Participation in the Regional Paradise Irrigation District Project The concept of potentially expanding the Regional PID Project through a joint partnership with HD was identified during a conference call on May 11, 2011 with George Barber, District Manager at PID. As discussed during the conference call, PID is currently looking to improve its water supply reliability during drought years with the design and construction of a new transmission main to divert additional water from the Upper Miocene Canal to their WTP located at Magaha Reservoir. Because of the significant uphill gradient from the Upper Miocene Canal to HD's WTP, a large booster pump facility will also be required to deliver water to the WTP. The proposed transmission main can be designed to also meet the Chico District's water supply needs and its full capacity will be available to the Chico District during normal and wet hydrologic years. A potential joint project to deliver treated surface water to the Chico District would require (1) expanding the planned booster pump station or constructing a new booster pump station and transmission main to divert additional water from PG&E's Upper Miocene Canal to PID's WTP, (2) increasing the treatment capacity at PID's existing WTP, which currently has a treatment capacity of 19 mgd, and (3) constructing additional transmission facilities to deliver treated surface water directly to the Chico District. With this joint project, Cal Water would not have to design, construct or operate a water treatment plant. Cal Water staff met with George Barber on July 13, 2011 to further discuss preliminary details of a possible joint partnership to expand the Regional PM Project. It was clarified during this meeting that PID's existing WTP can be expanded to 25 mgd or greater to meet Cal Water's needs. Therefore, it is assumed that 20,000 AFY of treated Table A supply could be delivered to the Chico District. In addition, due to the downhill gradient from PID to the Chico District, there is a potential for in-line hydropower generation. A significant issue that could affect the sizing of the WTP expansion is the potential for impacts to existing senior water rights within the watershed(PG&E is the major water rights holder in the upper watershed). Historically, DWR's point of diversion is assumed to be at Lake Oroville, based on water received into the reservoir. If diversions were to be made upstream of the lake, they would need to be made after all senior water rights are satisfied, so as to not impact senior water rights holders. This would likely mean diversions may be limited to winter and spring months when srnplus water is more likely to be available. If diversions are not able to be made on a year-round basis, the WTP size would need to be increased to accommodate the shorter diversion window. This could significantly increase project capital costs. It is also unlikely that HD would have sufficient land to accommodate a larger WTP. In summary, this project would require expansion of planned or new diversion facilities from the Upper Miocene Canal and approximately 1 mile of raw water transmission pipeline between the Upper Miocene Canal and P]D's WTP to deliver the proposed 20,000 AFY of Table A supply for treatment. Because PID's existing WTP does not have sufficient capacity to treat 20,000 AFY of Table A supply to the Chico District, an expansion of the existing WTP would be required. Even though Cal Water would not have to design, construct or operate the WTP, it is assumed that a proportionate cost of the WTP expansion would be allocated to Cal Water if the Chico District were to receive treated Table A supply delivered through PID facilities. In addition, approximately 16 miles of gravity transmission pipeline WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhy.y Technical Memorandum April 26, 2012 Page 16 would also be required to deliver treated surface water into the Chico District water distribution system. Based on a baseload delivery option for the proposed PID water treatment plant expansion, Table 7 provides preliminary details on the recommended infrastructure to deliver treated Table A supply to the Chico District under Alternative 5. For the purposes of preliminary sizing, year-round delivery is assumed. However, facilities would likely need to be larger to not impact senior water rights holders. Table 7. Alternative 5 — Preliminary Details on Recommended Infrastructure(") Length/Capacity Infrastructure Type Recommended°. Unit Raw Water Intake Structure 28 cfs Raw Water Booster Pump Station 18 mgd 42-inch diameter Raw Water Pipeline 6,000 feet PID WTP Expansion 18 mgd 42-inch diameter Treated Water Pipeline 83,000 feet In-line Hydropower Facility 18 mgd '(a) Assumes surface water diversion Is located near the confluence of the Upper Miocene Canal and West IBranch Feather River. '(b) Assumes Caseload delivery of Table A supply '(c) Assumes Cal Waters share of the regional project Is sufficient for PID's proposed drought year supply Sonic potential considerations that may complicate this project would be potential water rights issues (e.g., timing of deliveries) with diverting water upstream of Lake Oroville, easement issues, multiple party negotiations required for project implementation, environmental impacts on wildlife, and creek crossings. Screening Evaluation to Select Two Preferred Alternatives for Further Study Based on the information provided for each preferred project described above, West Yost developed a matrix comparison to help evaluate the five preferred projects. Additional information such as estimated conveyance costs and schedule was also added to the matrix. It should be noted that the estimated conveyance costs developed for each project do not include the costs required to purchase Table A supply or for land acquisition. Water treatment costs are also not included, as they are assumed to be similar for each of the alternatives. Table 8 presents the matrix comparison used to highlight key conceptual level information such as infrastructure requirements and estimated cost including political, institutional, environmental, and operational considerations used to evaluate the feasibility of each project. An evaluation of the potential advantages and disadvantages presented for each project, as shown in Table 8, indicates that the two preferred project alternatives that are the most feasible at this time would be Alternatives 2 and 4. WEST YOST ASSOCIIATES oVV136106-11-13\wp\11211311_1TMIDehvegy Table 8.Matrix Comparison of Preferred Surface Water Conveyance Projects '0.10"11'ROM 31101111111, CO" 4014.151Steteile.LePaentlinienwm. Weber MeibuilAnd L-spleaelowsture.zeitroli mifiergioluee paradise Type or Pim8eul • Deed use or Tailade7nusigiy •3MMtEered ii:or"WMTailaie Ananap7ty M64 000000800CC supply bra a saber excitange 041048 Ia0344Tab4estucty ula a miler senrenSte • Delherr or Table A amity nla PGSE and Paradise Widened Disteld recedes bestrewn or 1320 0108111110 0118111111181SP1dbi • Metrimurni deg Nay or SUDO SPY • Metrimurni Winer"or SUDO API Metrimurni Winer"or SUDO API Metrimurni Winer"or SUDO API Assumed maximum Wimpy or MAID Arr A1111"'61'Treamtu' • Mb67derened 304001000 013110111'01118umtaand • 4000113 1400 derened dependsam 01311011011118umtaand 4000113 1400 derened dependsam 01311011011118umtaand 4000113 1400 derened dependsam 01311011011118umtaand Almiamurne derened dependsan00311011000088umtaand a1:1;30101 3111111314014141 CUR 040402440 Wow 810 31111140 14141 MIR cilmale Was 8810 310013140 Iny PEdarrnCrand ctimare Was 8810 unapt Iny pecarronon and cmaleWa040101 3140111314014141 CUR CIA119 CIA119• alienated lungdermi average rieereiy lens don 11.7410 031003308d dowterm average&Fluent d 111,790 AM' 031003308dowterm average Wendy d 111,7110 AMY heeeen0018000 te.„,e petwpcm intenD API due to unneranly torn doter=water sig.Issues ▪ and 1112130 Arr Cerkelana1discuselons neutered Mtn ann 11200 omr caws.,admmtpws newts. • ormerentons meld need 01 deincuturraie man adverse Reciartnataft sant In casein actual quanfty Met can lie Reciarmataft 00011 01=WM actual quanithr 0133 can Ire tree.tit,t h„,,„tec deldenerti deldenerti tiVadtrodtftd,ft • dant water Ina.and Ilmoster pump adwafte(10-m91( • Raw water Make all Ilmoster pump shwa. mWM • Raw water tura.400040(101..31 Two radta wheats wed(10-m91( 00101 Make and Warner pump shwa.(10 rimM eq 10011 o 101150014400 of 02-Inch clamener piped.100010 010101303 • 85U30beet or dadrath Warmer. rtrom Thermallto • 23.1330 feet or 4240:01 diameter dideene darn°Maeda • 31.Daoroet.or.4210-11^K.Ldiameterr.egpedir repo3=radial. • .6,313Iett,telL42.-Inch.ptylammetertE norm Mate to Fteelney 01 Weer raw sates In nap..was treatment Madam In udder raw wader to lungs.was treatment Welder ano water 03 outpaced staler deatiment Wamt ptim, to WTP Want Want • 013300 0108010101401310(18 monft 331 stoup Emardl RIDS edging%ATP by 18[toga water netthrtsthfttart, mignft ad stomp MUM(En • Weer treelmen1111881118 writti and gawp Monty ICI 040.8 03 water Water Velment Want t18 mud,and 01003]o 14000104003 o sot DM feet d2diman darner.OWES.In 3001401 3100008 11.1.11.11r.°11.11 water 10 de Mod Deena(by grater} Pau.1001100 londspour Tactilly Pad.and Watethal easement Issues tprelninary SM..cusses • (000100 08000001 Issues tadditlatal evaluation soared (000100 08000001 Issues (000100 08000001 Issues (000100 023100001186800 Pftdaft FF.P.Oftdt P1118110 140830111181 003010310100 edging Iland uses) • 01300104 0001 Federal atastales hiOnling W121 Federal was.. Mull In Men Tale water upstream ne Onto. • Amalattfily or existing easements MP wanton(seal. • DEtete„eh 03r000100 00 00-00300 p4131000080 • 00004440 0310000110 00 00-00300 p4131000080 • Weft Bra.Feltner lider PGAE water opts Issues •between Daft.ad Mon Is a&upped b.oath) Duet.Palter wattage agreement • Duet.Palter eraser agnesineel • Requires nalmersthp agreement afth PID • Cconftriallon hareem Federal and date water wale= Counanallon hareem Federal and date water pule=03 reaper.We mote.1.111190 We Cortranabed Operands reaper.We mote.unter We Cortranabed Operands Agues. Agues. • 0144044 008000400 • 10403018 01 FederaltHisted undimmed Wanes In Me • Irma=lot FederaltHisted undimmed Wanes In de • Irma=Po Fectuallwated 0032130101 860000.401 Summand Ritter(daniparted to Ire IBM ham alth a 0(001 02480113 III 00 upper Futter 40001 08000(03 000000330131 0101813 Miff Owes.* • Oven orossInge Operational • 00 11030801&Wenn'ocroaalInts cot Ming er quart.a • 00 11030801&Wenn'ocroaalInts cot Ming er quart. 030003 0010440101 panoing Atm Me sacra..Wrier 44 Patel01 yield and water qua, nterL0000 Iftyzv.rt. dent um • Treatedaberoysupparty walla.W1Wum. d a C3fl3I0091010110 80410800 80410800 tem.gravel nap c an c 44 Cconftriale 04000801801 Mth Federal ad date water 44 Cconftriale operations Mth Federal ad date water 44 Cconftriale operationfi 16011 PID Pant% p0043010 44 40330100060800004430000181001. 44 doss I.restMottns 341 Mersa.aped temperature • doss I.restMottns 341 Mersa.aped temperature cont.reornmerments cont.reornmerments 44 Requires an operating agreement • Requires an operating agreement tatftdePtol • 034041181 401200 • 034041181 4071 M 44 Capt.3/03 M • Capt.3/32 M • Caplan p130 tendodbm 4004003001100100 Marcpaper 'tZtt's700 ce MOW) Estimated o Eu 2 5,twury • EAR 2 year6 • EAR 2 year6 • EAR 2 year6 • EAR 2 year6 •sated., 0e34400 4031 00903'01 4'4344001933010011 AcqUaltaft:2310810 • 0e34400 0031 0903s1 Way Maftdsdaft:2310810 • 0e34400 0031 40903-of P0371401933010011 2310210 • 0e34400 0031 40903-of P4371401933010011 2310210 • 0e34400 0031 40903-of P4371401933010011 2310210 44 Courtranim 2 yeas • Courtranim 2 yeas • Ccroddranim 2 years • Ccroddranim 2 years • Ccroddranim 2 years nalcantaddtht. • Outlaw was darneftes mut need 00 meet COP • Pau.In sum Me OM or Datum • Puled Meld rewire a much Snorter ftaremlastat • Puled meld rewire a much sender dersimisers 44 CU41/31er matratie bt Wag%construct no operle a tempera.COMM merwirenterts • Our path Manta OftUng noel 0810309 iasMIS Dm01301 00013140 86(000110]water du Lake ppd.Wan aftermath100 oceteyng water du Lake water 01003110010 norm Otande Otande R09011211 partrosIlp • Muter.more Wed alignment Wan Altemattee o palatial urte Or de Dirys existing suffer alignment o FPNEf erritmarrnernall 110408110 03 die 0341000090 Mar • &Owe webs darnentes en not need bt meet COP e Rego. dun Seeman.3 burner.800 nandal mathilrements Lawns tabled"and agar.material SP mewls IBM cap.and O&M nuts 44 Mud Mud00 or any molt.. 44 !sod paerattlzdtment transport/deposit.Issues 1111 11110101808118181181 • RaddattAcall 1031810 • Lengthy prpeftne,compared afth Mementoes 3 and d 44 Paula Issues aftn conwereena issued averatift 44 Mse odes.Warta cormennonal sawed Meade 44 Older usess um Wed Era.Feather PM.hue sent401 44 oranse du de 081084000300301Meg..gm.WO nods to Stud. Lengthy prpeftne,compared Mth Mementoes 3 and d 44 thatande 00 109070 Ithastruclue 44 Putertay doer grountlwatelleuels Ilyaniacemtialls 44 400400000 00 Ma Intrastrudeme 44 saber deluges may be canted In some dry • &plane water darn..may to oar..In 001140 2140 • Treabed saber puppy Wined In dry years years lot meet OttP temperature COMM muutremerts years In rneet CVP temperature nano.mathilremerts 1031810 44 Len..Menne,compared Mth Mementoes 3 and d 111 1101!001300100010000003113411 1111,701201 10 00004!0l 10030040 0920032 388231103108443800001.9030311131030001010100111 013301 10031112000,0 3303100003 10 000033 300 3804000403 001003 1110113800 02903 4721140 101013 113101.L020 0100810 00 110,923 0171 10 00004!0l 200,32400 0031 1104000900 3611,II 0300 0081 018400 03 0003003 014400 1032013011 .03310044000(0040000 r2501011 000100 140 00 00043000.0 001181113 000-00,11 0003,,31090100300 00205101100 00 0010 000 0100013.03 0400010401010•1911010t0000-00312.3.0110. 1102100900400340310040007810240110040 U0040030101340 00200010301000 0120110001201,00040481903!4010140110°0 00W0000'00l1031010510110040 114 00390001,0043800300000l01312 003 003 78102400403 00 10fl0013034401000 comodndadrown row. 40 20003 0417.10 Page intentionally left blank lin original. Technical Memorandum April 26, 2012 Page 18 Alternative 2 (Pipeline along the Abandoned Sacramento Northern Railroad from Thermalito Forebay) was selected for further study because it appears to be the easiest surface water project to implement since the diversion will be directly from Lake Oroville. However, Alternative 2 requires a significant length of pipeline along the abandoned Sacramento Northern Railroad to reach the Chico District. Alternative 4 (Diversion from the Sacramento River using Radial Collector Wells) was selected for further study because it significantly reduces the length of pipeline required to reach the Chico District and avoids potential sediment transport/deposition issues in the Sacramento River. However, under Alternative 4, surface water deliveries maybe subject to curtailment in some dry years to meet CVP temperature control requirements. Additional analyses as discussed below will be required to further define Alternatives 2 and 4 before selecting the final preferred alternative for potential design and construction FINDINGS AND CONCLUSIONS Based on the work completed to evaluate (1) the projected monthly surface water delivery estimates and (2) the potential surface water supply conveyance projects, a brief summary of the findings and conclusions from each evaluation is provided below. Projected Surface Water Delivery Based on the evaluation of several different monthly surface water delivery projections, the baseload delivery option was selected for implementation in the Chico District because it would result in the smallest required WTP capacity. A smaller WTP would reduce project costs especially since actual annual water deliveries from the SWP are typically less than the County's Table A amount; consequently, a larger WTP would not be utilized at full capacity during most years. Therefore, the baseload delivery option was used to establish conceptual facility sizing for suiface water and corresponding groundwater needs. However, there would be increased costs associated with water distribution system improvements that are required to deliver large amounts of surface water during the winter months under the baseload delivery option. Currently, the County, the Solano County Water Agency,Napa County Flood Control and Water Conservation District are litigating to secure area of origin rights to their respective SWP allocation. If successful, the County would be able to receive its maximum annual SWP allocation during any hydrologic year. Until a settlement agreement is negotiated, this evaluation for the Chico District continues to assume that the Comity's Table A water supply is subject to cut-backs from DWR. It should be noted that if the raw surface water supply is diverted directly from Lake Oroville, there are no foreseeable limitations to the timing of raw surface water delivery. However, if creek conveyance or a water exchange in the Sacramento River is evaluated, potential surface water diversion constraints will need to be further identified and evaluated. Preferred Alternatives Based on an concept-level evaluation of the five preferred surface water supply conveyance projects, the two alternatives selected for further study include Alternatives 2 and 4. As discussed above, Alternatives 2 and 4 appear to combine ease of implementation/operation as well as lower capital costs. In addition, these two alternatives are significantly different approaches to deliver suiface water supply to the Chico District (Lake Oroville vs. Sacramento River) and will provide WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhy.y Technical Memorandum April 26, 2012 Page 19 Cal Water with flexibility as they move forward with selecting a final preferred alternative. As discussed in the next section, additional analyses will be required to Further define Alternatives 2 and 4 before selecting the final preferred alternative for potential design and construction. RECOMMENDED NEXT STEPS Based on the two preferred alternatives selected for further study, additional analyses including hydrogeologic characterization and field studies for the Sacramento River diversion alternative, a WTP evaluation a pipeline route evaluation, and more detailed cost estimates are needed to provide additional details to help screen and identify the final preferred alternative for potential design and construction. West Yost will work with Cal Water to define work tasks to be completed in 2012. WEST Y O S T ASSOCVATES o\c\436\06-11-1 3\wp\11211311_1TMDelhy.y Figure 1.Projected Monthly Water Production in 2030 for the Chico District Notes: t) m •Histesical average reenlist,/ureter production deteintined based on T1101101 ty ureter prroduction tiata trait 1880-2008. •ei •Soucre ch iietpr 3 2006'tit tiie povided by t;'al Watts stall ftlf the 2008 Chico.Hanititon Cie"iiNSFIMP, 2 1Z.3% 11.1% 8.2% 481.2 40% 5.1% 8.8% • 5,1% 44% Il 11 Elr,1I111111 I I J„: „1, I Ili:, , 1 '!V!1, 1 it 1,1:„ gm 1 Not,s, • doe the 2008 Chco•Hlaniieon City iiiii5FMP,water production in 2030 is proiected to bet3,800 A'F'itfor the Crico Distiict 4 8,000 l'•- 0 I , cl, 0 6,000 0 ..0 , , INI 0 5000 ,...,,, a 4,000 15 li, 1 zto i 14,1',',1','I 0 ?4;111. IIIIIII' , ,,, ,,I 1 2 3,000 V ' i E1 ,II 2r.,illl I'llIrra% 0454:1 ,I1 ,, % III elii. 14, '1'1'1/, / A ' 1 , '' ' 1 1 " ' / 0 11 ,, 4 3 , y January February MardiAp iti May June Julyi August September October tidovember December Month kV, 4Projected Monthly Water Production ., ..historical Average Monthly Water Production ..."2006 Monthly Water Production EOA0CTCalifornia Water Service Company ST yST sSIAES Confidential Chico District FIE 04CW4361CPE.11.13,8c)etiveryisvoc)eteto,est ASX Last Revised 94/61/11 Surface Water Supply Feasibility Study Paige intentionally left blank in original. „, Figure 2. Projected 2030 Monthly Water Production by Supply Source with Baseload Delivery of Treated Surface Water Supply 11,000 Notes: .Based on the 21MS C,hicotd,arnillton Cy INSEMP,water production in 2030 is protected to be SBAJOCi A FY for the Chico District. 10,000 „1 0 Surface water supply assumed to ettu,a1 Ihe maximum projected delivery of 20,1000 A PA(Ili e.,100%reliability. .In this scen,ado,the maxinurn amount of raw surface water treated is 11,6617 aore.feet,which%Odd require a surface water treatment plant capacity of Approximately I 8 ingd. 9000 8000 oy,,:\il t ',I960 7,000 1 'A TS .01111 m vs 6,000 , ,01 ,.. ,0 ,0 00,..0./: ,Ni 000001' ,„. ,b An, 2 v lo Is 'VA1:001 v lo lvi/l11,1' 4000 vs vv it E 3000 , 0 ,,,,, v v / ° 1 'GI; ,., , ,01 , , , ,"' / 1 V /Or'1111 la 11 %ili ' 111 2BBB i 1g1, J/i,:, , ' i\11111. , ,'-/E1 (/': I I ”, )X: t y, (111(;),,,,, i Ail 9iii 1100„,, 1,4 ,:,:,:, 4. rd,,,,,,1,1 ,(:. 44101 °"" ovv,040,010 ,01111 1,V,1101 4,0,1„ A tlill litilom ar.. 1,000 l 0,1 Pt VE „. „. 0 „I ii,„" ./„„ A/0 ,101, mq// !,„ /„ 1:111p111111111 r „ January February March April May June July''' August September October November December Month ma Surface Water 11111 Groundmater California Water Service Company WS ST YOST ALSO Confidential Chico District Eille:DIrCIABsio6A14seicietireriswoeuvelyrtst.esx fest Revered:OBOE/it Surface Water Supply Feasibility Study Paige intentionally left blank in original. Figure 3. Projected 2030 Monthly Water Production by Supply Source with Uniform Percentage Delivery of Treated Surface Water Supply 11,000 Notes: .Based on the 200E Chice.Hamilion City INSFMR,water production in 2030 is projected to be 53,600 At'?for the Chico District. 1 Surface water sugdy assumed to equal the mavim urn ppojected deiyeryof 20000 AFY(t.e.„100%reliability). '- 0,0 00 .rh this scenario,the maximum an ounl of raw surface water treated is 2,940 acreJeet,which would require a surface water treatment plait capadly of approximately 31 mgd. 9000 8000 IA l'40 c7000 —la 8000 o 11 f;,roll - 0,,zizz 00 E '0;00 /,,,,, ;/;/ 0 1 1 ;' ,Il , 101 I ' i/e O'll ,,,,',!'1,1,11 ig ,„ 1,1p ,, 010 ,,, 11 " ,III::ztvni A :,,100 3 000 = ', i, ,h lio 12 flilli lh lill ',11),111 r 11V 1111 a, ')'VII "ON ',.411111111 '') ' 'S / ' "11 gll 11111 . qll ilill V l /, 14'Ve $ ,1.0 /,,,,, 0 em "0/0r1111111 I,'41111 I z,A ill , /n 1 riu) ,7111m Oig ! „„ *U11111 Ply „Vp0 fl January February March April May June July August Septenter October PJoventer December Month tt Surface Water 11111 Groundwater California Water Service Company WE ST YOS T ASSOCIATES Confidential Chico District hire:o:thissiashttionahiverhiSWDellveniEstnsx Last Revised:06096/1 I Surface Water Supply Feasibility Study Paige intentionally left blank in original. ),,,cyl Figure 4. Projected 2030 Monthly Water Production by Supply Source with October to April Delivery of 17t.eated Surface Water Supply 11,000 Notes: k Based on tioe 2000 ChicokHaminton City ASFIkilP,%rioter prodniction in 20341 is projected to be 53,000 AF-Y for the Chico District. k Surface water supply assumed to equal the matirn kin ptojected dleiveryo120000AFY(iie.„100%reliability). 10,000 """ Ilh ttli's scenario,the maximum aenounl ofraw surface.%%eller treated is 4,001 acre kfeet,which woulki require a surface water treatment pleat capacity o I approximately.43 ringd. 9000 ll8000 0 ',f)1111 0 , .,,,,i,iiiiii la 0 6,000 , u.. .... .0. S I ki, ,>. 0 if,1,, 1111 rn k II..c„.. 1111111'',,''''I'l , , , 0 4q 3 000 = ', iikll 113 4/„g' i ,i ,Illlw /;Ill,i, 441 , /% , , „ k k k k ,,..0,1 ,04,, 04, knrkIjIllj 2,000 ----011 llii „ 1 ICI 1.4ill'll / Ili „, Ili ,l ,l ,„, /i r DOM . 00 i00 / % % , /y Y % 1 /,, % 01 ' 01 ' Ir" % /lv ' 111 % % '''','''il /10„, /try, .6,,,Ag':'. ,.t.,di January February March April May June July August Septerrter October NOVenter December Month tt Surface Water 11111Grcrunctivater Califcrinia Water Service Company WFST YC)ST ASSC)CIATES Confidential Chico District Fite:an0)43011)§341.13)EntidnyeryiswoenivelyEst.Asti IL/est Reissed://e/osti/ Surface Water Supply Feasibility Study Paige intentionally left blank in original. 40 co,.,,,,,,,,,, d ISIFiatives'D'eive'l ''''and r"i''421112'n.1141F-a , 4,,,,„, 1,t,"•,.„.f"" .•,,,,'/A').!•,/".",,',;•'.',"„:•ii"."'"'''.;.t.„'..':''.‘,.',„'':';';';''''".i. „,'"'I'l'i:''•'..''':,t...'.',„;',:"'4(.4', , , „to. 11•111111101.1',i..ittf."r',.:•:•.,•:". . :, ' ly..."'„.1.t,t,tt",;:A,,,,t!t l'",!•t.:„„ifioirttt:",t,„ttt,ItItttrirVq„.#.".)."!;,•,:;,,i.'•;:t.•,,.0, s,,,,,,.reeve.,.....4,1414,,.11.1 3 Surface Virater Sul4,4Y Ft'ali'biatY Stu"G ,, ..,„,...,.0,,F„.„,,,, ,,•,,,„v„„1,„,...,,,,,,„1•40•Ao.x040,,,,,01,.,i't$,,J0,:',,,„...A,,,f,,!„,,,,,,„,i„,;:,,,,,,,,,,,,,,,,•„0,01,'!„1,„,:„,,,.„.„;!,,:,'.,',,,o,„„ii.,,,,,,,„„41.!,,,,,1,1,h,„„,,,1100,„,:„,,,,„,„m,•,•,„!„.t,",,.,'.,y,)(4'',•,4...„,,,,0„,„,,i,.•,.,,,,•„,,,,„0.,,,,„,,,i,„v,,,,,,..,,,,..'.1,),„„„,,,,,,,,,.„.!.„It„,.,,....,,11,„„,„,.,,„„,,,,,.,„, ,,,,,,,,„,,,,,,•,1;,..,.!,.„,,„) •-, "'„:''•• -.""'"',, , •••'•'„'''''..''''''''")•'''' :,'IP,•11,:tl'''lli'l•li'''„!"°••,"'„',,„„••••,,e„t„,•,,lif,',•:„•'„I',!:,, •Fi'''',1"Ii:,'„•,••••,••,,,,v,,,4,",,,:,:'„:•:"::,,„„i•„,''•',••••''''''f,'„.„.','„'itl,',';',',0•4'''''.,7•00,,,/,',,,,,,,''',..,,,4,1.0,,,,I,•,•,"„'„,,;!.•,!, ,•:',0'!••'',,•••',,,,,'",,,''',•,','Itto.„1,1„0•ii,.'''',,''!"11,e,11'.'"•::',"•40/•;•:;));P„''''''••.'"" it''•!,,,,'''.0 ,.''..,,,,•,!.;„•'•,„„„,••I'''' ',„f:',„,'.,:11.''':,,,,,,,,•• ..1,,... „,,,•:),„,••••,,...• ', ',•,,,:•;:e."'"',..„'•,•,,',,!','•;',,,.'"„,,,,;',„,,r,v,r.',,.:$,„,41',,,,,,,,,,y,'•,(,•":1":'•':",,,,,,,,',„•„'„•'!,,I,,!1:4,"i!'„,",.,,,,•,',11,4.;'','„,"•'',.,:',,";.,,,'"'„:i1:.'''''„ ''' '".• ,,'•••'''''....,•'''',„,m.,' '''''4',!,il't'Di.,,,;',;',,o."0,01',.....,,:,.,':1/,.(f...,,,,,,•",,,;„,•,„•,•,'•',i,•,•,,...,,'• '":',..‘',.;•;,,,,,,,,',,i'',„'..,,,,„f$'1',„'..4 ',„......"'„,'„,46.1„.!„.•,,,,,•':.:„„,•42,.,..,.,,,„•„,„:""io!,iO4„ • ••"'••••;',,,•o''',':::460,•,;',4":'''''''''••,,:•,•,•••'"",• ''''',..'•••,••:::,",''',„,,,,,,,,,,,i, ••••,,,,. ,•'.4,..„,,,., ..„„00:. „ ...,. ,,,,,,,..,..,,,I,,,„!,,,,,,,..,,p„,,,I, 1•••,,,,,,;',',;„•.••,j'.,,,:i,,,,,„.,ib..,,,1:4••••••",'1 •••••,' .,lifloo,,,,"',„,10:',47„,,,,, ay.,' . .,,•:,,,,,::'....k"ki.o.D.,,,i,,,,.,:•;...,.'71,,,,,., ..,'„•:..1....•'••,.:;:'.....o.t.,•:•0•1!,,,,,',,,,,,,,••1•,•,. .;'.';'•,..'•,,t.1,,:•,,.f,.,.,•';',/,,(:',"101.'1.1.1-,...! ,.,4„,,,.p.,:!,,,,,, •:, ,1„„,:•••,,•,,..'.' ••.. ., ,, '.• ,:•••:,,..,:•••••••••-1•,,,,',4•• 1,:„,••• •• '„....„.1.••,:',",,,..,•,,,,.(,.,•,,,,,.„4 ,• ,,,t,..,nif• ,,,,. • ic, ,......,,o ., ...,4,' ii," ,,,, . .'•"••,.,,,,•••.•:',.....,,,,,,,,:,401g,,,,,;.,:. - ••,,,,,'••p," ,•••:,;(,,,,,i••,m)..,,••• ••.,•,:-;•,,,,„„.if,,,,,..,,,,''.°.,!„,11,,,,,',.,...,„,A kht"'' '' ' " 't " ' ' ' ".' 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ATTACHMENT A. Notes from Meetings with the State Water Contractors, DWR and Reclamation Page intentionally left blank in original. 0 Use of Butte County Contract Supplies from the State Water Project irt44' OVERVIEW This document describes a conceptual proposal for delivery of a substantial portion of Butte County's State Water Project (SWP) contract surface water supply to Chico, requiring an exchange of water supplies between the Department of Water Resources (DWR) and the U.S. Bureau of Reclamation (Reclamation). We are seeking input on the concept, including identification of key issues, to help guide conceptual development, desigu, environmental review and implementation. BACKGROUND Butte County (County) has an SWP contract supply (Table A amount) of 27,500 acre-feet per year. Historically, the County has used only a small portion of its Table A amount, and the County is seeking in-County users to increase use of its Table A amount. California Water Service Company's (Cal Water's) Chico District (District) provides potable water service to the City of Chico (City) and nearby Hamilton City. CluTent water use within the District is about 30,000 acre-feet per year, with a projected 2030 demand of about 54,000 acre-feet per year. The District relies solely on goundwater, drawn from several sub-basins of the Sacramento Valley groundwater basin. Although near-term groundwater levels are projected to be stable, the District's Water Supply and Facility Master Plan recommended evaluating supplemental supplies for the District to meet longer-term needs. Cal Water and the County are preparing a Surface Water Feasibility Study (Feasibility Study) assessing ways to deliver up to 20,000 acre-feet per year of the County's Table A amount to the City, to augment their groundwater supplies. Water would be delivered to the City for treatment and delivery or for groundwater recharge. One option being considered is a potential exchange of 20,000 acre-feet of the County's Table A amount between DWR and Reclamation that would deliver water released from federal project facilities on the Sacramento River to the City, and release of the same quantity of water from DWR's SWP facilities on the Feather River fbr use by Reclamation. The advantage of such an exchange is that it would significantly reduce the length of pipeline conveyance facilities needed to bring water to the City (the Sacramento River is less than ten miles west of the City). Other options, which are considering diversions from the Feather River, would require up to 20 miles of pipeline to convey water to the City. PROJECT DESCRIPTION Provide up to 20,000 acre-feet per year of the County's Table A amount fbr diversion from the Sacramento River at a location west of the City. This water would be provided through an exchange between DWR and Reclamation, whereby DWR would release an amount of water into the Feather River from Oroville Reservoir in exchange for a like amount of water provided by Reclamation at the new diversion facility on the Sacramento River. Areas under consideration for a new diversion facility are along Chico River Road southwest of the City, running north to Highway 32 near Hamilton City. Two types of diversion facilities are being explored: a standard surface water diversion that would pump stuface water directly out of the river, and radial collector wells, such as Ranney collectors, that that would be installed in the alluvial aquifer adjacent to the river to collect subsurface flow. Water would be pumped into a WE ST YOST ASSOCIATES 1 California Water Service Company September 16,2011 Surface Water Feasibility Study .70,436\06.11A 31;wp 1,091611 Jim:raw, ie. Use of Butte County Contract Supplies from the State Water Project irt44' pipeline for conveyance to the City, either to a water treatment plant, directly delivered to customers, or to recharge facilities. The seasonal pattern of delivery will depend on a number of factors, including: • whether water is provided for groundwater recharge or directly served to customers; • hydrologic year type and Table A allocation amount; and/or • tradeoff and balance between sizing and costs for diversion and treatment facilities and distribution system infrastructure. Base load operation will be assumed for study purposes with an average daily diversion rate of approximately 18 million gallons per day (mgd) or 28 cubic feet per second (cfs), in a 100 percent Table A allocation year. Seasonal variations in demand may also be considered, with a range in diversion rates of 10 to 30 mgd (15 to 45 cfs), based on variation in monthly demands within the City's water system, again with diversion rates based on a 100 percent Table A allocation year. POLICY CONSIDERATIONS Exchange arrangements between DWR and Reclamation are common for a number of reasons that recognize the operational needs of both the SWP and the federal Central Valley Project (CVP). For this proposal, there is a nearby precedent that is the reverse of our proposed exchange. Reclamation has a long-term water supply contract with the Feather Water District (FWD) on the lower Feather River, for delivery of up to 20,000 acre-feet per year of CVP water (Irrigation Contract No. 14-06-200-171-A-LTR1). Reclamation's Sacramento River supplies are delivered to FWD through an exchange with DWR, allowing FWD to divert water from the Feather River, rather than build facilities to divert out of the Sacramento River. The proposed exchange could be implemented under longstanding SWP and CVP operational policies. The County has had difficulties in making full use of its Table A amounts, although it has always intended to make full use of its contract supplies. Local facility costs have been a major impediment to such use. For a number of years, the County has worked with DWR and its SWP water contractors on interim solutions to postpone the time when the County would be responsible for full payment of its Table A amount, recognizing issues associated with local facility costs. The proposed project, if implemented, would allow the County to take nearly its full Table A amount, and avoid the need for the kinds of interim solutions developed in the past that have either shifted costs to other SWP contractors or required short-term actions by DWR for interim transfer of water from the County to another SWP water contractor. The certainty of the County's Table A amount water deliveries, coupled with associated SWP payments, will avoid the need for future interim measures and the policy/fiscal conflicts that have arisen in the past. We seek conceptual support from DWR, its water contractors, and Reclamation for this conceptual proposal. Such support, and any specific input, will guide technical studies leading to development of a specific project. WE ST YOST ASSOCIATES 2 California Water Service Company September 16,2011 Surface Water Feasibility Study .70,436\06.11A 31;wp 1,0 9161 1 Jim:raw, Sac River Exchange - Meeting with DWR 10-13-11.txt From: Polly Boissevain Sent: Tuesday, October 25, 2011 3:51 PM To: Michael J . Pembroke (mpembrokecalwater.com) ; Bonacich, Peter N. Cc: Vickie Newlin (vNewlinbuttecounty.net) ; Steve Macaulay; Charles Duncan Subject: Chico Table A Study - Meeting with DWR Sorry - I thought I had sent these out already. Polly west Yost and Butte county staff met with representatives from California Department of water Resources (DWR) on October 13, 2011 to review the Table A study and to discuss the Sacramento River/Feather River exchange alternative, in particular. meeting attendees: DWR: Robert Cooke, chief State water Project Analysis office, Craig Trombly, Chief, Project water Management, Gwen knittweis Scholl , chief, water contracts Branch, and Nancy Quan, chief, Program . . Development and water supply and Transfers Butte county: vickle Newlin, Paul Gosselin (by phone) west Yost: Polly Boissevain, Steve Macaulay we arrived to find that there was a copy of the cal water chico District 2010 urban water management Plan printed out and sitting on the table. It was clear that Rob Cooke had perused the document and was generally familiar with the Chico District from that review. Steve Macaulay provided an introduction, with an overview of the concept, and a brief summary of our meeting with the State water contractors. Polly gave background information on the origin of the current project, discussing the 2007 water Master Plan, and the current study. Vickie summarized county activities regarding taking action on using its Table A supply. she handed out copies of the county's Action Plan for the long-term use of Table A water that was adopted by the Butte county Board of supervisors in October 2010. Rob Cooke asked several questions to get a better understanding of cal water's need for surface water. vickie, Steve and Polly talked about how the need in Chico is a long term need, but that cal water is being proactive on planning for water supply to be in front of the issue. Implementation of an exchange would likely be through a long-term operational exchange agreement. Some of the specific items that would need to be addressed include: where is the point of transfer, the names and locations of water exchange parties, and the place of use for the exchange water. west Yost can follow up with Craig to discuss the necessary steps that would be required. Members of DWR attending the meeting are supportive of the project. Rob noted that from DWR's standpoint, it absolutely makes sense to consider this alternative in the feasibility study, and offered DWR'S assistance to the county and cal water. Rob also provided an organizational chart for the Bureau of Reclamation, identified the appropriate contact and said that he has Page 1 Sac River Exchange - meeting with DWR 10-13-11.txt already had an initial conversation and that the Bureau is also supportive of the project. Page 2 Sac River Exchange - Meeting with U.S. Bureau of Reclamation 10-26-2011.txt From: Polly Boissevain Sent: Wednesday, November 09, 2011 1:25 PM To: Michael J . Pembroke (mpembroke@calwater.com) ; Bonacich, Peter N. ; Tom Salzano (tsalzano@calwater.com) Cc: Steve Macaulay; Vickie Newlin (vNewlin@buttecounty.net) ; Charles Duncan Subject: Chico Table A Study - Meeting with U.S. Bureau of Reclamation on October 26, 2011, Steve Macaulay, Polly Boissevain and vickie Newlin met with Bureau of Reclamation (Reclamation) staff Rich Robertson, chief, water and Lands Division, Northern California Area office and Natalie wolder, Repayment Specialist. Steve Macaulay and Polly Boissevain provided an overview of the overall study, the Sacramento River exchange concept, and a summary of the meetings that we had with the State Water contractors and the Department of water Resources (DWR) . Rich indicated that the exchange would be a very straightforward contract arrangement. On the contractual side of things, the exchange would be similar to other operations that the central valley Operations office is already doing. ultimately, the exchange would be handled under the Coordinated Operating Agreement between Reclamation and DWR. Rich noted that environmental issues could be a significant challenge, since the federal fishery agencies are concerned with any proposed actions that could affect flows and diversions in the Sacramento River system. Natalie noted that it would be important to be able to demonstrate that there is a basis for the rights to use the water, and that the exchange does not involve water for which use has not been i historically established. she said her measure for this s that there is "real water" and not "paper water" , which is the test Reclamation and DWR use for water transfers. The team noted that, unlike a transfer, this would be an exchange, and that historically, water not used by Butte County has either been transferred to others, such as the Palmdale water District transfer, or turned back to the overall pool for allocation to other SWP water contractors. In addition, the team noted that this is a delivery of a State water Project contract supply, and thus has the underpinning of Butte County's SWP water supply contract. . . On the environmental side, although the flow quantities are small , Rob believes that Reclamation's environmental staff and us Fish and wildlife Service would be concerned about potential for fishery impacts due to the diversion. some within the environmental regulatory community take the position that any diversion, no matter how small , would have problematic adverse impacts. Rob suggested that we talk with Jeff Sandberg of the Technical Services Center within Bureau of Reclamation, to better understand the specifics of the operational issues. Page 1 Sac River Exchange - meeting with U.S. Bureau of Reclamation 1O-26-2011.txt Rich also, noted that due to, budgeting issues, Reclamation will also want a commitment to, pay for analysis and studies, should the project move. forward. This could involve contractual matters, any technical analysis or environmental studies. Reclamation will only provide limited consultation without seeking remuneration for its staff time. west Yost will follow up with Jeff sandberg to set up a meeting to, review environmental and operational issues. Polly Boissevain, P.E- Engineering manager west Yost Associates 2185 North California Blvd, Suite 315 walnut creek, CA 94596. P 925-461-6797 F 925.426.2585 C 925.408-4149 www.westyost.com pboissevain@westyost.com Page 2 sac River Exchange - USSR Jeff sandberg.txt From: Polly Boissevain Sent: Tuesday, December 13, 2011 7:37 PM To: Pembroke, Michael Cc: Vickie Newlin; Bonacich, Peter N. ; Charles Duncan; Steve Macaulay; Amy Kwong; Tom salzano (tsalzano@calwater.com) Subject: update, Meeting with Bureau of Reclamation regarding cal water Chico project Mike I wanted to forward Steve Macaulay's notes regarding his conversation with Jeff Sandberg at the Bureau of Reclamation Joint operations center. we contacted Jeff to get more information on the potential environmental impacts that were flagged during our earlier meeting with Richard Robertson in the Bureau's willows office. Based on Steve's conversation with Jeff, there could be periods, in dry years following several dry years, in which project diversions could not be made due to their impact on the Bureau's Sacramento River . . temperature control operations and CVP project deliveries. However, these restrictions do not appear to constitute a fatal flaw for the project. Let me know if you have any questions. Thanks. Polly From: Steve Macaulay Sent: Tuesday, December 13, 2011 11: 50 AM To: Polly Boissevain Subject: update, meeting with Bureau of Reclamation regarding cal water Chico project on December 12, 2011 I talked by phone with Jeff Sandberg (916-979-2707) , Bureau of Reclamation operations staff at the Joint operations center in Sacramento. Jeff had earlier discussed our proposed project with Richard Robertson in their willows office, with whom we met on October 26. The reason for the call was to understand Reclamation's potential Central Valley Project operational concerns with the exchange of state water Project water supplies from the Feather River to the Sacramento River. Jeff had previously confirmed his operational understanding of the proposed water exchange in a recent discussion with John Lehigh, his counterpart at the Department of water Resources (DwR, State water Project operations) . They both agreed the exchange could be accommodated as part of the CVP-SWP coordinated operations Agreement. Jeff's only concern about the project was with regard to potential impacts on the ability of the CVP to meet temperature control requirements on the Sacramento River, which are in place to protect salmon migration and survival . The temperature control point on the Sacramento River is at Page 1 sac River Exchange - USSR Jeff sandberg.txt . . . wilkins slough, located in thestretch of River between Hamilton city and theconfluence with the Feather River, just . . north of Knights Landing. Jeff said that a reduction in flow of even 30 cubic feet per second in that stretch of the. sacrament° River could, under somecircumstances, make it difficult for the Bureau to meet therequirements without releasing additional cold water from Shasta. Dam. The Bureau would be unwilling to make such releases as this would impact CVP water supplies_ It would also reduce CVP operational flexibility to meet thesame regulatory requirement if dry conditions persisted. The conditions under which this limitation could apply are limited, but could significantly reduce the period of timein some months of some. years (primarily dry years following several dry years) that the it project could divert water from the. Sacramento River. Jeff said that is related to thesize and temperature of the pool of water behind Shasta. Dam. operational limitations could beexpected following several years of reservoir drawdown without refilling of Lake Shasta. This circumstance has . happened at least once in the past 20 years, and is difficult to forecast. Jeff said that his office could do sometemperaturemodeling to see how significant a problem this might be, after we had determined whether the proposed exchange might make sense from an economic and water supply standpoint and decided to pursue this as a real option. Steve Steve Macaulay, P.E. Vice. President west Yost Associates 2020 Research Park Drive, Suite 100 Davis, CA 95618 Phone 530.792.3224 cell 916.813.3307 Fax 530.756.5991 www.westyost.com smacaulay@westyost.com Page 2 ATTACHMENT : Evaluation of Diversion Facility Options for Sacramento River Diversion Memo Page intentionally left blank in original. WEST YOST Acr;OCIATF ,' MEMORANDUM DATE: December 21, 2011 Project No.: 436-06-11-13 TO: Michael Pembroke. Call Water CC: Peter Bonacich, Cal Water Tom Salzano. Cal Water FROM: Charles Duncan, R.C.E. #55498 Gerry Nakano, R.C.E. #29524 Elizabeth Drayer, R.C.E. #46782 REVIEWED BY: Steve Macaulay, R.C.E. #21188 SUBJECT: Cal Water Chico Surface Water Supply Feasibility Study Evaluation of Diversion Facility Options for Sacramento River Diversion INTRODUCTION AND PURPOSE One of the water supply alternatives being evaluated for the California Water Service Company Chico District (Chico District) is a potential surface water exchange between the U.S. Bureau of Reclamation (Bureau) and the California Department of Water Resources (DWR). Under the potential exchange, up to 20,000 acre-feet per year (AFY) of Butte County's State Water Project (SWP) Table A water supply would be diverted from the Sacramento River near Hamilton City upstream of the confluence with the Feather River, and DWR would release a like amount of water down the Feather River to where it joins the Sacramento River. The potential exchange would need to be approved by DWR and the Bureau, as well as other stakeholders, and is described in a separate memorandum. The purpose of this memorandum is to describe the options for diverting the exchanged water from the Sacramento River near Hamilton City for transmission, treatment and delivery to the Chico District (assuming that the potential surface water exchange described above can be negotiated and implemented). This memorandum compares a conventional screened surface water intake diversion structure to a radial collector well (commonly referred to as a Raimey Collector. which is the name of a company that designs and constructs such wells), and discusses the advantages and disadvantages of each. This memorandum also describes the potential approval and permitting requirements associated with the construction and operation of a diversion, as well as recommended next steps. Mr. Michael Pembroke December 21, 2011 Page 2 TYPES OF SURFACE WATER DIVERSION STRUCTURES Conventional Screened Surface Water Intake Diversion Structure A conventional surface water in diversion structure is constructed in the river parallel to the river flow and consists of an intake stricture and fish screens to protect juvenile anadromous and resident fish species. Design and construction of the diversion is determined based on desired capacity of the diversion, maximum approach velocities, sweeping velocity and maximum opening size. Pumps are provided within the in structure to pump the diverted water from the river to a tmnsnaission main for delivery to a treatment plan and then to the distribution system. The intake structure typically includes an intake cleaning mechanism to remove debris which can accumulate on the fish screen and a sediment control system to remove silt and sand that accumulates on the floor of the in structure. Radial Collector%Veil Wh t is a Radial Collector Well? A radial collector well is an alteniative to a conventional vertical well, and may be considered as a potential alteniative to a conventional screened surface water "Make. Radial collector wells are generally located near a river and are comprised of a vertical large-diameter reinforced concrete shaft (or caisson) with horizontal lateral well screens projected out into the aquifer to collect subsurface water (see Figure 1). Most radial collector well caisson "Mernal diameters vary from 13 to 24 fee, depending on the anticipated yield, with 18- to 30-inch wall thicknesses, depending on the depth below groundwater and the potential for buoyancy effects. Depths depend on site- specific hyithogeologic conditions. As an alternative to a conventionsl screened intake, radial collector wells are typically 180/e installed in alluvial aquifers adjacent to a river 11,11i111,1,11,'Ililtli!1111,111,111,111111111111,1,11,11111,11111i'lill'?ii(7) with laterals often extending beneath the river, taking advantage of the natural filtering slosiNix,/ process referred to as riverbank filtration NI' ' 04)17111„Iiiii (RBF). Numerous case studies have I ' III I demonstrated the benefits of RBF to remove sediment caryied by the river at high flow. It will also prevent the intrusion of any mollusks that may come to inhabit the river (an 11`dNIII increasingly serious problem with conventional 1,1 surface water iMakes). nirough RBF, organic 1 *"° material is also removed as percolating water 1Ni ol0A00114 ' - passes through the river bed and shallow aquifer material before entering the laterals. Additionally, organic compounds present in 4 ,N0 the surface water (i.e., agricultural chemicals) iiii frirakist/erilLVAoti 111)B Ill/ fi (7'0 would likely be removed through sorption to Figure 1. Schematic of a Typical Radial clay particles and organic material present in Collector Well the river bottom and shallow ruiderlying WEST Y O S T ASSOCIATIES o\r\436\06-1111-13 wp 092511_11Mcolledtors Mr. Michael Pembroke December 21, 2011 Page 3 sediments before entering the laterals. However, removal of organics is site-specific and a function of both the depth of laterals below the river bottom and the soul composition and texture in the soil cohmun between the river bed and laterals. Advantages of Radial Collector Wells as Compared to Conventional Surface Water Intakes Use of a radial collector well instead of a conventional screened surface water intake could provide the following advantages for the Chico District; • The water collected is not subject to the extremes in sediment load that occur in the river during peak flow periods; • Should nuisance mollusks infest the river, they cannot enter the system; • Organic material in the river water is removed as percolating water passes through the river bed and shallow aquifer material before entering the laterals; • Turbidity and pathogen removal can also be significant; specifically, there may be a reduction in Crptosporidium and Giardia, and. • Bar and channel migration in the Sacramento River will not adversely impact surface water intake capacity as has been the case at M&T Ranch(see further discussion below). As a result, the radial collector well could reduce the preliminary treatment required in the water treatment process. Additionally, potential debris accumulation and physical damage during flooding, commonly associated with conventional surface water intakes, would be greatly reduced or eliminated. Because the water delivered by radial collector wells may be influenced by surface water, surface water treatment rules may apply. However, operation of the water treatment plant could be simplified because the turbidity will be lower and much less variable than with a typical raw surface water supply. Radial collector wells generally result in few environmental impacts in that no in-water construction would be required, and there would be no impacts on fish associated with the intake. There would also be no impacts associated with a structure in the river, such as downstream erosion, interference with recreational boating or impacts on flood carrying capacity. Disadvantages of IRadiall Collector Wells as Compared to Conventionall Surface Water intakes General disadvantages of using a radial collector well instead of a conventional surface water intake include the following: • Water entering the laterals could be a combination of both native groundwater and surface water. For this reason, the resulting TDS of produced water could be higher than the TDS of river water alone; • The water collected may still be subject to the treatment requirements of the Surface Water Treatment Rule(see further discussion under Potential Treatment Requirements); WEST Y O S T ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors Mr. Michael Pembroke December 21, 2011 Page 4 • Increased energy consumption resulting from higher lift costs; • Operation of a radial collector well system could result in lower groundwater levels in adjacent public or private wells; and • Radial collector wells have higher redevelopment costs than a conventional surface water diversion. Like other groundwater wells, redevelopment of radial collector wells is required to maintain production rates which decline over time due to factors such as siltation and biofouling. The frequency of redevelopment is on the order of years and is site-specific. M&T CHICO RANCH'S EVALUATION OF RADIAL COLLECTOR WELLS M&T Chico Ranch and Rancho Llano Seco (M&T/Llano Seco), located southwest of the Chico District, currently has an existing 150 cubic feet per second (cfs) conventional surface water diversion downstream of the confluence of Big Chico Creek and the Sacramento River, on the east bank of the Sacramento River at river mile 193 (see M&T Pump Station shown on Figure 2). An encroaching gravel bar located in the river channel near the pumping plant intake structure is migrating downstream, threatening operation of the structure. As a result of sediment deposition surrounding the pumping plant intake, existing fish screens are no longer receiving sufficient sweeping river flows (parallel to the fish screen) and are inconsistent with applicable criteria by the National Marine Fisheries Service (NMFS) and the California Department of Fish and Game (CDFG). Due to the on-going issues with its existing surface water diversion facility, M&T/Llano Seco has evaluated the potential for installing radial collector wells on the Sacramento River as an alternative to its existing surface water diversion. The proposed radial collector well system for M&T/Llano Seco would be located in the same general vicinity of the existing surface water diversion to mininuize the distance between the radial collector well system and M&T/Llano Seco's existing water transmission facilities. In 2005, Montgomery Watson Harza (MWH) performed an evaluation of radial collector well suitability as an alternative water intake for M&T/Llano Seco I. The MWH evaluation was based on results from a 20-inch-diameter test well (depth of 110 feet) and six 2-1/2-inch monitoring wells (various depths ranging from 80 to 135 feet). The test well location was determined based on the potential location for radial collector wells (about 1,000 feet south of the confluence of Big Chico Creek and the Sacramento River) and the monitoring wells were located in north-south and east-west trending arms extending to the north and east of the test well (see Figure 3). 1 Aquifer Test DRAFT Report for the Ducks Unlimited M&T Chico Ranch and Rancho Llano Seco Fish Screen Project.prepared for Ducks Unlimited,Inc.,prepared by Montgomery Watson Harza.January 21,2005. WEST Y O S T ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors 0:4aletts'h4 349,CO LI 110,4624SMCarve r0141611.1 3 Su f ace Vfrater S4140 trasib4itY StudIrGMFklice5"FOZ-Chwsiorlaltiltd ,1111) 1) 1')1 ‘4'4)),1:1111' 11'144'- / '111)::)111,4 it , jil) ,-4 '),„)))1,44411144;)44111111)11 1)4,4,)„),4,4„ 4,1441111))1411)111,1111(oil /1'1'11111, y a rh i tom,,C i!y.' 1°1°1 "Il'i4ZiOrff‘,1(P),1;1114(11'‘1*,gar 111;,,IImikt1,,4"1.)I,',,/1 IIIIIIIIIIIIII'11"",,I1IIIII0liti,11;,-,,,c I'51;11/I'I • 0!Dig 0,, 00,„00000;•0 ( ''1111,j41/4411111101)))1114,114:j)11))4„„),„),,,,, ) , j 1: ,11111111444414-44,11'j,j)41711117,1,7441111 1411) )1))4j,4)))44„), 44444,04-4 jjj„,, ,,':, bbbbill""';,',1, oloibb,,,,,b01116-1,1111,1koit,,,,bb „ ,,13;;;;F, 1111111 'Ill'110111, ,,',1! '," "C;1'14::,','":4,;;;;!?; 00„,,, .',,,,,,,-,-,-,- , ,,,or.‘9, ; i' ; ; ' 1 , i ;°''''rr 10014111::', 1 '11/011,111111! ' eo' ' M&frPump Station A ' P44,4 2? v‘vvv v,„„_vvvvivivvv,„vvi,,v, vv vvv,„,v1111111,11,v1,10,100.10.1„,10/1„,1111„v v ' vI 0 r ,./0000 .0000000000040;0\11010,001/000000000010110111111100 0 0,;00,00 00,00,[00000 0. 00„00....1 0„ 0„0,00.„0„„00,,„„000,0000..00,,0000Ti00,0, 1„0,0140,00i0,0.6 4 „--000000000, 0070-000:0000'0„000 0)10 -"”'41$44j)jjj )4111441114)jje44'4144 14 ' 1 1 t„) .(,,,, ,,,- , I ,, ,,,, , ,j IF '' ",," /'''' 1'J il I I I if/I' / ''''" -7"-, i f Note [' ( 1 Butte County GIS files VfOlilliM IV County staff on February 10,,2011. , k LEGEND FIGURE 2 : : Proposedl Diversion Location it-,i — N I Proposed Transmission Man California - , Ni Water Service Company Surface Water Supply Feasibility Study 111 111!111111111 Cal Water Chico District IM&T Chico Ranch Service Area ti,l.r.Z Butte County o 1 2 PROPOSED DIVERSION Water Feature LOCATION , Scab in fates Water:it i. Mr. Michael Pembroke December 21, 2011 Page 6 $ N '00 Tit St We a t Monitoring Well (i) Sacramento II 1 * Drive Point Piezometter , River 4 Sr8if G&apt Oill °,,# 11" '10 mom Overhead POW& Line 1,1 1111 Power Line Pole li *Iiif ii ,, Underground Pipe Line lib 10$1°11010 Underground Gas Line 111111 ' , „„J1100) 1 1 Levee and Access Roads 1,,i,, ,„,„, ii,,i it kro'0'11[p'II.) 1 i 0 50 100 ' ' PrW/1010 200 ! 4 L ft lAil - Feet 'A W)0 J i I --------------------------------- ( -„'i'hiltromiato i,,mill illy 11 tl!oriilliiii I,if iiii I, , 17 °CI 101\11#0 9 UP,11 illy 1 Hm4,,,,,qii l' l'' f clooutill,, ' ,1111i" +11111, /0 A moil iiii,i ,i1V11 1 iiitiO 4 ii(1 ' P,(k1 H 0 , * 0 VVralnut 0 reliaird D0, 1 ov, io' IIIII ViN ) °r 10 i it d; r i .00.02 11 , 11 iw ,. ,/1 l'''' Staff ----r" 1\0, Getu,ge r'illiiiiiiiii -sAit4 ii4 i iii i'ii,,,,iil iiiiiii 1\Kii t -4 1P I ,,, i k, ,d11 [141, "IN6, 3 III iltk PiV ii 14 0 1, II,ktit1, Walnut Orchard hi, l')1, t 401,„ ),, .0. , , r„0„, Source Figure 1-2,Aglitter Test DRAFT Report for the Ducks Unlimited M&T Chico Ranch and Rancho Llano Seco Fish Screen Project prepared for Ducks Unlimited,Inc.,prepared by Montgommy Watson Harz°,January 21,2005. Figure 3. Location of M&T/Llano Seco Test Well and Monitoring Wells WEST YOST ASSOCIATES o\r\436\06-1I1I-13\wp\092511 J.Mcolledtors Mr. Michael Pembroke December 21, 2011 Page 7 Key findings of the MWH evaluation included the following: • Surface water and groundwater level trends strongly suggested interconnection between the Sacramento River and shallow aquifer system(e.g., groundwater level moves up and down in direct response to fluctuations in Sacramento River level changes); • Spiimer logging indicated that the greatest production volumes are contributed from the aquifer adjacent to the top of well screen(45.5 to 50 feet below ground surface); • Temperature readings, water quality sampling, and water levels indicated that the river is a -gaming stream" (i.e., the river is gaining water from the groundwater aquifer); and • Aquifer testing indicated that the shallow groimdwater system is a sustainable source of water supply and long-term drawdown and overdraft of the aquifer is not anticipated. Based on these findings, the reconunended radial collector well design for M&T/Llano Seco was as follows: • The central concrete caisson would have an inside diameter of 16 feet and a total depth of 105 feet; • The caisson would extend 10 feet above ground for flood protection; • Twelve 12-inch diameter laterals would be installed at the base of the caisson(95 feet below grade) in a radial pattern; laterals would average 200 feet in length; • Caisson would be capped with a 24 by 24 foot top slab with handrail; and • Two pumps with soft-start motors would be mounted on the slab, and operated with manual controls. Pump discharges would be manifolded together with appropriate check valves and flow meters. It was estimated by MWH that an individual radial collector well with this design at this location in the Sacramento River would yield approximately 14,000 to 22,000 gallons per minute (gpm). The 14,000 gpm yield assumes no source of induced infiltration, while the 22,000 gpm yield assumes induced infiltration. Based on M&T/Llano Seco's water supply needs, four to five collectors of similar size would be required to achieve a total desired water withdrawal of 150 cfs. The cost for each radial collector well was estimated by MWH in subsequent studies to be about $6 million (including contingency, engineering, administrative and legal costs). The estimated cost for associated pipelines was estimated to be about $2.7 million. Therefore, the total cost for a system with four collectors to provide the desired diversion of 150 cfs would be about $26.6 million. RECOMMENDED DIVERSION FACILITY FOR CHICO DISTRICT The potential yield of radial collector wells in the Sacramento River at the proposed Chico District diversion point in the vicinity of Hamilton City (see Figure 2) will need to be evaluated based on the site-specific hydrogeologic conditions at the proposed diversion point, and may or WEST Y O S T ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors Mr. Michael Pembroke December 21, 2011 Page 8 may not be similar to the findings of the M&T/Llano Seco evaluation which is located several miles downriver. As described below under Next Steps, a detailed evaluation of site-specific hydrogeologic conditions will be required to assess the feasibility, anticipated yield and proposed design of the radial collector wells for the Chico District diversion. However, for initial discussion purposes we have assumed that the hydrogeologic conditions are similar to those found in the M&T/Llano Seco evaluation. Based on the Chico District's water supply need of about 20,000 AFY, and assuming a baseload delivery operation where the surface water supply will be and delivered evenly over twelve months (averaging about 28 cubic feet per second (cfs) or about 12,400 gallons per minute (gpm)), only one radial collector well similar to the M&T/Llano Seco proposed design and anticipated yield may be required. However, for redundancy and operational flexibility, a minimum of two radial collector wells (each with a capacity of approximately 20 to 25 cfs) would likely be recommended. Although full-time operation of two radial collector wells may provide more capacity than required by the Chico District, it may be beneficial to either run one radial collector well fill-time with the other as a back-up, or to run both radial collector wells on a part- time basis. Under this baseload operations scenario, a 42-inch-diameter transmission pipeline and an 18-mgd pump station would be required to convey the diverted supply from the proposed Sacramento River diversion point to the Chico District (assuming an average flow rate of about 12,400 gallons per minute (gpm) at a velocity of 3 feet per second). The recommended alignment of the transmission pipeline would likely follow Highway 32 west from the Sacramento River to the Chico District distribution system (see Figure 2). The length of the transmission pipeline would be approximately 6 to 7 miles, depending on the location of the connection to the Chico District's distribution system. POTENTIAL TREATMENT REQUIREMENTS The required level of treatment for the water supply to be diverted from the Sacramento River will depend on the type of diversion structure to be constructed, and the classification and quality of the diverted water. If the proposed diversion is constructed as a conventional screened surface water intake, treatment will be required to comply with the filtration and disinfection requirements of the Surface Water Treatment Rule (SWTR) and the Long-Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR). With a conventional screened surface water intake, the diverted water quality will be subject to the naturally occurring and seasonal water quality variances in the Sacramento River. While the water quality in the Sacramento River is generally good, the river water is subject to water quality changes as a result of winter storms and runoff events which can impact turbidity of the diverted water and can impact the ability to efficiently treat the diverted water. As described above, one of the key advantages of radial collector wells is the water quality benefits that are associated with the radial collector well design and construction. With a radial collector well diversion, the design and operation of the water treatment plant could be simplified because the turbidity of the diverted water will be lower and much less vaiiable than with a typical raw surface water supply. However, treatment of water diverted by a radial collector well will WEST Y O S T ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors Mr. Michael Pembroke December 21, 2011 Page 9 depend on California Department of Public Health's (CDPH) classification of the water supply being diverted. If the water supply is classified as "groundwater", the water supply would be exempt from the filtration and disinfection requirements of the SWTR and the LT2ESWTR. However, if the water supply is classified as "groundwater under the direct influence of a surface water", it would be subject to the filtration and disinfection requirements of the SWTR and LT2ESWTR similar to that of a conventional screened suiface water intake diversion. The classification of the water supply being diverted using a radial collector well is evaluated on a case-by-case basis by CDPH based on site-specific hydrogeologic conditions, design of the radial collector well and the results of extensive water quality analyses. Based on the M&T/Llano Seco study, the Sacramento River is a "gaining stream" (i.e., the river is gaining water from the groundwater aquifer). Consequently, it is possible that water collected by a radial collector well system may be classified as -gromdwater," and may therefore only require minimal treatment (e.g., disinfection); however, this finding would need to be substantiated and ultimately approved by CDPH. However, based on other recently constructed radial collector wells by other water agencies in California, it is more likely that CDPH will classify the supply as "groundwater under the direct influence of a surface water" and will require more conventional surface water treatment. POTENTIAL PERMIT AND APPROVAL REQUIREMENTS Table 1 lists the potential permits and approvals that may be required for a diversion on the Sacramento River. As shown, the required permits and approvals may vary depending on the type of diversion to be constructed. Communications and/or meetings with each of these potential permitting agencies, and possibly others, will be required to determine the applicable review process and confirm required approvals and permits. Depending on specific design elements of the proposed diversion, approvals and/or permits from some of these agencies may not be required. RECOMMENDATIONS Based on this preliminary evaluation of the potential diversion options for the Chico District, West Yost recommends that the Chico District further evaluate the feasibility of radial collector wells for the proposed Sacramento River diversion. Even though radial collector wells are typically more expensive than conventional surface water intakes, the benefits associated with radial collector wells (including no in-water construction, no impacts to fish, more uniform water quality), and the difficulties that M&T/Llano Seco have had with their conventional surface water intake, may offset the additional construction costs associated with the radial collector wells. Furthermore, as described above, the design and operation of the water treatment plant could be simplified (and capital and operation and maintenance costs therefore reduced) because the turbidity of the diverted water will be lower and much less variable than with a typical raw surface water supply. As described above, further studies will be required to evaluate the feasibility and potential design and construction of radial collector wells at the Chico District's proposed diversion location. Recommended next steps for these additional studies are described below. WEST YOST ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors Table 1.List of Potential Required Approvals and Permits Pennittiqg AgenOWPerMit DeSalption California Department of Public Health(CDPH) CDPH will need to approve the water supply source as being suitable for potable water use and will determine what type of treatment will be required.For a conventional surface water intake diversion,treatment MU need to comply with the SWTR and the LT2ESWTR.Treatment requirements for a radial collector well diversion will depend on CDPH's classification of the source water.If the source water is classifiedas'groundwater,minimal treatment would likely be requiredl disinfection).However,if the source water is classified as "groundwater under the direct influence of a surface water",filtration' may also be required to comply with the SWTR and LT2ESWTR. US.Army Corps of Engineers(USACE)Clean Water Act Issued for the placement of dredged'or fill materials into waters of the (Section'404IPermit) United States,including wetlands,below the Ordinary High Water Mark(OHWM). USACE Rivers and Harbors Act Section 10 Authorization Issued for the placement of structures,or work(including discharge of (Section 10 Permit for structures in a navigable waterbody) dredged or fill materials and excavation)in,above,or below navigable waters that could obstruct navigability in such waters.Construction of a conventional surface water intake in the river would have more impacts to the river than radial collector wells. Regional Water Quality Control Board(RWQCB)Clean Water Act Issued to ensure that project activities will not result in adverse effects Water Quality Certification to water quality as defined by the Regional Water Quality Control (Section 401 permit) Board.Water Quality Certification is required when a Section 404 permit will be issued for a project. California Department of Fish and Game(DFG)Streambed Alteration Issued for projects that would affect the bed,channel,or banks OF a Agreement stream,river,or lake,or the adjacent floodplain to the landward extent (Section 1602 permit) of riparian vegetation.Typically also considers adverse effects to state- listed wildlife species and proposed minimization measures for those effecte Construction of a conventional surface water intake in the river would have more impacts to the river than radial collector wells. U.S.Fish and Wildlife Service(USFWS)I National Marine Fisheries Issued for adverse effects to federally listed plant and wildlife species. Service(NFMS)Endangered Species Act Take Authorization (Section 7"Biological Opinion"or Section 101a1'lake permit") DFG California Endangered Species Act(CESA)Take Authorization Issued for adverse effects to State-listed plant and wildlife species. (Section 2080.1 or 2081) California State Reclamation Board Encroachment Permit Issued for projects that would modify the channels,levees,or designated floodways of the Sacramento and San Joaquin rivers andl their watersheds.Constnjction of a conventional surface water intake in the river would have more impacts to the river than radial corrector wells. RWQCB National Pollutant Discharge Elimination System(NPDES) Issued for the discharge of waste and pollutants into surface waters. permit Issued to maintain the quality of surface waters and ensure that protect actions do not reduce the quality of the water. California State Lands Commission Land Use Lease The California State Lands Commissionhas state jurisdiction over the beds of navigable waterways such as the Sacramento River.A land use lease must be obtained from the Commission for any project that encroaches on such kind. Butte County Building Department The Butte County Building Department may need to approve portions of the project.The need for County review will depend on the final design and discussion'with the County Building Department regarding application of County code to a project of this type. W S SOS I A'',SOCOA111,S de4360,1l1-13,wp'09251122tablell Mr. Michael Pembroke December 21, 2011 Page 11 NEXT STEPS Assuming that a water supply exchange agreement can be negotiated between the Bureau and DWR to allow for the Chico District to divert water from the Sacramento River, determining whether radial collector wells are a feasible solution for the Chico District will require field studies at the proposed point of diversion (e.g., Sacramento River near Hamilton City). These studies are necessary to gain additional understanding of the hydrogeologic conditions, probable well yield and water quality from the proposed radial collector wells at that specific location. The primary goals of these field studies would be to identify the stratigraphic sequence that would be penetrated by radial collector wells, and estimate the hydraulic conductivity of the major units in this stratigraphic sequence, the yield of a future radial collector well and expected water quality. It is anticipated that field studies would include the following components. 1. A test boring would be drilled to an approximate depth of 100 feet as close as possible to the site of the proposed radial collector wells. Samples would be collected from the drill cuttings at ten-foot intervals and at significant changes in sediment type. These samples would be logged by an experienced hydrogeologist using the Unified Soil Classification System Visual-Manual Procedure, and selected samples would be analyzed for grain size distribution by sieve testing. The test boring would be logged by a qualified geophysical contractor using short- and long-normal resistivity, single point resistivity and spontaneous-potential logging tools. This task would result in information on the stratigraphic sequence and the distribution of relative permeability with depth in the vicinity of the proposed radial collector wells. 2. A test-production well would be constructed in the test boring. The well would be designed based on the lithologic and geophysical logs and sieve test results obtained from the test boring. The test-production well would be perforated in the zone in which the radial collector well laterals would be installed. Spinner logging will be performed on the test well following well development. 3. A network of four nested monitoring wells would be installed in the vicinity of the test-production well to monitor groundwater levels during aquifer testing using the test-production well. It is assumed that each nested monitoring well would consist of a water table monitoring zone and a well perforated in the radial collector well production zone. The nested monitoring wells would be installed at radial distances of approximately 25 feet, 75 feet, 150 feet and 300 feet from the test-production well. The plumose of the monitoring wells would be to provide stratigraphic information and groundwater level data during aquifer testing. The groundwater level data would be used to calculate estimates of the hydraulic conductivity of the planned radial collector well production zone and the overlying material through which Sacramento River water must pass. 4. Aquifer testing would be conducted in the test-production well. Step testing would be conducted over an approximately nine-hour period to estimate the optimal pumping rate for a constant rate test. The step test would be conducted by pumping the well in a series of steps in which the pumping rate would be incrementally increased at specified time intervals. Data collected during the step test would consist of pumping rate and drawdown measurements in the test-production well. A 72-hour constant rate test would be conducted in the test-production well after allowing groundwater levels WEST YOST ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors Mr. Michael Pembroke December 21, 2011 Page 12 to recover. Data collected during the constant rate test would consist of pumping rate and drawdown measurements in the test-production well and drawdown measurements in the nested monitoring wells. The data would be used to calculate estimates of the radial hydraulic conductivity in the planned radial collector well production zone and vertical hydraulic conductivity in the overlying aquifer materials. 5. Groundwater samples would be collected from the test-production well during the constant rate test. The samples would be collected at 12-hour intervals beginning at the start of the test. The samples would be analyzed for general chemistry and metals to help assess changes in water quality with time during pumping, and stable isotopes of oxygen and hydrogen to assess the sources of water reaching the test-production well (groundwater vs. Sacramento River water). For comparative purposes, water samples from the Sacramento River would be collected and analyzed for the same set of parameters. Depth-discrete samples will be collected from the test well following the aquifer test to characterize changes in aquifer water quality throughout the screened interval. The sampling depth will be determined based on the results of spinner logging. 6. The stratigrapluc information collected from the test borings, including monitoring well borings, and the aquifer hydraulic parameter information obtained from the aquifer testing would be used to develop a simple groundwater flow model to assess the radial collector well yield. The groundwater model would be constructed using the stratigraphy and aquifer hydraulic properties estimated from the field studies, but pumping would be simulated using the geometry and hydraulics of the radial collector well laterals. The simulation would support improved estimates of the radial collector well yield and water quality. Upon completion of the detailed site-specific hydrogeologic and geochenucal evaluations, an assessment of water quality and quantity, and quantification of infiltration capacity, it will be possible to determine whether radial collector wells are suitable for the Chico District. Information from these additional studies would also provide the data necessary to prepare a cost comparison between a conventional surface water intake and a radial collector well system, further evaluate treatment requirements, evaluate potential environmental impacts, and determine what environmental documentation, permits and approvals will be required. WEST YOST ASSOCIATES o\c\436\06-11-1 3\wp\09251 1_1 Mcollecttors WESc. MOST ASS0CIATES 0 1'01114U m !MI r TECHNICAL MEMORANDUM DATE: December 21, 2012 Project No.: 436-00-12-17 TO: Michael Pembroke, Cal Water CC: Peter Bonacich,Cal Water Tom Salzano,Cal Water Vickie Newlin, Butte County FROM: Charles Duncan, R.C.E. #55498 Elizabeth Drayer, R.C.E. #46782 Amy Kwong, R.C.E. #73213 REVIEWED BY: Geny Nakano,R.C.E. #29524 SUBJECT: Surface Water Supply Feasibility Study for Cal Water's Chico District Phase 2 Hydrogeologic Characterization and Recommendations fbr Site- Specific Field Studies for the Sacramento River Diversion INTRODUCTION AND PURPOSE The purpose of the Surface Water Supply Feasibility Study fbr the California Water Service Company's (Cal Water's) Chico District is to assess the feasibility of utilizing Butte County's State Water Project (SWP) long-tenn contract supply as a supplemental drinking water supply for Cal Water's Chico District service area. In early 2012, West Yost Associates (West Yost) conducted a Phase 1 evaluation to evaluate the and reliability of Butte Comity's SWP supply and evaluate several potential conveyance alternatives for delivery of the surface water supply to the Chico District. West Yost's Phase 1 evaluation was documented in a technical memorandum dated April 26, 2012. The Phase 1 evaluation identified the following two preferred alternatives for conveyance of surface water supplies to the Chico District: • Diversion directly from the Thernialito Forebay with a transmission pipeline along the Abandoned Sacramento Northern Railroad to the Chico District; and • Diversion from the Sacramento River using radial collector wells (requiring a surface water exchange between U.S. Bureau of Reclamation and DWR)with a transmission pipeline along Highway 32 to the Chico District. )11,',(q f 'f tfNf 9 n fly 11 ' W4 011 fg, I'Inf f( 4,fi,'YY) fl Technical Memorandum December 21, 2012 Page 2 Phase 2 of this Studyincludes additional analyses to fill-flier understand and refine these two preferred alternatives. An evaluation of the feasibility of a diversion and transmission pipeline from the Thermalito Forebay for Phase 2 is presented in a separate technical memorandum (TM). The purpose of this TM is to support the Phase 2 analyses by presenting a conceptual understanding of the hydrogeologic conditions in the vicinity' of the proposed diversion point on the Sacramento River for the radial collector wells. In addition, based on an evaluation of the current hydrogeologic conditions, this TM also provides a preliminary hydrogeologic work plan to assess the feasibility, anticipated yield and proposed design of the radial collector wells for implementation in Phase 3 of this Study. Phase 3, expected to begin in 2013, will continue the evaluation of the two preferred alternatives to identify the final preferred alternative for potential design and construction. The following sections provide an overview of the existing hydrogeologic setting in the vicinity of the proposed diversion on the Sacramento River and include a review of groundwater basin boundaries and hydrology, regional geology, and historical groundwater and surface water conditions. Key findings and conclusions from this evaluation are then developed into a preliminary hydrogeologic work plan. OVERVIEW OF HYDR.OGEOLOGIC SETTING IN THE VICINITY OF PROPOSED DIVERSION The location of the proposed diversion is shown on Figure 1. This location was selected due to its proximity to the Highway 32 corridor, which would be a suitable alignment fbr construction of a transmission pipeline to deliver raw (untreated) surface water to the Chico District for treatment and delivery. The following sections provide details on the existing hydrogeologic setting in the vicinity of the proposed diversion location. Groundwater Basin Boundaries and Hydrology As shown on Figure 2, the proposed diversion is located in the Vina groundwater subbasin (DWR Basin No. 5-21.57) within the.Sacramento Valley er•oundwater basin (DWR Basin No. 5-21). The Vina subbasin is bounded by Deer Creek to the north, the Sacramento River to the west, Big Chico Creek to the south, and the foothills to the east. DWR's Bulletin 118 (2004) provides the following summary of the Vina subbasin boundaries and hydrology: • Overlies Tehama and Butte counties; • Total surface area of 125,640 acres (195 square miles); • Deer Creek and Big Chico Creek form hydrologic boundaries in the near surface; • The eastern foothills (Chico Monocline) form a geographic boundary (however, a component of basin recharge is located east of the fault structure); • Neighboring Los Molinos and West Butte subbasins are considered hydrologically contiguous at depth; and • Annual precipitation within the subbasin ranges from 18 to 22.5 inches and increases to the east. WEST YOST AS AcV136\00.12.17\wp\IA 12171 2_11Mhydrugeo Technical Memorandum December 21, 2012 Page 3 Groundwater from the Villa subbasin is used to meet the majority (over 95 percent) of the water demands within the subbasin, which is primarily agricultural demands.1'2 Butte County has an adopted Groundwater Management Plan (GMP) and the goal of this GMP is to maintain efficient and effective groundwater management, quantity and quality, thereby providing a sustainable, high quality supply for agricultural, environmental, and urban use into the future that remains protective of residents' health, welfare, and safety.3 More specifically, the groundwater management objectives established by the GMP are the following: • Minimize long-term drawdown of groundwater levels; • Protect groundwater quality; • Prevent inelastic land surface subsidence from occurring as a result of groundwater pumping; • Minimize changes to surface water flows and quality that directly affect groundwater levels or quality; • Minimize the effect of groundwater pumping on surface water flows and quality; • Evaluate groundwater replenishment and cooperative management projects; and • Provide effective and efficient management of groundwater recharge projects and areas. Therefore, the development of potential radial collector wells will need to be consistent with the goals and objectives of Butte County's GMP. Regional Geology The principal hydrogeologic units within the Vina subbasin consist of continental deposits of Tertiary (e.g., Tuscan formation) to late Quaternary (e.g., Holocene stream channel and basin deposits and Modesto and Riverbank Formations) age. Table 1 provides a summary of the key characteristics of the freshwater-bearing formations in the \Ina subbasin. CDM,Butte County Water Inventory and Analysis,March 2001. 2 DWR, Bulletin 118 Groundwater Basin Descriptions,updated February 27.2004. 3 CDM,Butte County Groundwater Management Plan. September 2004. WEST VD5T A5SOCIATE5 11\01/4436\00.12.17\wp\13\121712_11Mhydnageo Technical Memorandum December 21, 2012 Page 4 Table 1. Summary of Freshwater-Bearing Formations in the Vine Sutrtrasintal Typical Deposit/ Thickness, Formation t Primary ria ourNotes Erosion, reworking, and Represents the upper part of the Holocene deposition of Unconsolidated unconfined zone and is moderately to Stream 1 to 80 Gravel,Sand,Silt, adjacent Tuscan highly permeable. However,its thickness Channel Formation and Deposits and ClayQuaternaryand extent limit the water-bearing stream terrace capability. alluvial deposits Spread by May be locally interbedded with stream Holocene sediment-laden Basin Up to 150 Silts and Clays floodwaters that channel deposits.Low permeability and Deposits rose above the generally yield low quantities of natural levees. groundwater with poor quality. Makes up the majority of the alluvial plain deposits except where older Riverbank Reworking and Formation deposits occur and in the Nord Poorly indurated area where overlying basin deposits Modesto Pleistocene 10 to 200 Tu and cobbles Tusdek asnion and of the predominate.The thickness limits the Formation(b) with sand,silt,and Riverbank water-bearing capability. Provides water clay Formations. to domestic and shallow irrigation wells as well as to deeper wells with multiple zones of perforations.Groundwater yields are moderate to low. Poorly to highly Underlie the region between Pine and Poo y to pebblehlRock Creeks.The thickness limits the perPleistocene and small cobble Eroded from the water-bearing capability. Provides water Riverbank 10 to 2001 surrounding to domestic and shallow irrigation wells as Formations°t gravels interlensed mountain ranges. well as to deeper wells with multiple zones with reddish clay, of perforations.Groundwater yields are sands,and silt moderate to high. Up to 11,280 Volcanic mudflows, Consists of four separate but lithologically Pliocene tuff breccia, Deposited as a A:250 similar units. Units A, B and C are found in Tuscan tuffaceous series of volcanic Formations ) B:600sandstone,and lahars. the Vina subbasin.Groundwater yields C:600 volcanic ash layers. vary significantly depending on location. Rai Source:CYWR,(Ball: n 118 Groundwater Basin Diescnptic* s,updated February 27,2004. (1'"'4 Source DWR,Butte County Ground oder lnventaxy Analysis,February 2005 The Butte County Groundwater Inventory Analysis completed in February 2005 by DWR provides a compilation of a regional sin-face geologic map and subsurface geologic cross-sections. The regional geologic map including key subsurface geologic cross-sections are provided in Attachment A. A review of the subsurface geologic cross-sections (B-B' and E-E') within the vicinity of the proposed diversion location indicates that the freshwater-beaming formations consist of Holocene Stream Channel Deposits, Pleistocene Modesto Formation and the Pliocene Tuscan Formation. WEST Y 0 5 1 ASSOCIATES n'\c'\436\00.r 2.r7\wp\13\r 2171 2_11Mhydrogm Technical Memorandum December 21, 2012 Page 5 Additional data from well completion reports were obtained from DWR and subsequently evaluated to further define the subsurface geology within the vicinity of the proposed diversion location. Figure 3 shows the approximate well locations where well completion reports were obtained from DWR. Well log borehole data from these locations were compared to identify geologic similarities between boreholes and develop conceptual geologic cross-sections shown on Figure 3. Figure 4 presents the subsurface geology of cross-section 1-1', and Figure 5 presents cross-section 2-2'. Based on the geologic data presented on Figures 4 and 5, the subsurface geology within the vicinity of the proposed diversion location generally consists of gravel deposits between 20 to 90 feet below ground auface. Gravel deposits below 90 feet are intermixed with occasional layers of clay. These subsurface geologic findings from the well completion logs are similar to additional data obtained from a geotechnical investigation completed by Caltrans for the construction of the Sacramento River Bridge, which replaced the old Gianelli Bridge near Hamilton City (refer to Figure 3 for location). Caltrans explored subsurface conditions by drilling 15- to 65-foot deep rotary wash borings. These borings indicated that the flood plain deposits along the river bank consist of very soft organic silty clays and loose to compact silts and very fine to fine sands. Compact to very dense sandy gravels were encountered approximately 20 feet below the pound surface. The results from the geotechnical investigation for the Sacramento River Bridge are provided in Attachment B for reference. Historical Groundwater Conditions The following sections provide a general overview of the groundwater conditions in the vicinity of the proposed diversion location. Water Levels A long-term comparison of spring to spring groundwater levels indicates that areas in the Vina subbasin that are not influenced by municipal pumpage show a general groundwater level decline as a result of the 1976-77 and 1987-94 drouOts, followed by a recovery of groundwater levels to pre-drought conditions in more recent years.' DWR currently monitors groundwater levels at five wells located near the proposed diversion location as shown on Figure 6. Although most of these wells lie outside of the Vina subbasin boundary, they were considered relevant because of their proximity to the Vina subbasin and the proposed diversion location. Based on the data available in DWR's Water Data Library, three of the five wells that lie within the vicinity of the proposed diversion have a period of record of 10 years or less and were subsequently omitted from further analysis due to lack of long-term historical data. Therefore, only Wells 22N/02W-291(001M and 22N/01W-05M001M were reviewed in more detail. 4 DWI!,Bulletin 118 Groundwater Basin Descriptions,updated February 27,2004. W E 5 1 VD5T A55OCIATE5 MA436\00-12.17\wp1,131,1 2171 2_11Mhydnageo Technical Memorandum December 21, 2012 Page 6 The available historical spring groundwater level data for Well 22N/02W-29K001M shows that the average spring groundwater elevation is approximately 127 feet above mean sea level (ft msl). Figure 7 shows the historical spring groundwater level trend for Well 22N/02W-291(001M. As shown in this groundwater level hydrograph, the average spring to spring groundwater level rate of change for Well 22N/02W-291(001M is -0.05 ft/yr. Review of the available historical spring groundwater level data for Well 22N/01W-05M001M shows that the average spring groundwater elevation is approximately 137 ft nisi. Figure 8 shows the historical spring groundwater level trend for Well 22N/01W-05M001M. As shown in this groundwater level hydrograph, the average spring to spring groundwater level rate of change for Well 22N/01W-05M001M is+0.01 ft/yr The historical spring groundwater levels and average spring to spring groundwater level rate of change discussed above appear to correlate well with the groundwater level evaluation presented in the 2008 Chico-Hamilton City District Water Supply and Facilities Master Plan (WSFMP). Based on an evaluation completed on the groundwater wells located in the Vina subbasin within the Chico District, the average rate of historical groundwater level rate of change reported in the WSFMP was -0.09 ft/yr. Iii addition, three groundwater wells located in Hamilton City also showed a stable trend for average spring to spring groundwater levels. Although these wells in Hamilton City are not in the Vina subbasin, they are located in close proximity of the proposed diversion point. Overall, the values obtained from the DWR monitoring wells discussed above and those reported in the WSFMP are indicative of relatively stable groundwater levels near and within the Vina subbasin The average groundwater elevation within the Vina subbasin ranges from 130 ft nisi in the southwest to 200 ft nisi in the northeast as shown on Figure 9, which is a groundwater elevation contour map developed by DWR for Spring 1997 groundwater levels. The proposed diversion location falls on the 130 ft nisi groundwater level contour on the Spring 1997 groundwater elevation map. Figure 9 also indicates that the groundwater in the Vina subbasin generally flows in a southwesterly direction. Water Quality Based on information presented in DWR's Bulletin 118, the Vina subbasin is characterized by calcium-magnesium bicarbonate and magnesium-calcium bicarbonate as the predominant groundwater types in the subbasin. Total dissolved solids concentrations average 285 mg/L. Water quality impaimients include localized high calcium, nitrates, and total dissolved solids in the Chico area. In the WSFMP, a summary of potential water quality concerns was presented. It is important to note that the groundwater quality concerns characterize all the subbasins within the Chico- Hamilton City District and are not specific to the vicinity of the proposed diversion location. Some potential water quality concerns outlined in the WSFMP for the Vina subbasin include four regional groundwater contamination plumes and 13 active unauthorized chemical releases to groundwater. However, these contamination sites have been identified and are currently being regulated. Despite the identified contamination sites identified within the Vina subbasin, only five WEST VDST A550CIATE5 Ac\436\00.12.17\wp\13\1 2171 2_11Mhydlnageo Technical Memorandum December 21, 2012 Page 7 out of a total of 60 wells located in Chico-Hamilton City District have been impacted by water quality concerns. It should also be noted that water quality data for three wells located in Hamilton City were evaluated in the WSFMP. These wells are located just west of the proposed diversion point, but are not located within the Vina subbasin. Data reviewed for these wells indicated no constituents exceeded established Maximum Contaminant Levels (MCLs). In 2006, the United States Geological Survey (USGS) completed a Groundwater Ambient Monitoring and Assessment (GAMA) study for the Middle Sacramento Valley study unit. The GAMA study summarized groundwater quality results from June though September 2006 for the following groundwater subbasins: Corning, Vina, Colusa, West Butte, East Butte, Sutter, North Yuba, and South Yuba. Of the wells sampled for the GAMA study, four wells were located in the vicinity of the proposed diversion location. These four wells were referred to as ESAC-04, ESAC-15, WSAC-0'7 and WSAC-35 in the GAMA study. Results of the GAMA study sampling for the wells in the vicinity of the proposed diversion location are summarized in Table 2. Locations of these wells relative to the proposed diversion location were shown previously on Figure 6. In summary, the results from these wells indicate that for the analyzed constituents from each well, none were detected above established thresholds.5 Historical Surface Water Conditions in the Sacramento River Studies completed by USGS indicate that most of the water in the Sacramento River is derived from melting snow that enters the river by managed discharges of water from reservoirs.6 In the vicinity of the proposed diversion location, the water flowing down the Sacramento River has been released from Shasta Dam, located approximately 110 river miles upstream. USGS notes that the Sacramento River has good water quality most of the year with low concentrations of dissolved minerals; however, seasonal events, such as agricultural and historical mining runoff may affect water quality. In addition, variable climatic conditions including rainfall, coupled with competing demands for water uses, affect the aquatic ecology of the Sacramento River. The fbllowing sections provide a summary of the hydrologic and water quality data from the Sacramento River provided by DWR for Station 4A0263000 (Sacramento River at Hamilton City). This station is located on the east side of the Sacramento River Bridge and is in vely close proximity to the proposed diversion location. schnitt, S.J., Frain, M.S., Milby Dawson, Bi, Belitz, K., 2008. Ground-water quality data in the middle Sacramento Valley study unit, 2006—results from the California GAMA program: U.S. Geological Survey Data Series 385. 6 USGS,Water Quality in the Sacramento River Basin: U,S,Geological Survey Circular 1215,2000. WEST VDST A5SOCIATE5 n1s1,436\00.12.17\wp\13\12171 11Mhydlnageo Page intentionally left blank in original. Table 2.Summary of GAMA Program Analysis Results for Wells near the Proposed Diversion Location ES/C-04 ESAC-115 WBAC- 7 0WSAC-35 Cootartninont Category( Labor Repoding Threshoid Threshold , , Rpeciftc Constituent Level,.nai Tpe' Vatue,mil Pa Pg.& pa pia Volatile Organic Compounds,Gasoline Oxygenates and Their Degradates Chloroform(Tnchloromethane) 0.024 MCL-US 80 NC 6106 NC NC Brormodlichloromethane 1028 MCL-US 60' NC ND NC NC Brornofonm 0.1 MCL-US 813 NC ND NC NC Methytheributylether(MTBE) 0.1 MCL-CA 13. NC ND NC NC 1,2,4-Trinnethylbenzene 1056 NI-CA 330 NC ND NC NC 1, 5-Trinnethylbenzene 0.044 NI-CA 330 NC ND NC NC 1,2,3-Trinnethylbenzene 109 NA NA NC ND NC NC 1,2, 4-Tetramethylbenzene 114 NA NA NC ND NC NC 1,2, 5-Tetramethylbenzene 118 NA NA NC ND NC NC 2-Ethylltoluene 106 NA NA NC ND NC NC 4-isopromeltoluene 1013 NA NA NC ND NC NC Benzene 0.021 MCL-CA 1 NC ND NC NC rn and p-Xylehe 106 MCL-CA 1,750 NC ND NC NC Toluene 102 MCL-CA 150 NC ND NC NC Perchloroethene(PCE) 103 MCL-US 5. NC 0.51 NC NC 1,1-Dichloroethane 0.035 MCL-CA 5. NC 0.11 NC NC cis-1,2-Dichloroethene 0.024 MCL-CA 6 NC 2.06 NC NC Carbontetrachkande 106 MCL-CA 0.5 NC ND NC NC trans-1,2-Dichlodoethene 0.032 MCL-CA 10 NC E0.01 NC NC Tdchlorowthene(TCE) 1038 MCL-US 5. NC 0.11 NC NC Acetone 6 NA NA NC ND NC NC 2-Butanone(MEK,Methyllethylketone) 2 IAL-LIS 4000 NC ND NC NC Carbon disulfide 0.038 NI-CA 1613 NC ND NC NC Thohlorofluoromethane(CFC-11) 1013 MCL-CA 150 NC ND NC NC Peslicides amilor Pesticide Degradates Bentazon 0.024 MCL-CA lfi NC NC ND, E0.005 Atrazine 10013 MCL-CA 1 NC NC E13.005 E0.005 Simazine 1005 MCL-US 4 NC NC E13.005 E0.004 Mstolachlor 0.006 IAL-LIS 700 NC NC ND, ND Hexazinigne 0.026 IAL-LIS 400 NC NC ND, E0.016 Dinoseb 1038 MCL-US 7 NC NC ND, ND Molinate 0.003 MCL-CA 20 NC NC ND, ND Prometon 101 IAL-LIS 100 NC NC ND, ND Acetachlor 0.006 NA NA NC NC ND, ND Mstribuzin 1028 IAL-LIS 70 NC NC ND, ND Tebutiuron 1026 IAL-LIS 500 NC NC ND, ND Propanil 0.011 NA NA NC NC ND, ND Bensulguronmethyl 1018 NA NA NC NC ND, ND MCPA 107 IAL-LIS 30 NC NC ND, ND Tdclopyr 1026 NA NA NC NC ND, ND 2,4-D 1038 MCL-US 70 NC NC ND, ND Chlorimuron 1032 NA NA NC NC ND, ND Bromacill 11 IAL-LIS 70 NC NC V0004 ND Chlormorilos 1005 IAL-LIS 2 NC NC ND, ND Carbarril 0.041 NSD5-LIS 400 NC NC ND, ND Fipronil 1016 NA NA NC NC ND, ND cis-Propiconazole 1013. NA NA NC NC ND, ND trans-Propiconazole 0.034 NA NA NC NC ND, ND Deithylatrazine 1028 NA NA NC NC E13.0136 E0.006 4-Dichloroanifine 10045 NA NA NC NC ND, E0.006 Hydrovfatrazine 1032 NA NA NC NC ND, ND Desulfinylfiprond 1012 NA NA NC NC ND, ND Fipromilsulfide 1013. NA NA NC NC ND, ND Fipromilsuffone 0.024 NA NA NC NC ND, ND Deisopropylatrazine 108 NA NA NC NC ND, ND Nutrients and Dissolved Organic Carbon Ammonia(as nitrogen) 0.131 IAL-LIS 24.7(nriglIX NC E0.008 NC ND Nitrate plus nitrite(as nitrogen) 0.06 MCL-US 10(mg(L) NC ND NC 0.97 Nitrite(as nitrogen) 0.1302 MCL-US 1(mig1L) NC ND NC ND Total nitrogen 0.06 NA NA NC ND' NC 1.04 (ammonia,nitrate e nitrite t-organic nitrogen as nitrogen) Orthophosphate(as phosphorus) 0.006 NA NA NC V0.003 NC 13138 Dissolved organic cannon(DOC) 0.33 NA NA NC NC NC NC Maior and Minor Ions and Total Dissolved Solids Bicarbonate 1 NA NA NC 143 NC 250 Carbonate' 1 NA NA NC ND NC ND Bromide 13.112 NA NA NC 13.03 NC 13.112 Calcium 13.112 NA NA NC 22.4 C 45.2 Chloride 0.2 SMCL-CA 250(500)(nit)5 NC 8.13 NC 16.9 Fluoride 0.1 MCL-CA 2 NC E0.07 NC E0.07 Iodide 0.1302 NA NA NC ND NC 0.003 Magnesium 0.1308 NA NA NC 14.4 NC 18.9 Potassium 0.16 NA NA NC 1.17 NC 0.88 Silica 0.04 NA NA NC 60 NC 22.9 Sodium 0.2 NA NA NC 11.9 NC 23.6 Sulfate 0.18 SMCL-CA 250(500)(nrigiti5 NC 6.3 NC 19.9 Total dssoNed solids(TDS) 10 SMCL-US 500(1,000)(rnigiLl' NC 195 NC 277 California Water Service Company WL'5 1 NO5 I AUL1AlLS _on f Mential Chico District n\ 4360.-1 2-17,,,,T3,,GW_WG La.11.....II 1-27-fl Page 1 of 2 Surface Water Supply Feasibility Study Page intentionally left blank in original. Table 2.Summary of GAMA Program Analysis Results for Wells near the Proposed Diversion Location CeelaeleanCategoryi Lab,eratoy Repo,t eTre shold E /C.44 SAC1wSA C,1117 wSAC-35 Spec*Constituent Leel, a. Tpe" Value,pill Pa ppli ea pa Trace Elements Aluminum 1.6 MCL-CA 1,000 NC E0.8 NC E1.1 Antimony 0.2 MCL-US, 6 NC ND NC ND Arsenic 0.12 MCL-US, 10 NC 0.47 NC 1.2 Barium 0.2 MCL-CA 1,000 NC 16 NC 142 Beryllium 0.06 MCL-US, 4 NC NC NC NC Boron 8 NI-CA 1,000 NC 83 NC 128 Cadmium 0.04 MCL-US, 5 NC ND NC ND Chromilum 0.4 MCL-CA 50 NC 6.7 NC 2.2 Cobalt 0.04 NA NA NC ND NC ND Copper 0.4 AL-US, 1,300 NC E0.21 NC 0.68 Iron 6 SMOL-CA 300 NC ND NC ND Lead 0.08 AL-US, 15 NC 0.14 NC 0.17 Lithium 0.6 NA NA NC ND NC 5.5 Manganese 0.2 SMOL-CA 50 NC ND NC ND Mercury 0.01 MCL-US, 2 NC NC NC NC Molybdenum 0.4 HAL-US, 40 NC ND NC 0.8 Nickel 0.06 MCL-CA 100 NC V0.07 NC 0.11 Selenium 0.8 MCL-US, 50 NC 0.16 NC 0.17 Sitkar 0.2 SMOL-CA 100 NC NC NC NC Strontium 0.4 HAL-US, 4,000 NC 145 NC 619 Thallium 0.04 MCL-US, 2 NC ND NC ND Tungsten 0.06 NA NA NC ND NC ND Vanadium 0.1 NI-CA 50 NC 17.7 NC 3.8 Zinc 0.6 SMOL-US 5,000 NC V0.73 NC 3.3 Uranium 0.04 MCL-US, 30 NC 0.06 NC 0.46 Inorganic Arsenic,Iron,and Chromium Iron{Total) 2 SMOL-CA 300 NC ND NC ND Iron pp 2 NA NA NC ND NC ND Inorganic Arsenic(Total) 0.5 MCL-US, 10 NC V0.7 NC 73.5 Inorganic Arsenic(111111) 1 NA NA NC ND NC ND Chromilum Oaten 1 MCL-CA 50 NC 2 NC 1 Chromilum NI) 1 NA NA NC ND NC 1 Isotope Ratios of Wailer and Tatum,Nitrogen and Oxygen Ilsoppoes in Nitrate &H of water NA NA -59.8 -67.0 -66.9 -68.8 8'0 of water NA NA -8.19 -9.73 -9.24 -9.37 Tritium MCL-CA 20,000 2.8 1 13.4 7.4 of nitrate NA NA NC ND NC 2.63 8'0 of nitrate NA NA NC ND NC 7.96 VO of dissolved carbonates NA NA NC -16.57 NC -14.93 Carbon-14 NA NA NC 25 NC 94 1.Maximum contaminant level thresholds are listed as MCL-US when the MCL-US end MCI-CA are identical and,as MCL-CA when the MCI-CA is lower than the MOL-US or no MCI-US exists. 2.The MCL-US threshold for tahalornethanes is for the sum of chlorolonn,bronerform„bromedlichlloromethane,and dibromochlturomethane. 3.Total nitrogen in these samples is less than the sum of the littered nitrogen analytes and exceeds the USGS'S National Water Duality ILaboratory acceptance criteria of a 10 percent relative difference,but the sum of the littered nitrogen analytes is less than the ILRL for total nitrogen. 4.Bicarbonate end carbonate concentralthons were calculated from the laboratory alkalinity and pH values using the advanced speciation method lhfip:iforirnater.usgs.govialktmethods.hen11)with pK1=6.35,p112=10.33 and pIKW=14. 5.The recommended SMCL-CA thresholds for chltande„sulfate and total dissolved solids are listed with the upper SMOL-CA thresholds in parentheses. ADIEfifielfill. AL U.S.Environmental Protection Agency Action Leal COPH California Department of Public Health E Estanated Value HAL Lifetime Health Advisory Level lUSEPA) ILRL Laboratory Reporting Leal MCI-US Maximum Contaminant Level lUSEPA) MCI-CA Maximum Contaminant Level(COPHI) NA Not Available ND Analyzed but not detected NC Not Collected NI-CA Notification Level lCDPHI) IRSO5-US USEPA risk specific dose ate ask factor of 10pgri SMCL-CA Secondary Maximum Contaminant Level(CDPHI) USEPA United States Environmental Protection Agency V Analyte is detected in sample and an associated blank,thus data is not in groundwater quality analysts California Wolter Service Company WL'5 T YOST ASSOtilAISS Ctil D n,,c'4435 1,00-12-17 ,T3,,GW_WG onfidenaChico istrict La.RaahauL I 1-27-II'2 Pegs 2 of 2 Surface Water Supply Feasibility Study Page intentionally left blank in original. Technical Memorandum December 21, 2012 Page 10 Flow and Stage Elevation Figure 10 graphically presents the historical daily mean flow since April 21, 1945 and indicates that the miniminn„ average, and .maximum historical daily mean flows are 2,700, 12,600, and. 151,000 cubic feet per second (cfs), respectively. Figure 11 shows the historical daily mean stage elevation since October 1, 1975 and indicates that the miniminn„ average, and maximum stage elevations are 127, 131, and 150 ft lust, respectively. Flood stage at this DWR monitoring. location is set at 148 ft msl. Based on the elevation of the gage datum, the Sacramento River has an average depth of approximately 30 feet near the proposed diversion location. The greatest fluctuations in flow and stage elevation occur due to seasonal changes with peaks in the winter months (January to March) and lows in the late summer and fall months (August to November). Water Quality. Figure 12 shows the average monthly water temperature pattern based on data collected between August 6, 2008 and December 23, 2011 and indicates that water temperatures gradually increase during the spring months to a maximum water temperature of about 63 degrees Fahrenheit dining the summer. Low water temperatures occur in the winter month of January at an average of 48 degrees Fahrenheit.. Table 3 summarizes the historical range of available water quality data for constituents collected. and analyzed between August 8, 2000 and August 7, 2012; constituents with results below the laboratory reporting limit have been omitted. Omitted constituents included contaminants such as MTBE and PCE where the laboratory results were below the reporting limit. Figure 13 presents the historical data available for Total Dissolved Solids (TDS) and indicates that the TDS concentration is generally higher in the winter time (corresponding with increased. surface runoff from winter storms) and lower in the summer time. WEST YOST AS n1s10361,00.12-17\wp\TA 1 2171 2J1Mhydbogro Table 3.Historical Range of Available Water Quality Data for Constituents Detected Above Reporting Limits" Constituent MinimumM Maximum Unit Conductance(EC) 95 174 JS/cm Dissolved Aluminum 0.83 914 Dissolved Ammonia <R.IL. 0.04 mg/L as N Dissolved Arsenic 0.859 2.49 Dissolved Boron <R.IL. 0.1 mg/L Dissolved Cadmium <R.IL. 0.021 Dissolved Calcium9 16 mg/L Dissolved Chloride 2 6 mg/L Dissolved Chromium' 0.3 4.99 Dissolved Copper 0.56 4.26 Dissolved Hardness 39 73 mg/L as CaCO3 Dissolved Iron <R.L. 94.1 Dissolved Lead <R.IL. 0.648 lign- Dissolved Magnesium 4 8 mg/L Dissolved Manganese 0.08 9.75 Dissolved Nickel 0.57 4.69 Dissolved Nitrate 0.4 0.7 mg/L Dissolved Nitrate+Nitrite <R.IL. 2.22 mg/L as N Dissolved Organic Carbon <R.IL. 4.1 mg/L as C Dissolved Organic Nitrogen 0.1 0.3 mg/L as N Dissolved Ortho-phosphate <R.IL. 0.06 mg/L as P Dissolved Potassium 0.8 3.8 mg/L Dissolved Selenium <R.IL. 0.3 Pa Dissolved Silver <R.IL. 0.018 1-1g/I- Dissolved Sodium 4 10 mg/L Dissolved Sulfate 3 12 Dissolved Zinc 0.16 5.79 PO- Hardness 43 70 mg/L as CaCO3 Ortho-phosphate <R.IL. 0.03 ma as P pH 6.2 8.4 pH Units Total Alkalinity 38 70 mg/L as CaCO3 Total Aluminum 10.5 98.8 Pg/IL Total Arsenic 1.15 4.07 Pg/IL Total Cadmium <R.IL. 0.092 lign- Total Calcium 9 15 ma Total Chromium 0.41 9.74 lign- Total Copper 0.73 8.21 t'lg/IL Total Dissolved Solids 51 112 ma Total Hardness 55 61 mg/L as CaCO3 Total Iron 7.8 10,052 Pg/IL Total Lead <R.IL. 3.24 Total Magnesium 5 8 mg/L Total Manganese 1.61 9.58 lign- Total Mercury 0.28 2.8 ng/L Total Nickel 0.59 8.02 Total Organic Carbon <R.IL. 6.6 mg/L as C Total Phosphorus <R.L. 0.19 mg/I- Total Selenium <R.IL. 0.35 Pa Total Silver <R.IL. 2.11 Jg/L Total Suspended Solids <R.IL. 95 mg/L Total Zinc <R.IL. 8.39 Pa Source:IDWR Water Data Library. R.L.=Reporting Limit California Wafer Serce Company WL5r rY0.51- ASSOCIAIES Confidential Chico Ditrcf Loeve 12-4- 2 Surface Water Supply Feasibility Study Technical Memorandum December 21, 2012 Page 12 KEY FINDINGS AND CONCLUSIONS The findings of this evaluation are summarized as follows: • The proposed diversion location lies within the Vina subbasin of the Sacramento Valley groundwater basin; • Butte County has an adopted Groundwater Management Plan with a primary goal to maintain efficient and effective groundwater management,and quantity and quality; • The subsurface geology within the vicinity of the proposed diversion location generally consists of gravel deposits between 20 to 90 feet below ground surface; Gravel deposits below 90 feet are intermixed with occasional layers of clay; • Groundwater levels appear to be stable in the Vina subbasin and at the proposed diversion point location; • Groundwater in the Vina subbasin generally flows in a southwesterly direction; • There appear to be no major groundwater quality impainnents in the vicinity of the proposed diversion; • Near the proposed diversion location, the minimum, average, and maximum historical daily mean flows in the Sacramento River are 2,700, 12,600, and 151,000 cfs, respectively; the minimum, average, and maximum stage elevations are 127, 131, and 150 ft msl,respectively; The Sacramento River has an average depth of approximately 30 feet near the proposed diversion location; and • The Sacramento River has good water quality most of the year with low concentrations of dissolved minerals; total dissolved solids are generally higher in the winter time (corresponding with increased surface nmoff from winter storms) and lower in the summer time. Based on this conceptual evaluation of hydrogeologic conditions in the vicinity of the proposed diversion location, there does not appear to be any adverse hydrogeologic conditions that would impact the feasibility of the construction or operation of radial collector wells at the proposed diversion location. However, a site-specific field study will be required to evaluate the specific conditions at the proposed diversion location. A preliminary work plan for such a study is provided below. WE51- VD5T A55OCIATE5 n1s1,4361,00.12.17\wp\13\121712_11Mhydnageo Technical Memorandum December 21, 2012 Page 13 PRELIMINARY HYDROGEOLOGIC WORK PLAN FOR PHASE 3 If the Chico District wishes to further pursue the diversion alternative from the Sacramento River using radial collector wells, the next logical step would be to perform site-specific field studies at the proposed point of diversion. These studies are necessary to gain additional understanding of the site-specific hydrogeologic conditions, probable well yield and water quality from the proposed radial collector wells at the proposed diversion location. The primary goals of these field studies would be to identify the stratigraphic sequence that would be penetrated by radial collector wells, and estimate the hydraulic conductivity of the major units in this stratigraphic sequence, the yield of a future radial collector well and expected water quality. It is anticipated that field studies would include the following components. 1. A test boring would be drilled to an approximate depth of 100 feet as close as possible to the site of the proposed radial collector wells. Samples would be collected from the drill cuttings at ten-foot intervals and at significant changes in sediment type. These samples would be logged by an experienced hydrogeologist using the Unified Soil Classification System Visual-Manual Procedure, and selected samples would be analyzed for grain size distribution by sieve testing.The test boring would be logged by a qualified geophysical contractor ising short- and long-normal resistivity, single point resistivity and spontaneous-potential logging tools. This task would result in information on the stratigraphic sequence and the distribution of relative permeability with depth in the vicinity of the proposed radial collector wells. 2. A test-production well would be constructed in the test boring. The well would be designed based on the lithologic and geophysical logs and sieve test results obtained from the test boring. The test-production well would be perforated in the zone in which the radial collector well laterals would be installed. Spinner logging will be performed on the test well following well development. 3. Nested monitoring wells would be installed in the vicinity of the test-production well to monitor groundwater levels in specific aquifer zones during aquifer testing tising the test-production well. The plupose of the monitoring wells would be to provide stratigraphic information and groundwater level data during aquifer testing. The groundwater level data would be used to calculate estimates of the hydraulic conductivity of the planned radial collector well production zone and the overlying material through which Sacramento River water must pass. 4. Aquifer testing would be conducted in the test-production well. Step testing would be conducted over an approximately nine-hour period to estimate the optimal pumping rate for a constant rate test. The step test would be conducted by pumping the well in a series of steps in which the pumping rate would be incrementally increased at specified time intervals. Data collected during the step test would consist of pumping rate and drawdown measurements in the test-production well. A 72-hour constant rate test would be conducted in the test-production well after allowing groundwater levels to recover. Data collected during the constant rate test would consist of pumping rate and drawdown measurements in the test-production well and drawdown measurements in the nested monitoring wells. Full water level recovery data would also be obtained. The data would be used to calculate estimates of the radial hydraulic conductivity in WEST VDST A550CIATE5 n1s1,4361,00.12.17\wp\13\121712_11Mhydnageo Technical Memorandum December 21, 2012 Page 14 the planned radial collector well production zone and vertical hydraulic conductivity in the overlying aquifer materials. 5. Groundwater samples would be collected from the test-production well during the constant rate test. The samples would be collected at 12-hour intervals beginning at the start of the test. The samples would be analyzed for general chemistry and metals to help assess changes in water quality with time during pumping, and stable isotopes of oxygen and hydrogen to assess the sources of water reaching the test-production well (groundwater vs. Sacramento River water). For comparative purposes, water samples from the Sacramento River would be collected and analyzed for the same set of parameters. Depth-discrete samples will be collected from the test well following the aquifer test to characterize changes in aquifer water quality throughout the screened interval. The sampling depth will be detemained based on the results of spinner logging. 6. The stratigraphic information collected from the test borings, including monitoring well borings, and the aquifer hydraulic parameter information obtained from the aquifer testing would be used to develop a simple groundwater flow model to assess the radial collector well yield. The groundwater model would be constructed using the stratigraphy and aquifer hydraulic properties estimated from the field studies,but pumping would be simulated using the geometry and hydraulics of the radial collector well laterals. The simulation would support improved estimates of the radial collector well yield and water quality. Upon completion of the detailed site-specific hydrogeologic and geochemical evaluations, an assessment of water quality and quantity, and quantification of infiltration capacity, it will be possible to determine whether radial collector wells are suitable for the Chico District. Information from these additional studies would also provide the data necessary to prepare a refined cost comparison between a conventional surface water intake and a radial collector well system, further evaluate treatment requirements, evaluate potential environmental impacts, and deterinine what environmental documentation,permits and approvals will be required. WEST VDST A550CIATE5 AcV136\00.12.17\wp\13\1 2171 2_11Mhydnageo Page intentionally left blank in original. 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Butte deport!GIS Iles PIMNote wed !Ca lsraflan edruemy+ i l' 1U,z[►tt 1 j kw�, r LEGEND ,FIGURE 1 )% ,„ +a V Proposed Diversion Location 1 Proeosed Transmission MainCalifornia'Water Service Comp ; � al GW ter Chico C ist'rVe:p: N � ��� i u�r�°ace'W ter u�pptyea:sibility Study MIButteCotitt+y I s / s °u E sT' "k uYaY heat BradPy Feature 8Iiiiii i 2 PROPOS D "�" Y E w7I1�1 Page intentionally left blank in original. 21G l'SIFiguilm0F42,-.GW8as'n'"d Cir W SM 1217 P jf F1 eeI ,,,, , , , ', 1:4r,'''' 1 C \ a I .4' a 11001 II 40. / idol, / ',4 4 *4'\:'''.4 Iliarn'(11116411C/ ity'' 5 ffiffillilliiiil II , , 9147-''''''N'Ill'H'1111111404r 4,-ctliPok',,,,,r- 1111111 ' , , Ai' , „ ,1111,11 ,,,,111111,1„j.,)1111111111111111„1111,1111)1)11111111111,1i11111111:1,111"; Note enni 1 1. am County GIS tiles predt4d uy Count/staff on nnua ..., At ' 10 2011_ . LEGEND ... FIGURE 2 :4011 Proposed Diversion Location $0114 F.---)%Ana Groundwater Subbasin IN 0 sacrament°Valley Groundwater Basin California Water Service Company Cal tiNater Chico DisI trict Surface Water Supply Feasibility Study 0 1.5 5u5 sT y051 illi'Butte county 3 D HYDROLOGYANTER BASIN ASSOCUATES ‘ 1111S,c.,1e il Niles BOUGNDRAORUINEDSV:kIA Page intentionally left blank in original. 9:109411,44e C41169.994 Watt,.S444999 C1 -I7 FS S4411,9:9 Pharse ZOSIIST4g9199F403,204444111,934.9199' we 41//,.,'''S,'". 3'1'111111111111 t,,,,,,,,,,,,,,,,, Oil Viiiiiii, 1111111i 1111 111111111111,,,,,,,,,111,,,',„',J.J11i'ii:j",',"',1i 1,j,j1A",1111,i1:jj,k11,111111111""":1111111111",,,111111,111",R,","/J,J,j,„'„,""""1,1,„„„„,„„„„„„„„„„„„„„„1„„„„„„ 4, ',J11j1"1",jitj:',1,4111,,!ijrkii1,01:11,11,1,i11011119118811 000000000000000„tt,„0tr,„„,„im ,,,,,,,,,,0.000,00.00000,T0T00.0000.00.0. „ ,,,,,,0,„,00(00,000„"t0 ..t„.,,,,,„,,,00,00,„,000.,,00,00,00.0000002.0"0000000000000,0000""0"0000000,00t,,,,,,,„,0„,„„„0„,,,,,„,,,,,„.,000,0003000000080000000000,,00„0000000,000400,....0„00.„„t„,,,0000000,0000,00000,0000,00000,00,00000,0,000,000,1000,000.00000000000,00000,00„„,000,00,0„0,,t,,tt02000,,,000,0,,,,,,,„00,0met,00t000,Tt;„00000000t,00:00,t,011000,01!00000001,00,00,0Jt),,),„:t0000tt..00TTTTT,tt„10,0000°.0.00.0 10 .. . . , 00,0 11 . , 4000000,„„0, ,„ 41852 6874 .e... „ ...., , ... , . . , . . , 6207 ,. . 41861 ..1 IfIll li, ,. .. . , Refer to Figure 4 . . „ 52;12. „ , gl. OA 0,.,'. 141975 2605141497 Refer to Figure 5 ., 141912 18176 ,m..1 ........ „ 'Oki Giai'le II i Bridge 2 IIII;;;;11141996 ,„,,,,,,,,."'"'' , ' ' '" 65996 . . .. ..., 2141976 . , 139882 . . - 65988. 65989 127221 ....,.,,,,. . , ,. . 129865 W .., . , .... . .e„ f"Ar4 ,,JJ:.A 11:JJJ1J,J 1,11,,,,J:,,,i"1","",1,11,11,11,."140( ,'444 , ,„,,"11,,,iiiiiiii1111i1lialii 1,,""1",,,J1j1"171,,'"0141":„,""'",,,,J.1,J,Jii:JJ,",„:„, „ ' J ',11111,111111"01."',„,,,,"11111111001"1,111111461i'010"011"1-",1,J, iiii1„'IN1J141,":",,JilTj,,',JJj;'I J,Ililiiii,)?, J.Aiiii0 in,i t1t il 1 ll'i ii"" ,ii1„ 11J W a.., i V,ii".'",,, :.,?","'",',,':', ,,,,,,,,,,we lik,J1,","1,Jii AiAA A"iii,„1,411111111,0111111111rAij,":":11,1j1T"'"'":1,451' 1111111S,11111111111111111111111111:1111"0111011,1111,j1j1411,1"::',",,,11,11:""'' LEGEND FirllliqF Pubtic Land Survey System Section 'i . . , . rE3 Al.,.roximate Well Location based on Well Completion Report ' 1110, California Water Service Company 00' 9,9 Proposed Diversion Locabon AN 81.01, .111111111111111 I Surface Water Supply Feasibility Study Cross Section ' 0 750 11,500 imii I WELL COMPLETION Illiio.14111111A1111 Scat in F+att REPORTS FROM DWR Page intentionally left blank in original. Figure 4. Subsurface Geology(Cross Section 11-11s3) Well Log Number Depth, sa ft 141976 River 264805 141912 5212 68714_ 0 10 15 20 25 30 35 40 45 50 55 60 65 70 75 741 85 90 95 ....100 105 110 .....115 120 125 130 135 140 145 1501 155 160 165 170 175 180 185 1901 195 200 205 210 215 220 225 230 235 240 245 250 255 260 265 270 275 280 285 290 295 Legend 300 Top Soil 305 I I Gravel C Cemented 310 Clay S Sandly Drelllow E Brown a Whute 315 Loam, 320 Hard Pan 325 Sandi 330 Sandlstone IR Redl 1�8 Refer to IFiigure 3 for location of cross seetiioo. wJ E S T Y 43 S T A 5 5 LA C I A T E 5 Californiai Water Service Company \F\436\00-i2-17 \Weilliaosn,mmary Confidential Chico District 4azr ®,nsgd:4 -I -na Surface Water Supply Feasibility Study Page intentionally left blank in original. Figure 5.Subsurface Geology(Cross Section 2-214a) Well Log Number Depth, ft 141996 River 264805 141497 18176 5 IN 10 15 20 IN 2530 Y 11111111111111111 CB 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 JR 110 115 120 125 Y 130 NM 135 G'":1] 140 145 150 155 160 IN 165 170 175 180 185 190 195 200 205 210 V 215 Gr....p 220 225 230 235 240 245 250 255 260 265 270 275 280 285 290 295 Legend 300 Top Sod 305 I Gravel 7Cemented 310 CIlay T"Yellow E Brown EIVVIllite 315 Loom 320 Hard Pan 325 Sand 330 Sandstone EIB rown Refer to figure 3 for location of cross section:. WEST YOST ASSOCIIATES Callifornia Water Service Company In \436\00-12-17 e T3\WellEog Summary Confidential Chico District Log Revised 12-14-112 Surface Water Supplly Feasibillity Study Page intentionally left blank in original. WC eertSIASS CaSSmia,Water&mice Culn,pampa:-117 SS Surface Ruse 2GIF LocAittir:,111.otrkatd ,,, , 4 s , ' ) „ / I i1 / I 0 , , / III 1111 11 22 N 01 WO 4401091Ni I '11!111111111111111 I ,y,1,,,,,,, 1/ 1'1/ „ 11/ 1 11 115, 11 ,r1111 1 • / /'111111N111 11111 1/ „,/11/ j;11;11111, , 11 11 111111111 1 611111,11f 1 1 1 ESAC716/—/,' 0111 '” ''''''I IIIIIIIIIIIMMIN NIWIIINIININIIINIMINCONIIIM11111100,4 '''''' 11111 rill I„IIIII 10„II'' ',,,n, j „ HA,,,,,Ron r1WSA O7 IH 2'' 01W291{00 Sli chle09.,,,,,,?,,,, WSAC-35 1111', ''''' } l/ 1 I I I „ / d •' Note 1. But Durham ,,. I , 10 2011_ LEGEND 111111 DWR VVell-included in Analysis FIGURE 6 Iv' DWR Well-Not included in Analysis A4' California Water Service Company E, USGS GAMA Study Well N, 4-stfroc' :.p. Surface Water Supply Feasibility Study a 0 0 Proposed Diversion Location I I wv r s Y 0 S "I El Vina Subbash a I 2 LOCATIONS OF KEY 1 Water Bod Scale in Wes MONITORING WELLS , A A II0 CI A 0 A I IF A ' Page intentionally left blank in original. Figure L Spring Groundwater Level 14ydrograph of Well 22N/01W-29k001M 180 170 160 GPCIti nd Surface IElocation c 142 ft insi 111 rio 1 11111 2 130 4 c120 Historical Annual Change, in Water Level. CIS ftrlirr trir II 90 80 1974 1976 1978 1980 1982 1984 1986 1988 1990 1992 1994 1996 1998 2000 2002 2004 2006 2008 2010 PLOWS Year II spring%Clef 110498 Walt Tai ine yestwataf temai rrnl IFebrualy,March of Apia 2 1Porioil of Record 38,oearts. 3&LIMO MR Vitae!Data Iliblafy. California Water Service Company WEST YOST ASSOC`TATES Confidential Chico District iiiiiiiiid36‘00 12 17%0 3,33‘GWRonfol Loft Ike vlffed 1 1.29.12 Surface Water Supply Feasibility Study Paige intentionally left blank in original. Figure 8.Spring Groundwater Level Hydrograph of Well 22N/01VV-OSIVIOO1ful 180 170 160 Ground Surface EllegatIon5O frmIl • 150 • 140 411., ri call Annual Change in II I E• 120 f Water L eve I.-.C231 ift/yr ▪ 1105 100 90 80 ¶947 1951 1955 1959 1963 1967 1971 1975 1979 1983 1987 1991 1995 1999 2003 2007 2011 Maus Year II.soling weer'railer wee efigenneed le be the Steer waleff Meer remelted in gaffe lbebiluaiy March2. or Apo a ISource°12112122L164er gat:lamely aliforna Water Service Company WE ST YOST Assoc'tAirFs Confidential Chico District IA4436\0012 \a‘TaXGWreerel Lest Re vlffed 11.29.12 Surface Water Supply Feasibility Study Paige intentionally left blank in original. WC reateetS IR iC.vYk Water Screw CateperetS0L1 -97 FS Surface Rum WS ISIForrestfteSetenuertaa.eauui Butte C ounty .,,,,,,,e ;,,,,,,,, ,„, Groundwater Elevations Spring 1997 * Well Location Dashed where uncertain \ t.,/\ 0004°11°°' Groundwater Elevation Contour ." G1C�ucl show theDirectionat of 77 �`+y ......�.„.� ' ,,,,„„ �. `" ,,,\f,,,rk ,M.. ,..n tViurrsarw Movement 'da ""tee"� lik $ k 4 "',0 * ( 1 4 +r lii„ � r.� IrIla�;al ��rrwVu tl�d rite . / ) i 1 ,/ 1111/ 4, t ' 1 it: 41 4 lit I "'II \ Liz ti �+ it / r' (,,, / i *, 1 r" ,, .wr °"°, mca • am4r�.aGILmRRmry 1 'k f tI0 ''""'w 77077774 dm INV EIaw°aa ✓'"uY ,,,.r ),* 1 ," ilk rr, ,rl M"rye yv w rr ,... i ' ". „ �rr r w � 4ir',, // � k "" 1414, q➢v + Illd" r arr1r7 T/dei'i � . r r° 1 av ti *111 i v ,;�, III 74, 1 . , 11 it k 11 m.1, W00 I ilt � � ry /"'7-7-4*„ 4* \ \ °I\ c \ \ \ I\ r 4� `' a J' i/iNY 6. r d k 'I Inventory Analysis,Fet uary 2005 w u / Source trete CountyGroundwaters LEGEND FIGURE 9 ot . :w Proposed Diversion Location California71‘7. %. Water Service Company ' Surface Water Supply Feasibility Study o I 2 GROUNDWATER ELEVATION scale IinWes AND CONTOUR MAP A d r:Dd. IA% r s Page intentionally left blank in original. Figure 10.Historical Daily Mean Flow Measured for Sacramento River at lWD1NR Station#A0263000 1�C1,000 S r wince. Apral 21,1945 to September 30,2011 data from MR WWatem Data Library October 1,2012 to iNrrWeminem 15,.2012 data from DWR Cailiifernia Data lErrchabge LibrtamWrIv. 140,000 12�1,G?fttl 1 m100,000 00 80 000 cl 60,000 til10 a ( V 1 Llio 40,000 10 00 00 0 I 00 00010 � 1101111111 vo0o1100011 Iv 1 � 20,000 . � . a� m11ll . 1111111 i 10 1101 „V�. m00111,1000 1 11 � w . „Ivo 10. mIIII � p II � ql � I,, 1.0 loo 00" ���ryti��) f "' pct 0)'Tc � � + �' � '� 4 �4� 9,„, �, * 4 �, pry o ti+ �� tip` �h' til' 1.\' 1' '4w 1;0' 6.\� '11'''',1' 11�' n1" 'C' t.) a�?. ,1 .C.C' 6'yw '1,.)?' 'b�y. '. 0'L why 111. tgv 1'' '44ro \�' c.C�" '11-y 1x.'11N,7' taw tx'ti 4t.''''',1' .,w Callfforniia Water Service CompAlny WEST YOS T ASSOC'U A T ESC .vw,.4i36" 12.raW/1r31,.$0:21.m orr derdilall C sico District Last ia l,d,12.0'2.12 Surface Water Suppty IFeaaiiadihty Study Paige intentionally left blank in original. Figure 11.Historical Daily Mean Water Level Elevation Measured for Sacramento River at DWR Station #A0263000 160 Source: October 1,1975 to September 30,2011 data from DWR Water Data Library. October 1,2012 to November 15,2012 data from DWR California Data Exchange Library. 1 0 1 h 1 h:1 11 1 ,O0 111111 1 „ 11111 111111: 0111111011 i Il h 1 o Ill 1 111! n i 11111 , hhhhh1,1, 111111111 lo, .111 1 hi , , lir h l 1111 I 111 I , ": tx" 1111111 1 h lighl 1111111 ono, 1.100 , Ill ill i 01 li1 111111 h l hho 11111111111 lo 1 111 000 ollho o 1 11111111 0 1 i o 1 Johlo! St h 11111 °11111 h [ Il 1;li! Oil!, 110101,„hhh 000 hill000 „:,,11,,11,„n H oo 11, ::' 101ill ill 000H ; 1 ih i 1 l 11110, son 1111 i 1 11111111 oil no 11.01l!!!!, 1 NI 110111::::::!'"111il,ollohl l oh 111111111111„0011 111,111111,111111111,110 v iv Ol1111111hoon„„,11,1,1„ox MOonithholloo— „::::,:„n0000110,0. 1'1 , 111.h hlihill°hih hlooninh, hIllonoo llho 00 ulP1...,....1021...10'!. .:11 nn'ff"JL 4j1,,, 1)'!"'"L V ,o1„„„„11„, or LT1 • 10*(0"o•ki V 11,1„1„,v!,.„,„,.,,, t 1,i11,1,1' ,,,111 1 fivehtel,1„,t1 .5 V,41,00 7 i,.If 11,11„„1, 12 C ta 11). Datum of Gage 100 - 90 , '' hh,91V* .holPhCl'hhh o.9h\Ns «..Slh:o:Iv h n9S":'''' l's9 hhSh'hH1 ollP «..9hhh ho.l'll hlshl «.9)hoh ..0'1‘lh Date —Elevation ....Datum of Gage Callifomia Water Service Company w E 5,T Y 0 5,T Asso r.:11 A T F,S ConfidentialOtico District loAsserpts 1 2.17\e‘T3Vocitt.r Lav Reihkedg:1114..12 Surface Water Supplfy IFeasibility Study Paige intentionally left blank in original. Figure 12. erage Monthly Temperature Measured for Sacramento River at DWR Station#A0263000 80 Source: Data from DWR Water Data Library.Data coilectedbetyyeen August 6,2008 and December 23,2011. 15 10 65 dd ,'.' or .c om'm I 00°' E .c, ei s's Not .,... cu 50 E ttj 45 40 30 s„ , , Jan IFelb Mar APT May Am Jul Aug Sep Oct Nov ID ec Month California Water Service Company WEST YOST Assor IATF S Confidential Chico District 0,0043040 id 17'0\T3Voall., Lasr Raularadg 12.14..12 Surface Water Supply IFeasibility Study Paige intentionally left blank in original. Figure 13.Total Dissolved Solids Measured for Sacramento River at DWR Station 4%0263000 131 Source: Data from DWR Water Data 1Library. Winter January toTeter ch,Spring,.AprilltoJune,Summer furry to September,and Fan October toIDecember.. 12i1 1111 1111 1111 1111 1111 11 fp Winter Average a 96 m. L !i a 90 i,, D� 4 Ferri Average=96g,/L � �° Spins.Average=82 m L rt>W $ Summer age7 m L "1i 1 N¢y ilii pi. +,1 +uN, p 50 i 40 24.100 2001 2002 2003 2001 200S 2008 2007 2008 2009 2010 2011 2012 2013 Date ^ Winter Spring 0 Summer % Fall —Winter-Average Spring-Average —Summer-Average fall-Average California Water Service Company WEST YOST ASSc r.'.tA TE'5. viuksiso 12.1a"VA.r3v<5ocwi.m aru tder8iall Clrica District Wast iR k.ed 120312 Su face Water Supply IFieasibility Study Paige intentionally left blank in original. ATTACHMENT A. Butte County Groundwater Inventory Analysis, DWR, February 2005 (Plates 2 to 5) Page intentionally left blank in original. PLATE 2 „,„,fripr„,,IngprieM11111191,5,1!°'!!!!,111It, 1101,,,be3/4450011111pdopmfftrdp,jirildv,pli4, '",,,, ' ';''',-"I'll;'",,'"Ili17,1,7111111111411111111111111111100040,00,1,1,1,1,1,1,1,,,,,,,,,,,,„„„„y ,0441011441P m .1 jil[111,71,dalle0111115ML,,,14,41,11111,r110)44(,,irtlf,41g1 e,eiy/13,14,dt I51,,III"IIII,"'"IIIIIII"IIIII'IrIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIAIIIIIIIIII0:;;;IIIIIIIii!IiIIIIII!IIII,IIiIIIIIIIIII„IIIIIIIIIIII,;Iffiii:II::[1:1!:!:{1111001,1rultdilliorrOW, /i)!Illillilikov,ivrilitil,;fl•tii,"1"."_,Ii4),Iikt "I',,,,`" ,-----;,. ,' ,,1....• •• ,,,,,.y,,,,i,,,,,,,,,,,, ,1111,,,,,,,,,,11,,,,,,,,,,n,,,,,whic,41,14,,,,,„,,11;',,,cylpep,g(ppoi pAd in 4oh / 0ooloolool00000loor0000ioo:,6,,,,,,,r00000,0'.1-01.11olooloo,loillorylva ''°'' 14 ;kVA!oh o roo.hoo - ,, 0„,,,,,, ,,:o;0,„,...0,, .• ,0/,,,,(0,0000000s0000000000000000;oo°°Aao'::r„0 *000tg00000rii00Ioo000001,,olifor0qirftoisiof,0,o,,],w' lid 1)rollfill'Ill'Ill Viih MAP / AP v:11 , ,:: .....- --t-----,---- ---:e,; -f'p,-/!;iigcriHkA,,Nittl,r,*tit;,hou,d,,,,,tok$1,ja 1, ;7/',";„,/i.,,,kiKydb Iro ,„.„Ay 1111:11[1, GEOLOGIC ,„,,„16,0,,,,„:,,,,,,,,,iiiv;iovorgr,5.,,,,,a1110000ai ,,,,,,,c111111111t, '' ,,,,4,-;.,lriliokdqrio,u^',,q,zqitvv,o.oi?Imlis., r,,n,,,,,,.DI . ,It u ,,...II ,r0,10..,,,,,Aliolw,,,',111,,,(1,1,0 i ..,,,,,,,c,„,.,c,„cf mesa died bitii.' 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''kr'4,01;,), rIn''''°T;'' il",111,44,4,4.-ofi'4'oirfll000lol000lool0000lifl000; Oloolooloot,o,''"0 0000,...,,_,00000000,-;,°vt,00„Joe& .000000ll --,,,o., 00._,,,,_,• , _ 0,,, k„, /0,,,,,,,/,;,,f0foodool:-.,:,,000000!..,,,000m00000y/hoot,,,00loo,4,0,At,„, olio,, 11:,, 1101,,,//z/,.,01111111111111111111111111111111111111111111,, w 101116 1110 ! Map Legend 111111k, eis*.iliiill!:11t5iiI1001140/4,g;i4VO'li,ii11111117,/f u ,i,,,,,,ft.dni bed eit?t,re , '\iii., 'i iii-„tizz,,i'l",.' 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Sat of California Business,Transportati n and W using Ag ncy Memorandum To R. C. Cassano, Chief Dore ; December 28, 19 Office of Structures Design Division of Project Development Five 3-BUT-32 03209 - 158121 Attention: Phil Hale Design Section 6 Sacramento River Bridge (G ianel l i bridge No. 12-54 From : DIPARTMENT TRANSPORTATION - T39-5435 Office of Transportation Laboratory Su ect FOUNDATION RECOMMENDATIONS This report presents the results of a geotechnical investigation for the proposed Sacramento River Bridge at Hamilton City (Gi anell i). The scope of this investigation was to provide information regarding subsurface conditions and to provide foundation recommendations for design and construction. The work was performed by the Geotechnical Branch of the California. Transportation Laboratory. Exploration Subsurface conditions at the site were explored by drilling five 15.5-foot to 65:.5-foot deep 3-inch diameter rotary wash borings. At approximately 5-foot. intervals, either standard penetration tests were performed with a 1.4-inch ID split spoon sampler, or 2-inch diameter Modified California Tube samples were taken. In some instances subsurface conditions prevented sampling. The "Log of BoringsTM, will be transmitted when completed. Site Geology and Groundwater Conditions The site is underlain by Quaternary alluvial flood plain and channel deposits. The flood plain deposits encountered at the abutments and those visible along the banks are very soft organic silty clays and loose to compact silts and very fine to fine sands. Compact to very dense sandy gravels were encountered below elevation 124 at the east bank and in the existing river channel . Recovery from split spoon samples indicates the presence of pebble and cobble size particles.- The sandygravels in the channel above the maximum depth-of-scour are compact to dense. Deposits below this depth are very dense. The maximum depth to which theborings penetrated, is elevation 68. Recent scour depths range from- elevation 112 to 126. Groundwater levels at the abutments are the same as the river level. R. C. Cassano December 28, 1984 Page 2 Laboratory Test Results Two consolidation tests and one series of Consolidate Undrained triaxial tests are being performed on samples of the east abutment flood plain deposits. When available, the results will be analyzed for abutment slope stability and settlement. The results and conclusions will be transmitted when completed. Seismic Data The nearest known active fault is the Cleveland Hill Fault, located approxi- mately 30 miles southeast of the site. The maximum credible rock acceleration generated at this site is 0.1g. Rock-like material is greater than 150 feet below the surface. Soil liquefaction at the abutments above elevation 124 is possible, but is not considered a potential hazard to the structure because of the depth of the pile foundation. Foundation Recommendations A csination of Class 70 piles and driven 100 ton HP 14 89 steel H-piles are recommended for the bridge shown on the "General Plan", dated November 29, 1984. Pile tip recommendations are as follows: Pile Design Specified Estimated Location Pile Type ,Capacitylie Elev. Tip Elev_ Abutment 1* Class 70 70 ton 119 114 Piers 2-7 HP 14 89 100 ton 60 55 Abutment 8 Class 70 70 ton 119 114 * The abutment 1 pile tip recommendation is provisional. Final tip recommenda- tions will be available when weather conditions allow further exploratory drilling. A supplementary foundation report will be sent at that time. Piers 3 through 6 pile caps should be founded at or below elevation 100.. It may be necessary to provide the steel piles with a driving tip to protect pile integrity and facilitate penetration to the specified tip. Difficult driving conditions in the sandy gravels may be encountered. Additional Recommendations and Comments Settlement periods and amounts, surcharge requirements, and approach slab recommendations will be transmitted when the laboratory tests have been completed and the results analyzed. R. C. Cassano December 28, 1984 Page 3 Sheet-pile cofferdams will have to be constructed for pier 3 through 6 pile caps, and possibly for piers 2 and 7. Premie seal plugs may also be necessary. River flow estimates supplied by DWR Sutter Station indicate a June to September range of 411 to 20,110 second-feet. More accurate and up-to-date information need to be obtained for construction purposes. Average river sectional velocities of 4 fps are typical, with maximum point velocities in the 10-14 fps range. Conditions will necessitate the use of a trestle causeway to reach the piers and to support the bridge falsework. Abutment slope protection specified by the Corps of Engineers at this location has been reviewed by District 3 and TransLab personnel . Care should be taken to protect the bent 2 and 7 locations frau excessive erosion during construction, Provisions should be made for transportation lab personnel to monitor the driving of a pier 7 production pile using the dynamic analyzer. A monitored restrike is necessary at least 24 hours after canpletion of the initial driving to canplete the analysis. Any additionalquestions regarding the foundation may be directed to the Geotechnical Branch of the Transportation Laboratory, Ronald L. Richman Assistant Transportation Engineer Geotechnical Branch Wed S. yet- Wilfred S. Yee Associate Materials and Research Engineer Geotechnical Branch R R:mgc cc: Preliminary Report R. E. Pending File District (2) FHWA - D. F. Bolton TransLab - R. A. Forsyth A. Goldschmidt Geotech (5) State of California Businoss,Transportation and H using Ag ncy Memorandum To : R. C. Cassano, Chief Date : January 30, 1985 Office of Structures Design Division of Project Development Fite 3-8ut-32 03209 - 158121 Attention: Phil Hale Design Section 6 Sacramento River Bridge (GianelliL Bridge No. 12-54 From : DEPARTMENT Of TRANSPORTATION - 739-5435 Office of Transportation Laboratory Subject: Foundation Recommendations The following is a summary of laboratory results from the tests performed on 2-inch Modified California tube samples obtained as part of the foundation investigation for the Sacramento River Bridge (Gianelli) . These samples were obtained frau soils underlying the proposed location of Abutment 8. Depth Unit Wt Moist Grain Size Plasticity Sample Feet xf Gr Sd Si Cl PL LL PI BrrTri 7T."7 '67 17 B6-1-I 1510" 123.0 27.1 0 64 28 8 B7-1-I 115" 108.6 37.5 0 37 55 8 B7-2-III 142" 115.7 35.3 0 35 52 13 27 29 2 B7-2-11 14'6" 113.9 31.7 0 45 45 10 B7-2-I 1410" 113.8 30.5 0 51 41 8 - - NP In addition to these tests, consolidated undrained triaxial tests with excess pore pressure measurements were performed on samples B7-2-I, B7-2-II and 87-2-111. The total internal friction angle and cohesion are 27 degrees and 360 psf. Slope stability analysis using a circular failure surface indicates no stability problems at the abutments. Consolidation tests were performed on samples B6-1-111 and 67-1-I. Settlement analysis indicates a total settlement of approximately 0.6 foot at the location of the greatest fill height. Primary consolidation amounting to about 0.23 foot will take place immediately upon loading. The remaining settlement is secondary and will take place at a rapidly decreasing rate. Total settlement will reach 0.36 foot in 30 days and 0.38 foot in 60 days. Therefore, a 30-day settlement period and Type 1 approach slabs are recommended. Also, import fill quantities should be adjusted to accomodate settlement. Soil conditions and recommendations for Abutment 1 may be assumed identical to those outlined here. Their validity will be addressed after the Abutment 1 site is investigated this spring. R. C. Cassano Page 2 January 30, 1985 Additional questions regarding the foundation may be directed to the Geotechni- cal Branch of the California Transportation Laboratory. Ronald L. Richman Assistant Transportation Engineer Geotechnical Branch RLR:db S- � e 4 v , 1 1 - �M MWP 2. S to, �)..a1, o1 1 S.0 n A . . ., al- 5. 1 +4 8 . :., .-414:01.-1- 1 ' 1. .740, , 4 ol Iv r. _ , 1 , d .. ` _,' 2-s" ."" . . ,. .. . r a.a. w.+ ' . m . i...(4',0,1 _ u m..�.... ...,. ... e ,.. ..� Stat of California IBusiness,Transportati n and H using Agency M m random To R. C. Cassano, Chief Date : February 13, 1985 Office of Structures Design Division of Project Development File 3-BUT-32 Attention: Phile Hale 03209 - 158121 Design Section 6 Sacramento River Bridge (Gianelli) Bridge No. 12-54 From : + A-RTMEIT OF TRANSPORTATION Tice aT Transportation Laboratory Subject: ADDENDUM TO FOUNDATION RECOMMENDATIONS This report contains the results of a geotechnical investigation for abutment 1 of the Sacramento River Bridge at Hamilton City (Gianelli). This work completes the foundation investigation process for this structure. EXPLORATION One 35.8 foot deep 3-inch diameter rotary wash boring was drilled at the site of proposed abutment 1. Standard penetration tests were performed with a 1 .4-inch ID split spoon sampler at 5-foot intervals. SITE GEOLOGY The site is underlain by approximately 13.5 feet of loose to slightly compact very fine sand. Below this are gravelly sands and sandy gravels with consistencies ranging from compact to very dense. FOUNDATION RECOMMENDATIONS 70 ton design capacity class 70 driven piles are recommended. Specified and estimated pile tip elevations are 119 and 114, respectively. These tips are identical to those provided in the initial report dated December 28, 1984. Alternatives 'V' and °W' should be eliminated from the contractor's options due to the possibility of damage during driving. This applies to both abutments. • Settlement at the abutment will occur immediately upon loading and is cal- culated to be 0.27 foot. Fill quantities should be adjusted accordingly. A 30-day embankment settlement period is recommended, R. C. Cassano February 13, 11985 Page 2 Any additional questions regarding the foundation may be directed to the Geotechnical Branch of the Transportation Laboratory. • Ronald L. Richman Assistant Transportation Engineer Geotechnical Branch RR:tp cc: Preliminary Report R.E. Pending File District (2) FHWA - D.F. Bolton TransLab - R.A. Forsyth A. Goldschmidt Geotech (5) Stcto of California Business and Transportation Agency SACRAMENTO RIVER BR (GIANELLI) Memorandum Bridge Name 12-54 To: Mr. R. C. Cassano Chief, Office of Structures Design Bridge Number 03-BUT-32-0.5 Attention : Mr. C. D. Harris Dist-Co- Rte Preliminary Investigation Section 03209 - 158121 Work Order Numbers 3/14/84 PS&E 6/12/85 Date From : DEPARTMENT OF TRANSPORTATION TRANSPORTATION LABORATORY Engineering Geology and Technical Services Branch 7 39-24 83 Subject : PRELIMINARY GEOLOGIC INFORMATION Geologic Data Thickness of Alluvium (depth to rock-like material ) Use Design Force Coefficient Curve V-1 , 1 01 -80 ' 80 '-1 5 0 , or 150 + Type of Alluvial Material a4,1,6-f. a,, • Earthguake Data Fault GE Nre,Ao.mkk 4‘fli Magnitude Cor/D. 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MOST ASSOCIATES ropg 114 m !MI r TECHNICAL MEMORANDUM DATE: January 25, 2013 Project No.: 436-00-12-17 TO: Michael Pembroke, Call Water CC: Peter Bonacich, Cal Water Tom Salzano, Cal Water Vickie Newlin, Butte County FROM: Frank Hehuick, R.C.E. #34785 Polly Boissevain, R.C.E. #36164 REVIEWED BY: Charles Duncan, R.C.E. #55498 SUBJECT: Preliminary Alignment Study PURPOSE This technical memorandiun (TM) presents the summary of the Phase 2 Preliminary Alignment Study conducted on the two preferred alternatives recommended in Phase 1 of the California Water Service Company (Cal Water) Chico District's (District) Surface Water Feasibility Study. This TM also includes an evaluation of the hydraulic operation of Aligmnent 1, a construction cost analysis, and recommendations for the next steps for moving forward with a Phase 3 program for the preferred alternatives. INTRODUCTION The purpose of the Phase 1 Feasibility Study was to assess the feasibility of utilizing Butte County's State Water Project (SWP) long-term contract supply as drinking water supply for the District's service area. Phase 1 included the development of the projected surface water delivery quantities; initial screening of sixteen potential water supply conveyance projects; concept-level development of five of the surface water supply conveyance projects; and recommendations for two preferred alternatives for further study. Based on the results from the Phase 1 concept-level evaluation, the two preferred alternatives selected for further study are: • Alternative 1: Install a new pipeline along the Abandoned Sacramento Northern Railroad from Thermalito Forebay; and, • Alternative 2: Install a diversion from the Sacramento River using Radial Collector Wells and pipeline along Highway 32 (will require a surface water exchange between the U.S. Bureau of Reclamation and the Department of Water Resources (DWR)). Technical Memorandum January 25, 2013 Page 2 These preferred alternatives combine the benefits of ease of implementation/operation as well as lower capital costs. Phase 2 work included additional analysis to further define these two preferred alternatives and identified additional evaluations that may be necessary before selecting the final preferred alternative for potential design and construction. The Phase 2 analysis included evaluating the two pipeline alignments, identifying anticipated constniction, permitting and easement acquisition requirements, estimating construction, capital and annual operating costs, and evaluating the potential to operate Alternative 1 by gravity. Preliminary Alignment Study The Phase 2 Preliminary Alignment Study included evaluating the pipeline routes associated with the two recommended alternatives. Each alternative was sized to deliver the proposed 20,000 acre-feet per year (AFY) (equivalent to 28 cubic feet per second (cfs), or 18 million gallons per day (mgd) average daily flowrate)of Table A supply to the District for treatment. The location of the proposed water treatment plant, which will be the termination of the raw water pipelines, has not been determined at this time. It is anticipated that the treatment plant would be sited on the south side of Chico for Alternative 1 and west side of Chico for Alternative 2. The preliminary alignment study starts (Alternative 1) and ends (Alternative 2) near the Cal Water Chico Distiict service area boundary. Alternative 11 Alternative 1 includes a new connection to the DWR Thennalito facilities near Oroville and approximately 18 miles of transmission pipeline to the south side of Chico following the abandoned Sacramento Northern Railroad (SNR) alignment (Figures la through 1g). Table 1 provides preliminary details on the recommended infrastructure under Alternative 1. Because of the potential to convey flows to the District by gravity and avoid the need to construct a pumping station, two options were evaluated for connecting to the Thermalito facilities. These include, Option 1, connecting the pipeline to the Thermalito Forebay and Option 2, connecting to the canal between the forebay and aflerbay.Elevations at Thennalito Forebay are about 220 feet (the water surface elevation of the forebay) and about 140 feet along the canal that connects the forebay and aflerbay. Elevations on the south side of Chico range from about 190 to 200 feet. Table 1 shows the infrastructure proposed for the two options. Table 1. Alternative *1 Preliminary Recommended infrastructure LerigthiCapacity IRecommended Option 1 lOption 2 infrastructure Type (Gravity Pumped) (Pumped CflI ) Unit Raw Water Intake Structure 28(18) cis(mgd) Raw Water Booster Pump Station N/A 28(18) cis(mgd) Water Treatment Plant 18 mgd Raw Water Pipeline Diameter 54 42 FTI Raw Water Pipeline Length 101,000 95,000 Feet Assuries raw water delivery from the Thermalito facilities to the District service area boundary °) Assumes baseload delivery of Table A supply. WEST YOST AS riy036\oci_1 2-17\wp 01021 3_11 HydratillicSludly Technical Memorandum January 25, 2013 Page 3 Option 1 could connect to the Thelmalito Forebay, adjacent to the DWR pumping plant, and supply water either to a pump station or by gravity to the Alternative 1 pipeline to the District. Option 2 would require a new turnout on the canal between the Thelmalito Forebay and Afterbay which would feed water to a new pump station for pumping through the Alternative 1 pipeline to the District. Only Option 1, connection to the Forebay, has sufficient head for pipeline flow by gravity to the District. Preliminary discussions with DWR indicate that connection into the forebay would be far more difficult than connection to the canal, due to the complexity of pennits and approvals that would be required. Both connection options are discussed in more detail below. Field surveys were conducted on July 11 and July 19, 2012. Surveys consisted of driving along accessible areas along the alignment to review conditions for pipeline construction. Figures la through 1 g show the field notes identifying general alignment comments and the locations of trenchless crossings (highways, existing canals etc ). The gravity pipeline (Option 1) would begin near where Hegan Lane crosses the UPRR railway and follows the UPRR alignment until intersecting The Midway (road heading southeast from Chico) and continuing on the same alignment as the pressure pipeline. The pressure pipeline alignment (Option 2) begins at The Midway and Hegan Lane and follows the Chico/Durham Bike Trail adjacent to The Midway for about 2.7 miles before veering away from The Midway and running cross-country along the former SNR alignment. The Alternative 1 alignment would continue along the SNR alignment another 13 miles until it intersects Tres Vias Road (Figures if and 1g) where the alignment would continue east about 1.2 miles to the Thermalito Forebay (Option 1) or continue south about 0.5 miles along Wilbur Road to the DWR canal(Option 2) Based on observations using Google Earth, portions of the SNR alignment between The Midway and Tres Vias Road appear to have been absorbed by the sunounding property owners. Most of the former SNR alignment in this area is now gravel agricultural access roads. There are several locations along the alignment that cross existing rice fields or orchards, and in one location there is a house on the alignment. The rice fields could be crossed following the SNR alignment by taking the crops along the alignment out of production for one season. The rice fields could be replaced in both the permanent and temporary easement areas following construction. If in the future the pipeline needed to be repaired, the rice fields would be temporarily taken out of service to access the pipeline, the repairs made and the crops put back into production. The orchards would require the removal of mature orchard trees. The trees could be replaced in the temporary easement areas following construction, but would not be allowed within the permanent easement. The house located on the alignment would require the pipeline alignment to deviate from the SNR alignment around the structure with a minimum 50 foot or so buffer. Alternative 2 Alternative 2 includes two new radial collector wells to be constructed adjacent to the Sacramento River, south of Highway 32 and approximately 6 miles of transmission pipeline following Highway 32 to the west side of Chico as shown on Figures 2a through 2f. Table 2 provides preliminary details on the recommended infrastructure under Alternative 2. WEST VDST A550CIATE5 10,6,436\00-1 2-17\wp\01 021 3_1I T HydratalicStudly Technical Memorandum January 25, 2013 Page 4 The Alternative 2 alignment begins at the Sacramento River and continues east along Highway 32 to the Chico District. A field survey was conducted on July 11, 2012. The field notes identifying general alignment comments and the locations of trenchless crossings (highways, existing canals etc.) are included on Figures 2a through 21 Table 2. Alternative 2—Preliminary Recommended Infrastructure("} ILength/Capacity Illfrastructure TYPe Recommended Unit Two(2) Radial Collector Wells 28(18) cfs(mgd) Water Treatment Plant 28(18) cfs(mgd) 42-inch diameter Raw Water Pipeline 31,000 Feet "1 Assumes surface water diversion is located near Hamilton City (°) Assumes baseload delivery of surface water supply The Alternative 2 preliminary alignment follows Highway 32 along the outside of the right-of- way. Caltrans typically does not permit longitudinal encroachments within its rights-of-way if there are other alternatives, therefore, it is anticipated that Caltrans would not allow the pipe to be placed within the existing Highway 32 right-of-way. This assumption will need to be verified during the next phase of the project. The alignment generally follows existing agricultural access roads or open spaces parallel to the Highway 32 right-of-way. The preliminary alignment crosses Highway 32 in three locations to avoid existing improvements or orchards. As the alignment nears the City of Chico, Highway 32 becomes bounded on both sides with curb, gutter and sidewalk with commercial businesses. If the pipeline alignment continues along Highway 32 from this location, the pipeline will most likely have to be installed within the Highway 32 right-of- way. This decision will be made once the location of the water treatment plant is determined. Both alternatives have similar construction, permitting, and easement requirements which are discussed below Con stru ction Installation of the pipelines for either alternative will be completed by either open cut or trenchless construction. Open Cut Construction Most of the pipeline installation would be by open cut construction where a trench would be excavated and the pipeline placed with a minimum of cover of about 36 inches, Open cut construction can be accommodated for project alignments with conventional pipeline construction equipment. Open cut construction requires a minimum construction zone to install the pipeline. The rule of thumb for pipeline construction is 1 foot of construction zone for each 1 inch of pipe diameter. Therefore, a 42-inch diameter pipeline would require 42 feet of construction zone along the pipeline. This zone width allows the trench spoils and pipeline material to be stockpiled alongside the trench during construction, and provides access for construction equipment. Where this width zone cannot be obtained to protect an existing orchard or because of existing structures along the alignment, the width can be reduced to a minimum of 20 feet. However, the reduced WEST Y05T A5SOCIATES n\c\436\oa.1 2-17\wp 01021 3_11 HydratillicSludly Technical Memorandum January 25, 2013 Page 5 width requires the spoils to be hauled off-site and pipe and backfill to be hauled back onsite. Therefore, construction becomes much more expensive. The estimated construction cost was prepared anticipating that most of the construction would have a full zone construction width. The full zone width does not need to remain after the construction is complete. Typically a 15 to 20-foot wide permanent pipeline easement would be obtained, centered on the pipeline, and a temporary construction easement for the remaining construction zone width would only be needed for the duration of the construction project. Once the project was completed, the temporary construction zone would be restored to its pre-construction condition. Trenchiess Construction 'Frenchless construction will be required where the pipeline crosses Highways 32 and 99 and the existing canals and streams that cannot be crossed by open cut Trenchless construction in these locations would most likely be completed using bore and jack methods which includes excavating a sending and receiving pit on either side of the crossing, then using an auger to bore under the crossing facility while pushing a steel casing in place. Once the casing is installed, the carrier pipe (water pipe) is jacked through the casing and the casing sealed off Permitting Environmental The following environmental permits are anticipated to be necessary prior to beginning constuction: • Environmental Impact Report • California Fish & Game Streambed Alteration Permit • US Army Corps of Engineers Section 404/401 Permit • Caltrans—Encroachment Permit for trenchless crossing of Highway 32 and 99 (several locations) and as may be necessary for the east end of Alternative 2 where the pipeline will be within the right-of-way,and as available to serve as a temporary easement for construction of the Alternative 2 pipeline. • Butte County encroachment permits (right-of-way of various roadways) • California Department of Industrial Relations, Mining and Tunneling Division- OSHA Underground Classification for tunneling operations (all trenchless crossings larger than 36 inches in diameter) • Canal owner encroachment permits (need to identify name and owner of canals to be crossed) • Department of Water Resources—Approval to connect to the Thermalito facilities for Alternative 1. This list of permits does not include the permits that may be required for the construction of the radial collector wells along the Sacramento River, or for the connection to Thermalito Forebay. During the next phase of the project, the permit requirements will need to be evaluated in more detail and confirmed. WEST VDST A550CIATE5 n 6,43 CA00-1 2-17\wp\010213_11T HydlratillicStudly Technical Memorandum January 25, 2013 Page 6 Temporary and Permanent Easement Requirements Permanent easements will be required for the pipelines that are not within existing road rights-of- way. Typically, for this size pipe, permanent easement widths would be 15 to 20 feet wide, centered on the pipe. Temporary easements parallel to the permanent easements are needed to construct the pipeline. For this analysis, a total easement width of 1 foot per diameter inch of pipe was used, consisting of a 20-foot wide permanent easement and the remainder as temporary easement. Alternative 1 It is assumed that the former SNR easement has been relinquished to the adjacent property owners and the permanent and temporary easements would have to be purchased from the adjacent property owners. The permanent easement for the Alternative 1 alignment will generally follow the centerline of the former SNR alignment, except be centered on the existing agricultural access roads. There are several locations where permanent easements within existing orchards will need to be obtained. The temporary easements will be obtained on the side of the permanent easement that minimizes the impacts to the adjacent properties. Alternative 2 One side of the permanent easement for Alternative 2 will be along the Highway 32 right-of-way, requiring the temporary easement to either be completely on the side opposite of Highway 32 or obtain approval from Caltrans to allow a portion of the Highway 32 right-of-way for use on a temporary basis. A majority of the Alternative 2 alignment has existing orchards on either side of the right-of-way which will be expensive to obtain. The tradeoff is that the construction costs will go up because of the limitation of the area to install the pipeline. For this analysis, it was assumed that existing orchard land within the proposed permanent and temporary easements would be taken. Alternative 1 Connection to Thermalito Facilities The Thermalito Forebay receives water from Lake Oroville via the Thermalito Power Canal. The Thermalito Pumping-Generating Plant, located at the forebay discharges water to the Thermalito Afterbay via a 9,100-foot canal connecting the plant to the afterbay. As described earlier, there are two options for connecting Alternative 1 to the Thermalito facilities, Option 1, connect to forebay through the concrete wing wall adjacent to the Pumping-Generating Plant, and Option 2, connect to the canal between the forebay and afterbay. A planning level hydraulic study was conducted for each option to evaluate the pipeline sizing for delivery requirements (pumping or gravity) for delivering surface water from the Thermalito facilities to the District. Both options were reviewed with DWR Operations and Maintenance Division to obtain their initial input. Option 1 — Connection to the Thermalito Forebay Option 1 includes core drilling a hole in the existing concrete wing wall adjacent to the DWR Pumping-Generation Plant, then installing a screened intake on the forebay side of the wing wall and routing the discharge pipe through the hole in the wing wall. Figure 3 shows a plan view of the connection point. Figure 4 show a cross section of the proposed intake. Water levels at the WEST VDST A5SOCIATE5 \43 CA00-1 2-1 71,wp 010213_1T HydratalicStudly Technical Memorandum January 25, 2013 Page 7 Forebay are estimated to vary between 222 and 224 feet. The ground surface elevation near the location proposed for the water treatment plant is about 191 feet. A hydraulic study for this option was performed and considered three potential pipeline sizes: 42-inch, 48-inch, and 54-inch. Table 3 summarizes the assumptions made for the hydraulic evaluation. Figure 5 shows a plot of the hydraulic grade lines (HGL's) for the pipeline diameters considered. Table 3. Hydraulic Assumptions for the Connection at Thermalito Forebay Parameter Value Water Surface Elevation At Therrnalito Forebay, ft msl 220 Elevation at City of Chico,ft ms1(4) 191 Flowrate, mgd 18 Alignment length,ft 101,000 Hazen Williams C-Factor 140 Minor Losses,ft(percent of Friction Losses) 5% Pump Efficiency 75% (a) Calculations assume water would be pumped to a new water treatment plant, located on the south side of Chico near the intersection of Hagan and UPRR Results of the hydraulic analysis indicate that both the 42-inch and the 48-inch diameter options would require the construction of a pump station, The 54-inch diameter pipeline is the minimum diameter pipeline required for gravity conveyance. Table 4 summarizes required pumping head and annual energy requirements if pumping at 18 mgd. Annual energy requirements are calculated assuming a maximum Table A contract delivery amount of 20,000 AFY, and a long-term average annual delivery of 11,700 AFY, based on the longterm SWP delivery reliability of approximately 59 percent of Table A amounts, estimated by DWR in its 2011 State Water Project Delivery Reliability Report. Table 4. Required Pump Discharge Head and Annual Energy Requirements Required Installed Pump Anntial Energy (a) Diameter, in Pump Head,ft Station Capacity, kw Requirement, lkwh 42 28 90 460M00 48 1 10 16,000 54 -12(b) (4/ Annual energy requirements based on the estimated annual delivery of 11,700 AFY,which is the estimated long-term SWP delivery reliability for a total Table A amount of 20,000 AFY Negative pumping head equates to gravity flow The benefit of this option is the ability to deliver water to the District by gravity. The disadvantage of this option is the lengthy approval process necessary to obtain DWR approval and the chance that DWR will deny the application. In DWRs initial review of this concept, it WEST YOST AS n\c\436\oo_1 2-17\wp\01021 3_11 I HydratillicSludly Technical Memorandum January 25, 2013 Page 8 was noted that engineering feasibility studies would be required for alteration of the existing structure, including seismic and structural analysis. Approval would also be required from the Federal Energy Regulatory Commission (FERC), since the facility is a licensed power facility, and from the State's Division. of Safety of Danis. Impacts to DWR's operation of Thennalito facilities and re-licensing efforts would also need to be considered as well. Option 2 - Connection to the Canal Option 2 would require the construction of a turnout on the canal and a pump station to deliver water to the District. Figure 6 shows the conceptual turnout on the canal. Because the canal is considerably lower in elevation than the forebay, this option would require a pump station. The hydraulic study for this option considered 4 potential pipeline sizes: 42-inch, 48-inch, 54-inch and 60-inch. Table 5 summarizes the assumptions made for the hydraulic evaluation. For the analysis it was assumed that the water surface elevation in the canal between the Forebay and the Afterbay is 130 ft. Table 5. Hydraulic Assumptions for the Turnout at the Canal between Thermalito Forebay and Afterbay Parmeter Value Water Surface Elevation in the Canal,ft msl 130 Elevation at City of Chico,ft ms10 203 Flowrate, mgd 18 Alignment length, ft 95,000 Hazen Williams C-Factor 140 Minor Losses,ft(percent of Friction Losses) 5% Pump Efficiency 75% c") Calculations assume%rater woUld be pumped to a new water treatment 4.nt, located on the south side of Chico near the inteisection of ThelfAdway and Hagan. For all pipeline diameters, a pump station would be required to convey water from the canal to Chico Distfict. Table 6 summarizes the results of the analysis and provides the required pump lift for each pipe diameter. Table 6. Required Pump Discharge Head and Annual Energy Requirement Annual Required Installed Pump Energy Requirement, (a) Dialleter,in Pump Head ft Station Capacity kw mown kwh 42 118 370 1.92 48 91 290 1.50 54 78 250 1111111111115111111111111111 60 71 230 1.16 {4 Annual energy requirements based on the estimated annual ddivery of 11,700 API,which is the estimated long-term SWP delivery reliability for a total Table A amount of 20,000 AFY. WEST YOST AS SOCIATE S \c\436\oa.1 2-17\wp\01021 3_11 HydratillicSludly Tee lmical Memorandum January 25, 2013 Page 9 A rough cost analysis comparing the cost of larger diameter pipeline with the smaller pump station sizing and annual energy requirements indicates that upsizing the pipeline is probably not warranted due to the length of the pipeline required and costs of the additional private temporary easements. This option is less desirable because it would require the construction of a pinup station, and there would be an ongoing energy cost to pump water to the District due to the lower water elevation in the canal. The benefit of this option is that DWR has many similar turnouts on their facilities,and approval for this option would be much easier than for the Option 1 connection. In preliminary review of this option with DWR, they indicated that this would be similar to other DWR facilities (e.g. the South Bay Aqueduct),where turnouts are routinely installed for State Water Contractors. COST ANALYSIS A cost evaluation was conducted to compare the estimated construction costs of Alternative 1 and Alternative 2. For Alternative 1, two options are considered: gravity pipeline at 60-inch diameter and pressure pipeline at 42-inch diameter. The cost estimate for the pipe construction was based on a base unit cost of$8.00 per diameter inch of pipe. The base pipeline cost was adjusted depending upon the area where the construction is to occur (construction category). Permanent and temporary easement costs were also estimated for the construction area. Pipeline cost factors and the permanent and temporary easement costs associated with each construction category is shown in Table 7. Table 7. Construction Area/Cost Factors Pipeline Permanent Easement Temporary Easement Construdion Category Cost Factor (per acre) i(pet acre) Aggregate Road 1.10 $10,000 $1,000 Bike Path 2.00 $0 $0 Commercial 1.25 $10,000 $1,000 Crop 1.00 $10,000 $5,000 Open 1.00 $10,000 $1,000 Orchard 1.15 $20,000 $20,000 Road 1.50 $0 $0 Trenchless 4.00 $10,000 $0 Permanent easement costs were based on 20-foot wide easement centered on the center of the pipeline. Temporary easement costs were based on the total easement required (1 foot per diameter-inch) minus the permanent easement and the construction category of the area adjacent to the permanent easement. The pinup station costs were developed from cost curves. Radial well costs were developed from estimates developed for a Llano Seco Ranch study. WEST YOST AS n\c\436\oo-1 2-17\wp 01021 3_11 HydratillicSludly Technical Memorandum January 25, 2013 Page 10 A summary of the estimated construction, capital and annual costs for each alternative is shown in Table 8. The annual cost stuflinal-y indicates that for Alternative 1, the additional cost to tipsize the pipeline for gravity feed is more than the annual energy cost savings. Table 8. Estimated Construction, Capital and Annual Costs (million $)14) Alternative 11 -Option 1 A1ti3rnative 1 -Option 2 Alternative 2-Radial Gravity Pipeline Pressure pipeline Wells and pipeline from Tillerrnalito frcri Thermals from Sacramento River IDesaiption Facilities to Chico Facilities to Chico to Chico Construction and Capital Costs Pipeline $51.8 $39.5 $10.4 Permanent Easements $0.5 $0.4 $0.1 Temporary Easements $0.6 $0.3 $0.05 Intake Structure/ Pump Station $0 $6.8 $7.4 Total Construction Cost $52.9 $47.0 $18.0 Total Capithl Cost $82.5 MillESEE111111 $28.1 Annual Costs Annual Revenue Requirement(b) $10.73 $9.53 $3.65 Annual O&M Cost(c) $2.65 $2.35 $0.90 Annual Energy Costs d) $0.00 $0.23 $0.11 Total Annual Costs $13.37 111111111111EES1111111111111111 $4.67 4.° Costs computed in December 2012(20-Cities ENR CC1 9412) Capital costs include 20%construction cost contingency and 30% linplementation multiplier for design,planting,construction services,and adininistration Totallinplementation multiplier is 156%((Base Construction Cost+20%)x 130%) 4") Annual revenue requirement estiriated at 13 percent,based on Cal Water planning estimates. Annual O&M costs assumed to be 5 percent of consb-ucbon costs. Annual energy costs estimatedl at$0.12/Mith CONCLUSIONS Two alignments were evaluated based on recommendations from Phase 1 of this study. Alternative 1: Pipeline from Therinalito Facilities to South Chico, and Alternative 2: Pipeline from Radial Well Collectors on the Sacramento River to West Chico. From a construction perspective, both alternative alignments can be constructed along the aligarnents outlined in this TM. The capital costs for Alternative 1 are about 260 percent of Alternative 2 costs, due to the significantly longer pipeline required to convey water to Chico. The analysis also evaluated connection options at the Thernialito facilities. Although a gravity pipeline would be possible if the tie-in could be made at the Therinalito Forebay, implementation would be significantly more difficult, due to the number of regulatory reviews that would be required. Additionally, the cost savings of not pumping do not appear to be significant enough to offset the increased pipeline cost required for a gravity pipeline. WEST Y05T A5SOCIATES n\c\436\oo_1 2-17\wp\01021 3_11 I HydratillicSludly Technical Memorandum January 25, 2013 Page 11 The next phase of the project should include additional evaluation of the each alignment including: • Identifying the location(s) of the water treatment plant to finalize connection points into the Chico District system. • Discussing the project with Caltrans and the suitability of obtaining a parallel permanent easement or use of the Highway 32 right-of-way for temporary easement, and the options for continuing further east on Highway 32 from where the alignment study ended(Alternative 2). • Conducting a preliminary easement acquisition analysis to further refine permanent and temporary easement costs • Continuing discussions with the Department of Water Resources regarding the connection to the Thermalito WEST VDST A5SOCIATE5 n 6,43 CA00-1 2-1 71,wp\010213_11T HydlratillicStudly raw.GNugurA&I III:.1d'1.3 Suree*Pnew..3.31sFW1.41'.ioi.:de...pmsnasrtffmwa hiliIrsIIu101 VIIII II jl J1!!k(('" I m u1''''' ''' ' 4"'''''' 1;,.,.. `YI' I I�O 1 I'lll !'' 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V { N P'^� I n 1,,, , I IIII"j I Il I(l I' � w IP Ise,a',Mn �adl �IIIV .N. { �)�I � "c,, it I II1lln (Iurllhr ^lY?,, jFIJ p �III QV dlll p ua„'N.I � �!^ II,,, ^^(( I } a I:' "PVN �F ;iPmINJ�aW"'1'il d,'uVWd11 YI o Iilll FPi� �l I.1 II. I ///I, Y �, 1'I, a�' IIII N�\�' L:� If 1i 1' 11 QNp'Y�' 'I III y,'.q,� ly II... 11 V. N ��IIr'�"" �II�II,IIYfI^�(I�n "mvi�„ IIII�ir17�1i r'llllllllllllilll�ll 6� �y.Vl” I �'IIN it l 11� vl�l�IIN 4/I�I+VIjN; N, I I'dN n M I„, ;; IYNIOIi uuiii p�. r'j1ll,� !)lir h�(I�V IVIIIUIIIII�1� nIIIII u „h^��"" " mwu yl °I...,. V ry ''r'MW"M"I^. M+'wW PSI) IIIf14N'N(vi�w;wu I:�I.. ))I� ,...^, s1 . (I �I�111I�rItl111U1,tll� ,,".' uMm N 9,I�.•pJ o o .J; , uJ.mT "d" 'oa " �" wM 1 I II a LE.6E.WC7 "P m ',' alr� "ro ..�...,.,�. x°10 rm 4rvWw,'.. WI Ip,".I '' a� Ni..q' ' I,ryn"':m!,w wlw.ln� Y.',,,,,,,,;i,'� '�,mq VII'pYl ,ilu ry„44,7 mN,', �II'�I q^ M�1 I!�V N��� ALnignmlmnR i3'N I 1 � )III �d & ' I 9W ref, a gdlw u IF q,' 1 .. AltemnatNe A1,ignm'mnt m III �III „III�YI pJ i � , V m. 41 0 I/ m, de) Fzstdng. M ( 11 I1� 1 YI V VIII It 7'eller er(A W 1 p p AI bM , W WV, 1,1'�16. 1 � i�^' j III ` Im Wi(I O�I'.rfp IG�' e,' .. IM 1 I IiM ''.4 p"'''', Agg,. Aggr'ar9 I '�h1 W 111 �I 1, 1r a II u0'w"1q .04,L,014;.4'0.11.,!:'4 I "Vv Ip W... GM.!'1 MNr � II h 'N pl 1, II ,� d &IIY M uY u�ry IIS �I r �� �¢� �1 V Jl,. + VI'I�IIIt. II �' 1pl., a :1:1,1,,/,,,,.,,,.,,„1;,,15z,/,,',.11,„! apl, l 1 v1° ,^01 I,,;NI'I IY'l/' 1 q11'I ��I" lill I'll if N; f ",.I I V MII 1Y1v11011 M VIII N \ !� 0 VMp w�rllN NI GI;�I,I^ Iii �1 °did' ql ° �N! i�N;Ihll III xgM�,u illi 4 V,I x111 1�1 JV pq'0. Y �'' :,:::::„:1:11,11:“:::: , ix;11v IywwwwwwIIIIle.ry111 p I' qp 1 'r m imin'aay a%ign'man4 study r..: ._.' 1 YIh I���"I 1", I mll uu" '. l �i,„114... I l.. In� m uum� ,uuy z and. m Wlh"hI 50° ,'P .5. 13 Caianaramrcigll EDilrtP�atlhl A]rinreway Un�da.rgn�cr�a:c:aess) -`""i!''+,.,..� ^Occaslion,a1 orchlard or lirlmgatunn Nines Par NI N �tiJ o� 'm'n amu Appergrg auuYgNie May Ise tai close C.umiitmal'.Ir�uaan�lmrk.u,�r� sa'arhuamn Jones Aire tl�s m„ Allrlrn'afirng gas r'gn2 F'IG&E. "fir cua�+N'unting.ggaman in lRC7Yvf.�..�..WW.W�..�'�..w'.W..,...�..'.wW W'...�.'....,�,...�„WW...��W.M � ..K�' .'., ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. .,t,....P' ., • 1 11111111111 IIIIIIIIII r, .' 10 1 !/ 1 �rwite rnmp3iretw mMbr'+ p�/CIi ' jt �u�cm//rcsrvattibtu��%a%mrc�/+ % fr �d 000/ , �j%i,/ leo /f% G 00000M v0 01 111111111 0 lo 01[*110100000 011 110 11 11,111,10''''1000010,00'1111111100011111111111111110 0 oll 0111100000010 II 111111000001101,1,1140 010 1111 II d- 01 1 FI I i'S eiti'''1411'/''''''`"ii'k,,,,,,,,N,,,,,,, ')IIIPAA111111'1,,,,e0,',/ GJ RE 1 wcl ''',„111 111111111111111111,1111 Iv,111, 1010 my " NNN1111111 � Cn s War 5vr�d� s fc 11,111111111111 1111 11111111,11 11,1,1111 1101111,,1 1111111 1111,11,1111,1111,11,1,1111,111 1„I „,i,fr II rda 11 11111111111401,',,,,,,11 1 11 1 1111100011 1 11 1111 11111111# ny1' n56ue1� 01100: IIIIIIIIII ; 11111111h1111 � irdJminary hffinrrrrcny° j° fi11 :1111001,i,,I,, ot,11.111110,0t J11111111111 PRELIMdUAdW� " FIELD NOTES � 111,1111111';IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111,11:111, Q '111141' 11 �aPiill,11,11 II � 1111,110 R. rl, G11 #1111111 11 11 "'VII 11141 ALIGNMENT 1, III 1 111111111111111111 ,,111110111#111111 011 1 11 1 111111111 SECTION 3111N 11111111 ,1,10111N IN 1, 1111 � r �� �V NNNIIN INIIIIIIIIIIIIIN Ill 111141 4111 11 11,414 4111, ,1 a� , 11 1 IIIN 14 NI., IN,41,11IN 1 110111111111111111 NNIINIIIIIIIIIIIIIIII0 1111,11 III 11,1111 ,Iii,111,11NNIN11011111 1111,0111111,11,111 1111 IN NIIIII II 111111 ,i 11 tItid 0 1011,,,,110,111111 oofil III III 11 1(11111 1,0 III i,'111,11,,,.°‘'"g,lirlifV111 0111111111 iv' 1,01111 lo i,11111111111111,1011 oloovIIIIIIIIIIILI, #1,,,, )11111100010111111110 11111111111111111111 1111 111 II 1 11 011 111 11 1 1"(4 iili 11 0 01 10111 0110,0 001 111 ' 111111111111111 11111 0100111111 "4"0001A1,11 111111111#11111#) 11 1110 11111111111111 Alooldooll 11‘11111111111,111111111'1111J1111,1[,[11,111)}111 1111„ 11 111111r11 1111.111 �fif� ''';',1,,111110111111 di 111111i11111 ,00 11111 11111111, ii 1 „111 ay, ��� . rsi !; ��ul . w� / llor ll 1 hLEGEND, F / 1110 0,11111111111111 11 II 111 0101010,11,111, ill Alig.t41; 111Ti'tIli � � ) ��� AggAggegaAea1 �!Vi' I �i . rnp � - 0 11) 111111 lgooviiill 1111011111 111,00 1 10111r Ph11111 111 rig 1:1111111 00000h0000 'VII 1111 11 fi iii i 01 ,11!0111„1,1„„,,„„„,„111000,1,11 lollirrrffroillliiiiiifritr 1 11 11116111000plo ,i,, 010 000000 0000000,0000010101001110°°°°°°ls00009000 00000 000000000000000000 0101010100000000100000 00000 00 110110011111111111111110° I 001101000 d 101 10000 111110000101110000'0'°f'''''°0000 1111111111111111100000 00000000000000000 0 I IMO 11 V1°11°1111 000101°111111 1010 110"°0 0 0 1 HI ;,10 000, , 1 10 001001000 101011010'°001110101001°P11°11 1 1100000000000000000000 11011111111000010000000° 'Ill'0000000100t0)1101011,,0,0001000000000°00000100000011°110000041011 10400000000070100 00000010010000000000000°° 100°°°°°° 101 o°1111111°0111111111"41111A111.i(° AO 1° °111°1111111111111P11° 11111°1111 l'iw°°' °°°1 1°1 11°11°111:1 1110114°'"If'100001i01111111011110 110;1 00f 0 °°,!°;:i,t,,01010000000'0°Yi00000000111111loolooloold0000000 001' 11111111111000 11°°°°°°°°°11111 1011110111°11111001,0;,°1000I0110 00 100°010 I 10100.1 011 00)°,0' 0001100000001 4°10° 111111111 1.4 1 u1,1' 11,,'ill 111 , ,11 11,4)1l'loglil'itli,///)'/:)/d)/,11')/),(l 11 1 01111„1111111111111011100111111010111111111111 111111 1 11111111111111110 1111111 1 iiiii1111a111111111110 Iv,1 111 1111 1 111111111111111111111111111111j1111 i001111111111111111111111111100000010 '1111111111111111111111 11111111111111111111 1'rovo 111111111111 ill 111110111111111111 1111741,d1l1111, 'n d1111111 11111 11171'P#11' ' ''1111111,1111J,11, ''1411' ,,,,4,,,/ ,,lo i,,,ii$11111111111,11,1 'rc 1111.11011111,111"1111 iii,,,,„ ill IIIIIIIII 0, 001 Doily la 00000000000000000001t 1111111.1110 �I1,1111114111111 III,I' 11 �, I'. N »��111111111111iluo 11, 1 4,0h F�relMklre ellgrransrd Olvalar'11 11111,10„111",',111111411O 11,11 ," r4c11 1. ,,,,11,01111d111 II 1, „111011111,111,100000000000000011111111 II' 1111111111111,11111,1,11111',1111.11111111111111111111111111;01,i* 1, t. 01.111111' 001011'la ill 1 oo ')111,11 gcwn 1el�red 0111 July 112 and a1 4 1111 111 ,,I0PaN111111011 11111111M 01111 reel l'It 2 la Unclear(no acceaa)_.. u. `p _1 (Eh 1'� �'ae� (Eh '11�rr�d !�>µ �E)Avgg Road Hauge 941. Pmw aaneetd Fswlkw«brc naeriirre m sm rvun alignment a9 QA{M'fi �1e Wyk f'. 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Ilfic .t1� 0,( � z/ v i;011 lt, 1,11,11,11111,111,11 I1�'� 1�� �� PRE LUMINARY Iloolhou. � I FUEL©NOTES.'� � (� ,,,,,i,,,0:,,,,,„,„;;,,, �Y / ALIGNMENT'1,, ( irr/ iiii SECTION 5 JII 11 1, lei ::1, (,) rrf �J �i Il 1 "("11,1,111"1"11,,,,,,11,10,,,,,,i,„,,,,„1„1"1111,,, f:," ', "11,[iiiiiii,,15„ii,iiliiiIIIII11,1;„1,,„„ii,iiiiiiliiii,i„,,i11,1,111,11,iiiili,,,iiiiiii:iiiiiilili'i,ii„,iiliiiiiiii,liiiiiii,:illi,1„,,iiiiii,i1,,I,iililiihi � '/ ilp %%/ rGulU �� hN 1111111111111tic, Ile, ,,i1111111111111111111111111111111111111'lliitiilitilgi1111111111111tiLitili,li,,IIIIIVIlelt,'„,,,,11,11,111,1',::(1',',„i',',111,1,11""""11111111111 r itt a� OrP Ur rr da/e { �� 1 1 I � ,/ /i(i , u unit' f )L119 III 11111111111111111111111111111111111111111111111111111 I 1 4411ft it 11„,,,„'„„„„,,,,,„„„1,,,„„„„„„„„„„„„„„„„,,,,.,',.,,g,,,/,,, i,; ,!;,,,,,,/; ,(/‘6),,c,010,10,0„01,!,„,1,,,,01,„,,,,,,,,,,,,o,,,,1„„;,,,,,0041,11MiM IIIIII m1,1,1,1))111,11111111111!!11111111111111111111111,11::1,111,1,1,1,14,1„1„12111s,,,,1„,,,,,,:,:,,1 �� J,,111111111111111111111 ,, � % ////�''11, �� ( ) lat g aye ///, a ,.., >.V�p � " �y1111111111111'n11111111'1,1,1,101111i11,111111111111111111111111111111111111 j fili,:17 44,.110,1;,11;14T,4,'1'1'11111,q,,111'1111111111111111,1'111111111111111411111111/k4i,j1,1111,14,11,11,11,11,11,11,11,11,11,11,11,11:,11,11;,;1:,:1,:::: .1„ 11 1111i "1III �� :� "� .V1-. gggreg e 11 V)7 i'dl 11'1111i mIlli 11 hilii'ill'I';',';',1(111'1(111111111'111'1!),I',11,,I,H,,,,:,1„1,,:,„,„,,„„,,,,111,1„:„:1111,1„,„,„,„„,„,,,:::1„,,,„„:111„Alikil)1;:.. , III 1 ,,,,,1111111,11„1,„„0,,,),.„,.....„„„1„,„0,11,111„,,„1„,00,:5 1,,,,,,,,,,111111 „ ,„,,,,,,11 „� 11„,„,„111,1„1„1„,,,,„„1,1,,,„,„, „„,,„,,,,,„,,,,,,,,,,,,,,,,,,,,, 1 ,y),,I,,TA,,I,,,I,11.1,111P ',i11,14,11111!11,1,!,'1,V,11,111111,11,11,1„,111111111(1114,1111111,1,1,1,1,1,1,0,,,le, )) 111'011111111P N ',,,,11,11,..,1111,,,,,„),„1„.,,,,,,,,,,,,,,,,,,,,,IIIIIIIIIIIII,„11„„„,11.111„1 1„,„,111111„111111,11.111.1,111„„ 1 1 1 ,,, 1,„(11,111,11„,,,,,111„,„,„„„:„,,,,,,,,,,,,,,t1,,,,,,,„,„,1,,,,,„„„ ,11„,.,„,,fr. , , i 11' 'I \ili'l,,,),,,:1:,11111111111:Nt14,,,11111110,114p41,111,111 i,,, /„, / prelierir�s ell mmrerut � �jry'l I�911 ��II I IIID r� / ., I ,,d1,71,1,1,,„119. em..�w�Vy"t2 amd �ff,1,1111l, r %/////% U/111 „✓,91 . I II VIII Ill�177kJ���lrin IIL I�q,e 20iA3. Reserve mR nnre sent. 83 Rami Fed', Orchard E •>..R POssibly use rnreims eRf ,I rekosid crossing be selPIY,mrp .,, chane gra�aw'Id IPIr ,^' `, uvw��,�,megE,%:.1444Maa1,cr��,.,�or:.w�.wr<uxrrr,!r,.pW:ar.n r•".,„<•za.l;tl, fa .,m VIII u n,'�r�illl 14i ;Ip �,^h n liim+npmr(N, w'II'1 "" li:111'1:1'1:IVIII)IIIII')I)III)'Ml!S,Itll'ill'I'I'I'I'I'I'I'I'l'I'lIIIIIIII‘llVIVIVIVIVIVIVIVIVIVIIIIIPIIII,jjjil P 41111)1,‘„;' AIII v f � ILII V "ti4Vll";'I,'' IIUIQIIIIIIIIIIiiiIIIIIIIIIII111, VI�"i ,41,11,0, „w,,,,,,I� J ra ” 11111 V c @ , IIIV1111Y, d �f+ui u«uuiiiuuliiiiiil''';',',1,„„,r,,,,,,10)1)/01,1(, '''''Iil''',011lll 11 Iu „,lob/ ' w „11q I ISI, gQ�iR dIpuil! z ..................i...........t...................Fi..�...................../......%.......r............................................................................................................................1..I............................................................................................... ... .............................................................................................................................................�.......................................................................................................................J.... . rli 1111;111111111100100000008911111,11(!li illiNg71/1) , /fu(,liff,,,o,ijirig..rr. ;,r " //Yfry . ey �/ . p /ii � d / %; i 1 o ....................................................... gri...,,i0A,,,,,;,,fir!illi,", hot 114 ( 'f' % a 11111 V1111111110000000000000000000000001111111111111111111111111111111111100019!1]Nil IO i �» � hV a 1 � j � / l 0 '010111 1011'1000000000000000000000000000000000000000000000000 00001 01 'll 0010 00 0000°1°0 01000000 00910°000 4000000 0010 0000 0°°°°lit°g't01,10000001 k 111100 50141 0,00,1 0,00,00,0001,00 0,01010 !000050000000)0„,00000000000000000000010 0:000,0000000000000000000000000000000000000000000000!000!00044)IVR110 '1001 ��1 iA�� .•` ' :.!! f iiilil,(\ ,%$k,ft, ,, ),?1?1?1?1?1?1?1?1?1?1?1?1?Itt i01, IfI1� r 'Ill °I°1°'1''� " r FIGLIRE 2a IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1Q'AiISala JSartrc Q.c p Iryaa ma 11 111„10,00 ny !1111,t 1 1106' grirgli sNi a�artyaa �wsc�uy //v NI, iYEE /ilPRELIM urRw �IFUEL©NOTE UGUMEUT , 11111111111111111111111111111111111111111111111111111111111111111111111111111101 11111111111111111111111111111 1111111)) 111 if na1. II "; lW SECTVCU 1 11111111 11111111 pttOgitit111:i11°1,1'11): )1 \11111111Ifllyili1'''11111111111111111111111111111111111111111111!11 ''' 1111,11111111111 �� ' � J/�/ lrI��ii, " - N� �/v �iii����/ �iiI,��ri� ":�r..i emm iiio .,�r 1 �fI 11,f,/�lIAt1 " �7� i/�0 r�,< i yrr��f%/,��w�� „p2),,, 1111111111,4117;111111 f wHia��w�u - ";. J f rr / n ', . 1 �/�r//,/� �/rJ�%;�;/I��//r f�i� r�j ii , C" ,,a //,/,/(40//,` � /� ��� ^I�/ �i //�r / /� �/�� - r,/,�l YE/d/i/f I L �� �i II_ ��/ � i/� /% � /,/ /2/ ���� / ��T'fii,/� �/�rf ���� � EG.ENeeDn �a /�/ ,� � � �' fI a, ^ �, �� �r1 ://(/ /`,/(I(// �� / fl�/ aPiwwaw mga ftfh % ' � / �,%%�io,liI r (6,,,,,,,,,ljt,,,,,,Iii#0,s,,,,,,,,„,,. i i ,ii(tl / h� 5 � �a ,, / / rJ l lr,� �; nr � 111,11. 11 // r41,001,;,/,';', � //j , .- t � � I � flor �i� /� /i7� (E) Existing Ik11I1IIIRiiIF'I!I! iIVIiV) / 1/111 l?',tii'll„pf,f,,11?1)),l'ii }',',$;2(4,1,A ,‘Ii)'10`iiil'z'/'/i/I'',)/i\it a 0 /VI, ' 0I a 1}1 r ° } P1.PnePoimdtarvf ailgrea&slui , gy a2. (E)Paved Road (E)Agg.Road' Pine Creek N'aticnal'Vkilgdife Refuge ■ "f Con1rne Location of .LL..,. Cyrllectclr -. MO Read ,.. .,.-.'— ,.-- Sc5c elon,4-4 ¢ ,E.,,