Document Modesto_doc_6ddd1dec81

7041 Koll Center Parkway, Suite 110 Pleasanton, CA 94566 Phone [PHONE REDACTED] Fax [PHONE REDACTED] e-mail: [EMAIL REDACTED] TECHNICAL MEMORANDUM DATE: March 30, 2010 Project No: 418-02-07-22 TO: Jack Bond, City of Modesto CC: Rich Ulm, City of Modesto Jim Alves, City of Modesto Glenn Prasad, City of Modesto FROM: Charles Duncan Polly Boissevain SUBJECT: City of Modesto’s 2010 Water System Engineer’s Report Evaluation of the Buildout Water System for the Contiguous Service Area – Option A (Buildout System Evaluation TM) This technical memorandum (TM) presents an overview evaluation of the City of Modesto’s (City) Sphere of Influence (SOI) buildout water system for the contiguous service area and its ability to meet the City’s recommended performance and planning criteria under buildout demand conditions. The evaluation presented in this TM assumes that a supplemental water supply would be received from the Turlock Irrigation District (TID) via a Regional Surface Water Supply Project The and associated City-Side Improvements needed to receive that water supply are described in the sections below. This TM contains the following sections that describe the data and methodology utilized to evaluate the City’s buildout water system of the contiguous service area:  Background  Contiguous Service Area’s Water System Demands  Contiguous Service Area’s Buildout System Evaluation  Contiguous Service Area’s Buildout System Evaluation Results  Contiguous Service Area’s Buildout System Summary of Recommended System Improvements This TM does not evaluate any system facilities or system performance for the outlying service areas, such as Del Rio, Grayson, Hickman, Turlock, Waterford, and Ceres (specifically the Walnut Manor neighborhood). These outlying service areas are addressed in subsequent TMs, (Appendices F through J) with the exception of the Walnut Manor neighborhood, which is assumed to be completely built out. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 2 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE 1.0 BACKGROUND West Yost Associates (WYA) conducted this evaluation by using a model developed after the Existing System Evaluation TM (Appendix D) was completed, at which point, the improvements needed to eliminate the existing system deficiencies were incorporated into the model. Additional planned system improvements were also incorporated into the model to provide sufficient water supply and distribution service to existing and future customers under buildout water system demand condition. These system improvements include:  Transmission pipeline grid for Comprehensive Planning District (CPD) areas,  Infrastructure within development areas,  New and replacement groundwater wells,  City-Side Improvements needed to utilize the increased flow from the completion of the Modesto Regional Water Treatment Plant Phase Two Expansion Project, and  Facilities required to integrate a into the City’s water distribution system. It was assumed in this analysis that all of the recommended CIP improvements from the Existing System Evaluation TM (Appendix projects currently in design or construction, and any additional recommended wells and facilities for planned developments will be fully constructed and operational prior to the implementation of the Buildout Water System infrastructure and facilities. Because of water rights issues concerning the place-of-use for water supplied by the TID for a this evaluation includes a discussion of the recommended facilities to allow the City to operate the South Modesto system somewhat independently from the North Modesto water system. 1.1 TID Supply Source The City is currently pursuing the option of participating in a with TID supplied water to provide an additional supply source for customers in South Modesto. Planned facilities for this project can be divided into two categories: regional improvements likely to be owned and operated by a Joint Powers Authority (JPA) formed by the participating Cities and local improvements owned and operated by each respective City. The regional facilities include a surface water treatment plant initially sized at 40.5 mgd (final size has not yet been determined) and transmission pipelines for water conveyance to four cities: Modesto, Turlock, Ceres, and Hughson. This analysis identifies the local, City-Side Improvements required for the City to use this additional supply under the buildout scenario for the contiguous service area. According to the Final Environmental Impact Report (EIR), the plant is expected to be operational and delivering water between 2010 and 2011. However, based on the current schedule, and for purposes of this TM, it is assumed that a will be operational in 2013. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 3 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE The proposed currently includes a single 30-inch diameter turnout for the City at the intersection of East Whitmore Avenue and Morgan Road. It is recommended that the City construct a storage tank and booster pump station at or near that location. To convey water from the tank to the distribution system, it is recommended that the City construct a transmission main in Whitmore Avenue from Morgan Road to Carpenter Road and then northward in Carpenter Road from Whitmore Avenue to Hatch Road. This transmission main should vary in diameter from 24-inch to 16-inch and have approximately 5 connections to the distribution system, as indicated on Figure 1. The recommended sizing for these facilities is described below in the Buildout System Evaluation discussion. 1.2 Buildout System The contiguous service area buildout system evaluation includes an analysis of water storage capacity, pumping capacity, and the buildout pipeline system’s ability to meet recommended performance and design criteria under Maximum Day demand plus fire flow and Peak Hour demand scenarios. The evaluations, findings, and recommendations for addressing the identified water system deficiencies during buildout demand conditions are included in this TM. In addition, a description of the recommended Buildout System CIP to implement the proposed improvements is also included with an estimate of probable construction costs. 2.0 CONTIGUOUS SERVICE AREA’S BUILDOUT SYSTEM DEMANDS As discussed in the Demand TM (Appendix there is no precise way to measure customer water use due to unaccounted for water and the City’s current billing procedure of having some residential flat-fee accounts, except to select and set a baseline demand equal to a production quantity at some specific point in time. Thus, throughout this TM (and the other related TM’s), by definition, the system wide baseline demand (“demand”) includes both customer water use (the amount actually measured and billed) and unaccounted for water (unmeasured system losses). For this analysis, the Average Day production of 2006 was set as the baseline demand from which future demand distributions were built. Since the baseline demand was established as equal to production, it was assumed that future projection of water demands would also equal production. Water system demands have been estimated and projected for the contiguous service area (not including the outlying areas of Del Rio, Grayson, Hickman, Turlock, Ceres (Walnut Manor), and Waterford) during a buildout scenario. All water system demands include a 15 percent estimation of unaccounted for water (UAFW), as defined above. The existing water system demands, and projections of the buildout water system demands are discussed below. The calculation of the peaking factors used to estimate the Maximum Day demand and the Peak Hour demand are documented in the Demand TM (Appendix B, Table The Maximum Day demand peaking factor is estimated to be 1.75 times the Average Day demand, and the Peak Hour peaking factor is estimated to be 2.46 times the Average Day demand. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 4 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE 2.1 Existing System Demands The estimation of the existing system water demands are documented in the Demand TM (Appendix B) and summarized in Table 1. For purposes of this evaluation, the demands in portions of the contiguous service area that are located south of the Tuolumne River (South Modesto) were separated out since a supplied with TID water can only be used to serve those areas. Due to the fact that South Modesto and North Modesto are hydraulically linked, there are areas located in South Modesto that receive supply from North Modesto. Specifically, these areas include, but are not necessarily limited to, customers north of Tank 3 along the 18- inch diameter pipeline on Zeff Road and in North Ceres bordered by South 7th Street, Bunker Avenue, River Road, and Hosmer Avenue. Table 1. 2006 Contiguous Service Area’s Demands(a) South Modesto Area(b) Contiguous Service Area Demand Condition Gpm mgd gpm mgd Average Day(c) 4,861 7.0 46,625 67.1 Maximum Day(d) 8,472 12.2 81,594 117.5 Peak Hour(e) 11,944 17.2 114,698 165.2 Demands include the existing system demand presented in the Demand TM (Appendix Demand does not include outlying service areas of Del Rio, Grayson, Hickman, Turlock, Ceres (Walnut Manor) and Waterford. Demands include areas south of the Tuolumne River (South Modesto) within the contiguous service area that are hydraulically supplied by sources in South Modesto. Source: South Modesto Interim Water Supply Study, October 2007. That study estimated Maximum Day demands in South Modesto and derived average day and peak hour numbers using system-wide peaking factors. Average day and Peak Hour estimates have been re- calculated using peaking factor estimates from the current study. Average Day demand was provided by City staff (2000-2006 Water System Summary by Year.xls) in December 2007 [presented in the Demand Evaluation (Appendix B, Table Maximum Day demand is 1.75 times the 2006 Average Day demand. Peak Hour demand is 2.46 times the 2006 Average Day demand. 2.2 Buildout System Demands The system demands at buildout for the City were estimated based on the projected buildout land use information provided by City staff and the unit water use factors as described in the Demand TM (Appendix The buildout demands include a 10 percent reduction in existing residential water use to account for anticipated water use reductions as the City implements its metering program. The projected buildout demands were allocated into the existing model using the model’s Demand Allocation/Pro and are summarized in Table 2. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 5 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE Table 2. Projected Buildout (2038) System Demands for the Contiguous Service Area(a) South Modesto Area(b) Contiguous System Area Demand Condition gpm mgd gpm mgd Average Day 6,512 9.4 68,190 98.2 Maximum Day(c) 11,395 16.4 119,333 171.9 Peak Hour(d) 16,019 23.1 167,748 241.6 Demands include the existing demand, interim demand, and accounts for demand increase due to UAFW. Demand does not include outlying service areas of Del Rio, Grayson, Hickman, Turlock, Ceres (Walnut Manor) and Waterford. Demands include areas south of the Tuolumne River (South Modesto) within the contiguous service area that are hydraulically supplied by sources in South Modesto. Source: South Modesto Interim Supply Study, October 2007. Numbers are adjusted to reflect anticipated water use due to the City’s metering program. Reductions assume the same residential mix for North and South Modesto. Maximum Day demand is 1.75 times the Average Day demand. Peak Hour demand is 2.46 times the Average Day demand. 3.0 CONTIGUOUS SERVICE AREA’S BUILDOUT SYSTEM EVALUATION To meet the buildout demand presented in the previous section, it is recommended that the City construct additional infrastructure, including storage tanks, booster pumps, and piping. In order to appropriately size the recommended infrastructure, analyses addressing the following system performance elements were conducted:  Future System Infrastructure Additions,  Storage Capacity Evaluation,  Pumping Capacity Evaluation, and  Critical Supply Facilities The results of the infrastructure analyses are described below. 3.1 Future System Infrastructure Additions Additional transmission pipelines and water supply facilities are required to serve the increased demands under the buildout scenario. For this TM, considerations were also made for sizing infrastructure specific to integrating a into the City’s water system. In addition, the phasing of the additional infrastructure based on the needs for the buildout scenario is presented below. 3.1.1 City-Side Improvements Related to a As discussed above, the City would need to construct local improvements to accommodate the flow and distribute surface water to customers in South Modesto. Since the TID surface water supply will be contracted specifically for use in South Modesto, a minimum 7.2 MG terminal tank was sized based on South Modesto buildout system demands (Table ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 6 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE Table 3. South Modesto Terminal Tank Sizing Criteria and Storage Required at Buildout(a) Storage Component Criteria Storage Required, MG Operational 0.25 x Maximum Day demand 4.1 Fire Flow 4,000 gpm for 4 hours plus 2,500 gpm for 2 hours 1.3 Emergency 1.00 x Average Day demand 9.4 Total Storage Requirement 14.8 Tank Storage Available Emergency Groundwater Storage Credit Actual Storage Deficiency(d) 7.2 Additional Terminal Tank Allowance 0.25 x Average Day demand 2.4 Recommended Tank Size 9.6 Based on South Modesto specific buildout demands presented in Table 2 above. This calculation does not consider the entire contiguous service area. Storage available includes Tanks 3, 7, 8, and 10 and assumes all four tanks are operational. Emergency groundwater storage credit is based on the total pumping capacity of the existing South Modesto wells in service that have generators for backup power or are recommended for backup power (excluding wells that pump to tanks). Well 49 has backup power and is to be returned to service. Wells 100, 216, 217, and 284 are recommended to have backup power installed. This recommended tank size is subject to change depending on the actual delivery flow that will be determined as part of the City’s participation in a A subsequent pre-design evaluation will be required to determine the exact size of the facility. In addition to the system storage components presented in Table 3, a “terminal” storage tank is typically sized to hold an additional terminal storage component, which is usually at least 25 percent of the water treatment plant average day production, based on typical engineering practice. However, since the City will not be receiving the full production capacity of the water treatment plant, it is recommended that the proposed terminal storage component of this facility be based on the average day production delivered to South Modesto from the plant. A final average day production delivery amount has not been determined, so a volume of 2.4 MG using the projected average day demand for South Modesto (9.4 x 0.25 = 2.4 MG) is assumed. The total volume of the “terminal” storage tank (South Modesto Terminal Tank) will need to be reevaluated when the actual delivery flow has been decided. The incoming supply from the is expected to be a constant flow, so it is recommended that the City construct a booster pump station at the terminal storage tank facility with an initial minimum firm pumping capacity of 11.5 mgd, as recommended in the Evaluation of TID Water Supply Project Quantities to be Requested by City of Modesto for Use in the South Modesto Service Area dated June 2003 by WYA. Similar to the terminal tank sizing, the actual firm pumping capacity of this facility should be revisited when the final size of the tank and actual delivery flow has been determined. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 7 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE Transmission pipelines to convey the new surface water supply to the existing South Modesto distribution system are required as part of the City-Side Improvements, and are shown on Figure 1. Using information provided by results from the hydraulic model, specifically head loss and velocities, it is recommended that a 24-inch diameter transmission main be constructed along Whitmore Avenue from the South Modesto terminal tank, near Morgan Road to a proposed connection near Tank 7 (intersection of Whitmore Avenue and Tucson Avenue). It is also recommended that a 16-inch diameter pipeline be constructed from Tucson Avenue to Carpenter Road and along Carpenter Road north to Hatch Road. In addition, five recommended connection points and sizing are listed below in order of distance from the South Modesto Terminal Tank: 1. 16-inch diameter connection at Whitmore Avenue and Morgan Road 2. 12-inch diameter connection at Whitmore Avenue and Nickerson Drive 3. 16-inch diameter connection at Whitmore Avenue and Crows Landing Road 4. 12-inch diameter connection at Whitmore Avenue and Tucson Avenue 5. 16-inch diameter connection at Hatch Road and Carpenter Road It is recommended that all of these facilities be constructed as one complete project prior to the City receiving deliveries in order to accommodate the new supply source. 3.1.2 Buildout System Improvements In addition to the Existing System CIP improvements recommended in the Existing System Evaluation TM (Appendix specific pipeline grids and other recommended improvements were added to the existing system infrastructure to represent near-term developments, for which planning information is available, based on information provided by City staff and various developers (see Figure Some of the developments are in preliminary planning stages, so no infrastructure could be added to the hydraulic model for these specific developments. The developments, with associated pipeline improvements and detailed demands, that were added to the model include:  Promenade  Woodglen  Pelandale-McHenry  Martin (aka Rose Villas)  Tivoli  Kansas-Woodland (aka Kansas Avenue Business Park)  Fairview Village (including Westport Landing and Bava Brothers)  9th and Carver  Cornerstone Business Park  Kiernan Business Park East ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 8 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE  Kiernan Business Park South  Riverdale Water System Other facilities that were added to the existing system improvements to represent near-term system infrastructure included:  Groundwater Well(s): FMC and Tivoli  Storage Tank(s): South Modesto Terminal Tank (related to the TID  Pipeline(s): City-Side Transmission Mains (related to the TID  Pump(s): Booster Pump Station at the South Modesto Terminal Tank and an additional pump at the MID’s Terminal Reservoir Since specific plans for some of the buildout developments are unavailable or currently do not exist, it was assumed that a pipeline grid with a minimum 12-inch diameter would be constructed along the outskirts of the existing contiguous service area to grid out the planned buildout land use. In addition to this pipeline grid, additional groundwater wells associated with planned developments were included to complete the proposed buildout water system improvements, as illustrated on Figure 3. 3.2 Storage Capacity Evaluation The principal advantage that storage provides a water system is the ability to help equalize the fluctuating demands otherwise placed on the supply source production and transmission facilities, along with meeting peak demands quickly (i.e. fighting fires, emergency source in case of supply failure, etc). The contiguous service area has two forms of available storage: at grade storage tanks and the groundwater basin. Together, these two types of storage must be sufficient to meet the water system’s operational, emergency, and fire flow storage criteria. The volumes required for each of these three storage components are detailed below:  Operational Storage: 25 percent of Maximum Day demand;  Emergency Storage: Average Day demand for one day; and  Fire Flow Storage: the required maximum fire flow multiplied by the fire flow duration period, as required by the City of Modesto Fire Department. However, two simultaneous fire flow events were assumed for storage to provide a more conservative fire flow storage estimate (appropriate for a larger municipality like Modesto). The largest fire flow of 4,000 gpm for the duration of 4 hours and a smaller multi-family residential fire flow of 2,500 gpm for the duration of 2 hours were assumed for this evaluation. As illustrated on Figure 3, the proposed buildout water system will have thirteen at grade storage tanks (9 existing, including 2 owned by MID, plus 4 proposed) in the contiguous service area. The groundwater basin will be used for a portion of the recommended storage volume and system pumping capacity. The recommended storage volume includes a groundwater credit which is described below. For the system pumping capacity, the groundwater basin can use the ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 9 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE reliable firm groundwater pumping capacity (60% of the total operating well pumping capacity), which is further described in Subsection 3.2.1. Though these groundwater facilities are capable of being counted toward these system needs, sufficient water transmission facilities must be available from these supplies to distribute this water to demand areas. Credit for groundwater storage can be used to satisfy the emergency storage requirement; however, sufficient transmission facilities must be available to distribute this water to the demand areas. Emergency groundwater storage credit is equal to the production capacity of wells in service that have generators for back-up power (wells that pump directly into storage tanks are not included). On a system-wide basis, the minimum credit is equal to zero, and the maximum credit is equal to the recommended emergency storage capacity (one day’s worth of Average Day demand). On an individual well basis that is equipped with back-up power, the minimum credit is zero and the maximum credit is equal to the pumping capacity of the well. It was assumed that all new groundwater facilities proposed in the interim and buildout systems would have auxiliary power installed. The calculation of the required storage volume, including the groundwater emergency storage credit, is discussed below. 3.2.1 Buildout System Storage Capacity The buildout water system infrastructure was evaluated to determine whether there is sufficient capacity to provide the required operational, fire flow, and emergency storage to the contiguous service area at buildout (Year 2038) demand conditions. In order to determine the needed buildout storage facilities, this evaluation included an analysis of the existing storage facilities, improvements recommended in the Existing System Evaluation TM (Appendix and a groundwater credit determination; all of which are summarized in Table 4. With these existing and proposed facilities constructed and operational, the City has a projected buildout water storage capacity deficit of 38.8 MG, as shown in Table 3. If the emergency storage credit is maximized by adding additional auxiliary power to a number of existing and planned wells (for an additional credit of 33.8 MG), the storage deficit drops to 5.0 MG. This would require the addition of auxiliary power at 25 existing and planned groundwater wells (Table B1). Several locations in North Modesto have been discussed for the construction of additional storage to satisfy the 5.0 MG storage deficiency shown in Table 4. These locations include:  Near the existing MID owned Terminal Reservoirs  On the site of Tank 4  On the site of the proposed North Tank  On the site of the proposed West Tank At this point, the preferred location of the additionally required storage facilities is adjacent to the existing MID owned Terminal Reservoirs on a City-owned property. Constructing the additionally required storage facilities at that location may eliminate the need for additional pumping and conveyance improvements, thus lowering the capital costs relative to alternative sites. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 10 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE Table 4. Comparison of Available and Required Buildout System Storage Capacity for the Contiguous Service Area(a) Storage Required, MG Storage Component Criteria South Modesto(b) Contiguous Area(c) Operational 0.25 x Max Day demand 4.1 43.0 Fire Flow 4,000 gpm for 4 hours plus 2,500 gpm for 2 hours 1.3 1.3 Emergency 1.00 x Average Day demand 9.4 98.2 Total Storage Requirement 14.8 142.5 Existing Tank Storage Available (3.5) (18.1)(d) Proposed Tank Storage (21.2)(f) Emergency Groundwater Storage Credit (64.4)(h) Buildout Storage Deficiency 0.0 38.8 Additional Emergency Groundwater Storage Credit 0.0 (33.8)(i) Actual Buildout Storage Deficiency 0.0 5.0 Information representative of only the Modesto contiguous service area and is based on the Demand TM (Appendix which includes Salida, Empire, South Modesto, and North Ceres. Information only includes facilities within service area in South Modesto and North Ceres. Demands include South Modesto demands. Storage available (Table 2 of Appendix A, Facilities Inventory TM) includes 10 MG in the MID owned Terminal Reservoirs and 0.7 MG in Tank 10 (the Galas Subdivision Tank which has recently become operational). Includes the proposed South Modesto Terminal Tank (Table The volume of 7.2 MG was calculated so that the actual storage deficiency in South Modesto at buildout would be 0.0 MG, as shown. The total South Modesto Terminal Tank requirement is 9.6 MG, which also includes an allowance of 2.4 MG, which is assumed to be dedicated to WTP operations, and not available for system use. Proposed Tank Storage includes City-Side Improvements previously identified in other TMs and related to the Phase Two Expansion (North Tank, Industrial Tank, and West Tank, with a total capacity of 14 MG), and the proposed South Modesto Terminal Tank (operational portion at 7.2 MG). Emergency groundwater storage credit is based on the total pumping capacity of the existing South Modesto wells in service that have generators for backup power (excluding wells that pump to tanks): Wells 100, 216, 217, and 284. Emergency groundwater storage credit is based on the total pumping capacity of the existing wells in service that have generators for backup power and wells proposed to have backup power installed, per recommendations in the Existing System Evaluation (See Appendix D, Table A-1). The maximum credit is equal to the recommended emergency storage capacity (one day’s worth of Average Day Demand). Emergency groundwater storage credit based on wells proposed to have backup power installed (see Table B-1) to maximize the emergency groundwater storage credit. Credit computed in Table B-1 is 34.1. Only 33.8 mg can be applied to emergency storage need, since total emergency storage credit cannot exceed emergency storage requirement (33.8 MG + 64.4 MG = 98.2 MG). 3.3 Pumping Capacity Evaluation The pumping capacity from wells and booster pumps associated with storage tanks within the contiguous service area was evaluated to assess their ability to deliver reliable firm capacity during high demand conditions for the buildout scenario. Therefore, the total pumping capacity ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 11 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE was reduced to account for pumps that are expected to be out of service at any given time due to mechanical breakdowns, routine maintenance, water quality, or other operational issues. For each booster pump station associated with active storage tanks, firm booster pumping capacity is defined as the total booster pump station capacity with the largest pump out of service. For groundwater well pumps, the firm groundwater pumping capacity is defined (as presented in the 2005 Hydraulic Model Update) as equal to 60% of the total groundwater production capacity from all operational wells for one day. As a result, a firm pumping capacity from the groundwater wells of approximately 48,392 gpm (60 percent of 80,653 gpm from Table 5) can be assumed available to meet peak demands under buildout system conditions. 3.3.1 Buildout System Pumping Capacity The two pumping capacity criteria for the City’s system are:  To have sufficient reliable firm pumping capacity from supply sources and storage tanks to meet the greater of either a Maximum Day plus fire flow demand or a Peak Hour demand, via all available wells and booster pump stations, and  To have sufficient reliable firm pumping capacity from all supply sources Terminal Reservoirs and South Modesto Terminal Tank, supplemented by groundwater wells) to meet a Maximum Day demand. For the analysis of pumping capacity from supply sources and storage tanks, the Peak Hour demand for both the contiguous service area and south Modesto area is the larger of the two demand conditions. For the South Modesto area, there is a 9,091 gpm surplus under the Peak Hour demand condition (Table The projected buildout booster pump stations and groundwater pumping capacity for the contiguous service area is 167,700 gpm, as detailed in Table 6, indicating a nominal deficit of 48 gpm. However, as indicated in Table 6, there is a large surplus is in South Modesto. Therefore, there is a corresponding deficiency of 9,139 gpm in north Modesto (9,091 gpm + 48 gpm). This deficiency can be remedied with the installation of additional groundwater wells in the distribution system or new booster pump station capacity associated with new storage. To meet Maximum Day demand conditions for the contiguous service area, the City will rely on the and South Modesto Terminal Reservoir supplies supplemented by groundwater wells. The reason non-terminal storage tanks are not included in this calculation is because each tank only holds about 4 to 6 hours worth of supply under a Maximum Day demand scenario (not a long enough duration to warrant inclusion). ---PAGE BREAK--- Station Status(a) Backup Power Pump 1, gpm Pump 2, gpm Pump 3, gpm Pump 4, gpm Pump 5, gpm Pump 6, gpm Total Capacity, gpm Firm Capacity(a), gpm MID Terminal Reservoir(b) Active Y 13,900 13,900 6,950 6,950 13,900 13,900 69,500 55,600 Tank 3 Active Y 600 600 600 600 2,400 1,800 Tank 4 Active Y 950 950 950 910 3,760 2,810 Tank 5 Active Y 950 900 950 950 3,750 2,800 Tank 6 Active Y 2,475 2,460 2,515 7,450 4,935 Tank 7 Active Y 2,450 2,450 2,450 7,350 4,900 Tank 8 Active Y 2,570 2,570 2,570 7,710 5,140 Tank 10 (Galas) OOS-Repair Y 2,085 2,085 2,085 6,255 4,170 North Tank Proposed Y(c) 4,167 4,167 4,167 4,167 16,667 12,500 Industrial Tank Proposed Y(c) 2,778 2,778 2,778 2,778 11,111 8,333 West Tank Proposed Y(c) 2,778 2,778 2,778 2,778 11,111 8,333 South Modesto Terminal Tank Proposed Y(d) 2,662 2,662 2,662 2,662 10,648 7,986 Booster Station Capacity (excluding Terminal Tanks) 77,564 55,722 235,276 119,308 Well 001 Active Y(d) 950 950 Well 002 OOS - WQ 1,500 Well 003 OOS - WQ 650 Well 004 Active Y(d) 950 950 Well 006 Active Y 950 950 Well 007 Active Y(d) 950 950 Well 008 OOS - WQ 775 Well 010 Active Y(e) 400 400 Well 014 OOS - WQ Y 1,500 Well 016 Active Y(d) 1,800 1,800 Well 017 Active Y(e) 1,450 1,450 Well 018 OOS - WQ 750 Well 019 OOS - WQ 600 Well 021 OOS - WQ 1,500 Well 022 OOS - WQ 1,000 Well 024 OOS - WQ 1,500 Well 025 Active Y 1,500 1,500 Well 029 Tank Fill 1,058 Well 030 Tank Fill 1,000 Well 032 OOS - WQ 800 Well 033 Active Y 1,800 1,800 Well 034 OOS - WQ 1,250 Well 036 Active Y(e) 1,050 1,050 Well 037 OOS - WQ 1,250 Well 038 Tank Fill 1,163 Well 039 Active Y 1,950 1,950 Well 040 Active Y 1,400 1,400 Well 041 Active Y 1,200 1,200 Well 042 Active Y 1,800 1,800 Well 043 Active Y 1,900 1,900 Well 044 OOS - WQ Y 1,250 Well 045 Active Y(e) 1,500 1,500 Well 046 Active 1,150 1,150 Well 047 Active Y(e) 1,600 1,600 Well 048 Active Y(e) 1,330 1,330 Well 049 OOS - WQ Y 500 Well 050 Active Y(d) 800 800 Well 051 Active 2,200 2,200 Well 052 Active Y 1,600 1,600 Well 053 OOS - WQ 1,500 Well 054 Tank Fill Y 2,400 Well 055 OOS - WQ 1,500 Well 056 Active Y(e) 650 650 Well 057 Active Y 1,350 1,350 Well 058 Active Y(d) 1,300 1,300 Well 059 Active 1,400 1,400 Well 061 Active Y 1,575 1,575 Well 062 Active Y 2,200 2,200 Well 064 Active Y 1,800 1,800 Well 065 Tank Fill Y 2,000 Well 066 Tank Fill Y 1,350 Well 100 Active Y(d) 650 650 Well 204 Active Y(e) 1,450 1,450 Well 211 Active Y(e) 1,450 1,450 Well 212 Active 1,000 1,000 Well 213 Active Y(d) Well 214 OOS - WQ 400 Well 216 Active Y(e) 550 550 Well 217 Active Y(d) 400 400 Well 223 Tank Fill Y 400 Well 225 Active Y 1,200 1,200 Well 226 OOS - WQ 675 Well 229 Active 425 425 Well 232 Active Y(d) 775 775 Well 236 OOS - WQ 750 Well 237 Active Y(d) 630 630 Well 241 Active Y(d) 350 350 Well 247 Active Y(e) 560 560 Well 250 Active Y(e) 835 835 Well 259 Active Y(e) 400 400 Well 262 Active Y(e) 350 350 Well 264 Active Y(e) 700 700 Well 265 Active Y(e) 500 500 Well 267 Active Y(d) 1,190 1,190 Well 269 Active 750 750 Well 277 Active 1,000 1,000 Well 278 Active Y(d) 800 800 Well 279 Active 800 800 Well 281 Active Y(e) 480 480 Well 283 OOS - WQ 800 Well 284 Active Y(d) 750 750 Well 285 OOS - WQ 1,000 Well 287 Active 750 750 Well 288 Active 650 650 Well 290 Active 633 633 Well 291 Active Y(e) 500 500 Well 292 Active Y(e) 850 850 Well 293 OOS - WQ Y 825 Well 294 Active Y 1,325 1,325 Well 296 Active Y 900 900 Well 297 Active 1,300 1,300 Well 298 Active Y 1,200 1,200 Well 299 Active Y 450 450 Well 300 Active Y(e) 700 700 Well 301 Tank Fill Y 500 Well 304 OOS - WQ Y 525 Well 305 Tank Fill Y 750 Well 307 Active Y(f) 1,050 1,050 Well 308 Active 850 850 Well 310 Active Y 1,320 1,320 Well 312 Active Y(d) 1,000 1,000 Well 313 Active Y 1,175 1,175 Well 063 Proposed Y(d) 1,500 1,500 Shelter Cove Well Proposed Y(e) 1,000 1,000 Tivoli Well Proposed Y(e) 1,500 1,500 Grogan Well Proposed Y(e) 1,500 1,500 FMC Well Proposed Y(e) 1,000 1,000 Plastipak Well Proposed Y(e) 1,000 1,000 80,653 48,392 315,929 167,700 = Existing or proposed well included in capacity calculations. Backup power is being proposed for this facility. Table 5. Summary of the Buildout System Contiguous Service Area's Pumping Facilities OOS = out of service due to water quality issues [during 2009] Total Tank Pumping Capacity Backup power has been proposed at this facility in the Existing System Evaluation TM (Appendix Under the current MID Supply Agreement with the completion of Phase 2, 60 mgd (41,666 gpm) will be available for City use. 48,392 Well Pumping Capacity System Pumping Capacity Firm capacity is defined as the total booster pumping capacity with the largest pump out of service or 60 percent of the total active/proposed groundwater well pumping capacity from all operational wells for one day (an operational well is defined as any well that has not been formally abandoned). West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE2AppE Last Revised: 12/02/08 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 13 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE Table 6. Evaluation of the Contiguous Service Area’s Firm Pumping Capacity under Buildout Demand Conditions Supply and Storage Tank Booster Stations Supply Booster Stations Peak Hour Demand Condition, gpm Maximum Day Plus Fire Flow Demand Condition, gpm Maximum Day Demand Condition, gpm Demand or Firm Pumping Capacity South Modesto Area(a) Contiguous Service Area South Modesto Area Contiguous Service Area South Modesto Area(a) Contiguous Service Area Buildout Demand, gpm 16,765 167,748 15,352 125,733 11,926 119,333 Booster Pump Station at the Terminal Reservoirs(b) (55,600) (55,600) (55,600) Booster Pump Station at the South Modesto Terminal Tank (7,986) (7,986) (7,986) (7,986) (7,986) (7,986) Booster Pump Stations at Tank Sites (16,010) (55,722) (16,010) (55,722) NA(c) NA(c) Groundwater Wells (1,860) (48,392) (1,860) (48,392) (1,860) (48,392) Total Firm Pumping Capacity(d) (25,856) (167,700) (25,856) (167,700) (9,846) (111,978) Pumping Deficiency (or Surplus) (9,091) 48 (10,504) (41,967) 2,080 7,355 South Modesto tank capacity includes Tanks 3, 7, 8, and 10 and assumes that all four are operational. South Modesto groundwater well capacity includes 60 percent of well capacity providing supply for South Modesto and North Ceres (Wells 100, 216, 217, 284, and 287). With the completion of the Phase Two Expansion, under the City/MID surface water supply agreement (Amended and Restated Treatment and Delivery Agreement), 60 mgd (41,666 gpm) will be available for City use. However, it is assumed that the City can use all available pumping capacity at the booster pump station for meeting peaking demands. NA = Not applicable Defined as the total capacity of the individual booster pump station with the largest pump out of service or 60 percent of the total capacity of operational/proposed wells, and excludes wells that pump directly into tanks. Based on projected buildout demands and Peak Hour and Maximum Day peaking factors of 2.46 and 1.75 times the Average Day demand, respectively (Table Maximum Day Plus Fire Flow scenario assumes two simultaneous fires of 4,000 gpm and 2,500 gpm under Maximum Day Demand conditions. The combined available total firm pumping capacity is 111,978 gpm, which is currently insufficient for the 119,333 gpm buildout Maximum Day demand. The pumping capacity deficiency of 7,355 gpm will need to be supplied by additional supply sources such as new groundwater wells and or additional surface water supplies. For purposes of this analysis, it is assumed that the water production deficit can be satisfied by using 60 percent of the total pumping capacity provided by groundwater wells that fill tanks in the system (7,270 gpm out of a total capacity of 12,116 gpm). This assumption is based on the ability of the booster pump stations being able to pump out the same amount of water that the wells are supplying to the tanks. The remaining deficiency is a nominal 85 gpm, much less than the capacity of one well. In the South Modesto area, there is a deficiency of 2,080 gpm all of which can be remedied in a ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 14 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE similar fashion by allowing 60 percent of the pumping capacity to tanks in South Modesto be considered an a part of the available pumping capacity to meet the Maximum Day demand condition. Table 5 details the pumping capacity of each individual facility that was totaled for the calculations presented in Table 6. 3.4 Critical Supply Facilities All critical supply facilities should be equipped with an on-site generator for back-up power. Critical supply facilities are defined as those facilities that provide service to local service area(s) without sufficient emergency storage and that meet at least one of the following criteria:  The largest pumping facility that provides water;  A pumping facility that provides water from a supply turnout (i.e. pumps);  Valve facilities at key locations along the MID and proposed City-Side Improvements and for the Transmission pipelines;  A pumping facility that provides water from key groundwater supply wells (based on capacity, quality, location, and/or local pressure cluster); and  All storage tank booster pump stations. Each of the critical supply facilities listed above will be equipped with generators for back-up power, if it does not already have an auxiliary power source, via the proposed buildout system capital improvement program (CIP) in order to provide reliable pumping capacity during an emergency power outage. 4.0 CONTIGUOUS SERVICE AREA’S BUILDOUT SYSTEM EVALUATION RESULTS This section of the TM discusses the performance criteria and results of the water distribution system analyses for the contiguous service area under the buildout scenario. 4.1 Distribution System Performance Criteria Steady state hydraulic analyses using the updated water system hydraulic computer model were conducted to identify areas of the buildout distribution system that do not meet the recommended performance criteria discussed in the Revised Design/System and Performance Criteria TM, dated June 17, 2004 (by WYA). The results of the evaluation are presented below for the following demand scenarios:  Peak Hour Demand—A Peak Hour flow condition was simulated for the buildout distribution facilities to evaluate their capability to meet a Peak Hour demand scenario. Peak Hour demands are met by the combined flows from the and South Modesto Terminal Reservoirs, storage tanks booster pump stations, and groundwater wells. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 15 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE  Maximum Day Demand plus Fire Flow—To evaluate the system under the Maximum Day demand plus fire flow condition, the model’s “Available Fire Flow Analysis” tool was used to determine the extent of improvements required to meet the minimum residual pressure of 20 psi at demand locations within the buildout water system. The available residual pressures and flows at these demand locations were determined by assigning specific fire flow demand requirements based on land use categories. 4.1.1 Peak Hour Demand Scenario As shown in Table 4, the Peak Hour demand is 2.46 times the Average Day demand. The City’s system performance criteria require that during a Peak Hour demand condition, a minimum pressure of 40 psi must be maintained throughout the system. In addition, maximum head loss per thousand feet of distribution main should not exceed 7 ft/kft and maximum velocities should not exceed 7 fps. Details of system performance as simulated in the model under the Peak Hour demand condition are discussed below. 4.1.2 Maximum Day plus Fire Flow Demand Scenario Fire flow demands were simulated at various locations within the City’s service area to determine if the minimum residual pressure criterion of 20 psi could be met during a Maximum Day plus fire flow demand. As shown in Table 2, the Maximum Day demand is 1.75 times the Average Day demand. During a Maximum Day demand condition, a minimum pressure of 20 psi must be maintained throughout the system. In addition, maximum head loss per thousand feet of distribution main should not exceed 10 ft/kft and maximum velocities should not exceed 12 fps. These fire flow demands, which are the standard for the buildout water system, were determined based on land use categories and listed below in Table 7. Table 7. City’s Fire Flow Demand Requirements(a) Land Use Fire Flow, gpm Duration, hours Single Family Residential 1,500 2 Multi Family Residential 2,500 2 Commercial 4,000 2 Institutional 4,000 4 Industrial / Business Park 4,000 4 Specific fire flows were based on the City’s previously defined Water System Planning and Design Performance Criteria documented in the 2005 Hydraulic Model Update, under the Revised Design / System Performance Criteria TM, dated June 17, 2004. The cited flows and durations assume that approved automatic sprinkler systems are installed for commercial, institutional, industrial, and business park land use buildings. 4.1.3 Recommended Improvements Criteria Pipelines need to deliver water that meets Peak Hour demands and Maximum Day plus fire flow demands within the acceptable pressure, velocity and head loss ranges as identified in the performance criteria previously established in the 2005 Hydraulic Model Update, but the ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 16 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE distribution system will be evaluated using pressure as the primary criterion. Recommended improvements needed to comply with the performance criteria were added to the buildout system to fix any deficiencies found and are also described below in the Buildout System Evaluation Results section. However, as discussed under the System Evaluation Results section, a large fraction of the junctions within the model failed to meet the Maximum Day plus fire flow demand performance criteria. Recommended improvements to meet the residual pressure requirement of 20 psi during a Maximum Day plus fire flow demand scenario would require the replacement of a substantial amount of the water distribution system and therefore, are not individually identified by pipe segment, but accounted for on a planning level as part of the City’s Strengthen and Replace Pipelines CIP presented in the Engineer’s Report. The performance criteria described above will be used to evaluate the buildout system during Peak Hour demand and Maximum Day plus fire flow demand scenarios. The evaluation results are discussed below. 4.2 Buildout System Evaluation Results The results of the Peak Hour demand and Maximum Day plus fire flow demand analyses under the buildout system condition; with the addition of the planned near-term, and newly proposed buildout system facilities, are discussed below. Since the and associated City-Side Improvements will be coming on-line as a surface water supply for South Modesto in the near-term, it is recommended that the distribution pipelines coming from Tank 6 be reconfigured and its operation modified such that it will provide water supply to customers in the area of Modesto near the tank and north of the Tuolumne River instead of filling Tank 7 in South Modesto. This would include opening various valves which currently isolate the transmission pipeline between the two tanks. In addition, there should be consideration for reconfiguring Tank 3 so that it can be filled with water from South Modesto under a low demand condition to utilize more of the future incoming supply. Within the South Modesto service area, the addition of the supply will also allow the City to reduce, and in some cases eliminate, the use of the groundwater wells that currently experience water quality problems, which require expensive wellhead treatment facilities, under Average Day and Maximum Day demand conditions. While it is possible for water to be moved from South Modesto to areas north of the Tuolumne River during low demand periods, the water must be blended with the groundwater supply and an equivalent amount must be extracted from the groundwater basin. As indicated in Table 4, the South Modesto Average Day demand for buildout (9.4 mgd) demand conditions is less than the proposed delivery flow rate of 11.5 mgd. Therefore, the full benefit of the TID supply will not be realized unless water is blended and allowed to move freely or a storage facility is fully operational (South Modesto Terminal Tank) to absorb the surplus supply until a peak demand need requires its use. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 17 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE 4.2.1 Peak Hour Demand Scenario During a Peak Hour demand condition, results indicate that the buildout system could not adequately deliver Peak Hour flows to meet the City’s minimum pressure criteria of 40 psi, even with the added use of all previously and newly proposed facilities for storage and pumping capacity. As shown in Figure 4, system pressures ranged from 37 to 60 psi. The area of low pressure identified during the simulation includes the area in the northeast portion of the water system area. To remedy the pressure deficiency during a Peak Hour demand condition, it is recommended that the City construct an additional groundwater well in the northeast corner of the proposed buildout water system, as shown in Figure 5. With the addition of this recommended well, capable of supplying at least 1,500 gpm, system pressures would range from 40 to 65 psi. However, the simulated operation in the model for a Peak Hour demand condition does not reduce the groundwater pumping capacity to account for pumps that are out of service at any given time due to mechanical breakdown, maintenance, water quality, or other operational issues because it would be difficult to predict where these problems would occur. Therefore, the City would need to construct the recommended Buildout System CIP pumping facilities proposed in the Pumping Capacity Evaluation to account for pumps that may be out of service. There are also pipelines in the water system that did not meet maximum head loss and velocity criteria for a Peak Hour demand condition as illustrated in Figure 4. The following list details those pipelines that exceeded the maximum pipeline criteria, but are not near a pumping facility or control valve, with numbers below cross-referenced to locations indicated on the figure:  The 12-inch diameter pipeline at the intersection of Bangs Avenue and Tully Road had a velocity of 9 fps and a head loss of 21 ft/kft. This pipeline connects 24-inch diameter pipelines to 10-inch diameter pipelines.  The 10-inch diameter pipeline on Merle Avenue east of Oakdale Road had a velocity of 9 fps and a head loss of 21 ft/kft.  The 16-inch on Claus Road between East Briggsmore Ave and Merle Ave had a velocity of 7 fps and a head loss of 11 ft/kft.  The 12-inch diameter pipeline on Claus Road at East Orangeburg Avenue had a velocity of 9 fps and a head loss of 18 ft/kft.  The 4-inch diameter pipeline on Encina Avenue, west of Wilson Avenue had a velocity of 7 fps and a head loss of 168 ft/kft.  The 8-inch diameter pipeline on Pecos Avenue, east of South 7th Street had a velocity of 8 fps and a head loss of 24 ft/kft.  The 6-inch diameter pipeline north of Holm Avenue between Well 284 and Musick Avenue had a velocity of 8 fps and a head loss of 33 ft/kft. Because pipeline velocity and head loss are secondary criteria, no improvements for pipelines exceeding the velocity and head loss criteria are recommended unless the primary criterion (pressure) is not met. Based on results of the Peak Hour simulation as illustrated on Figure 4, ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 18 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE none of these listed pipelines require upsizing to mitigate pressure deficiencies. Therefore, no additional improvements are recommended at this time. As the City replaces these pipelines as part of its Strengthen and Replace Water System CIP, it should consider replacing with a larger diameter pipeline. 4.2.2 Maximum Day Demand plus Fire Flow Scenario Using the model’s “Available Fire Flow Analysis” tool, the available residual pressure within the buildout system was determined by assigning specific fire flow demand requirements based on land use categories. As shown in Figure 6, results indicate that 487 (9 percent) of the 5,375 specified fire flow locations could not meet the minimum required residual pressure of 20 psi. However, 381 out of the 487 failed fire flow locations may be able to meet the minimum required residual pressure of 20 psi if the fire flow demand was split between two adjacent hydrants, as shown on Figure 6. This result indicates that splitting the fire flow may be an option to address these fire flow deficiencies. WYA recommends that additional field testing should be conducted by the City’s Fire Department to confirm the available fire flow in the various areas. Figure 6 also shows the remaining 106 locations that were not able to meet the minimum required residual pressure of 20 psi even at half the required fire flow. Further inspections into these areas indicate that in most cases, the pipelines are undersized and would need to be replaced by larger diameter pipelines to supply the required fire flow demand. Due to the large number of failed fire flow locations (almost 500), necessary improvements are not individually identified in the CIP. However, it is recommended that City staff consider these fire flow deficiencies as a factor when prioritizing future main replacement projects under the City’s Strengthen and Replace Water System CIP. Table A1 of Attachment A lists the fire flow requirement and simulated available fire flow at a residual pressure of 20 psi for each junction within the buildout system that could not meet the minimum required residual pressure. 5.0 CONTIGUOUS SERVICE AREA’S BUILDOUT SYSTEM SUMMARY OF RECOMMENDED IMPROVEMENTS The recommended system improvements for the buildout system condition includes facilities that are proposed as part of the City’s continued growth and improvements that eliminate system deficiencies identified in the analyses described above. The recommended system improvements with associated costs are presented in the discussion below. 5.1 Estimated Capital Cost for Recommended Improvements The estimated probable capital costs for the recommended water system improvements to reliably serve the buildout condition of the contiguous service area is presented in Table 8. The capital costs are presented in March 2010 dollars at an Engineering News Record (ENR) San Francisco construction cost index (CCI) of 9728.17. The costs include a total markup of 50 percent (see Attachment A of the Engineer’s Report for more detail) on the estimated construction cost to account for administration, planning, design, construction management, and other soft-costs appropriate for this level of planning. The costs for the facilities do not include costs for the purchase of raw water, annual operation and maintenance, or costs for acquisition of rights-of-way. Costs for the facilities and pipelines associated with proposed developments are ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 19 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE not included in these cost estimates. Also, costs related to the City’s Improvement Project related to the Phase Two Expansion are not included in these cost estimates because they have already been accounted for elsewhere in the development of the overall CIP. 5.2 Buildout System Recommendations The recommended improvements needed to address continued City growth and eliminate deficiencies identified in the analysis of the buildout distribution system are summarized below. Detailed improvements are summarized with costs in Table 8 and illustrated on Figure 7. Table 8. Summary of Recommended CIP Cost Estimates to Serve the Buildout System of the Contiguous Service Area Recommendation Cost Estimate(a) Storage Two 5.0 MG TID Terminal Tanks $13,760,000 5.0 MG Storage Tank (location assumed at MID Terminal Tanks) $6,880,000 Pump Station Well Backup Generators(b) $2,667,000 North Modesto 10 MGD Booster Pump Station $1,940,000 TID Tank 11.5 MGD Booster Pump Station $2,028,000 Pipeline Proposed Buildout System Pipelines(c) $34,170,000 TID Transmission Pipeline(c) $3,733,000 South Modesto System Improvements(d) $9,392,000 Proposed Development Infrastructure NA(e) Other Improvements Tivoli Well w/ 1,500 gpm capacity NA(e) FMC Well w/ 1,000 gpm capacity NA(e) Shelter Cove Well w/ 1,000 gpm capacity NA(e) Grogan Well w/ 1,500 gpm capacity NA(e) Plastipak Well w/ 1,000 gpm capacity NA(e) Well #1 w/ 1,500 gpm capacity $1,333,000 Total CIP Recommendation Subtotal $75,903,000 Soft Costs and Contingencies(f) $37,952,000 Total Buildout System CIP Cost Estimate $113,855,000 Capital costs presented in March 2010 dollars at an Engineering News Record (ENR) construction cost index (CCI) of 9728.17 for the San Francisco Average. Capital costs are based on an analysis of the City’s water distribution and do not include the City’s share of the TID regional facilities, which is expected to be $68 million. The cost for the TID regional facilities is included in the CIP TM. Capital costs detailed in Table B1 (Attachment Capital costs detailed in Table B2 (Attachment Includes existing localized recommendations detailed in Table 7 of South Modesto Interim Water Supply Study TM. Funding is assumed to be provided by developer associated with facility. Soft cost and contingency mark-ups include: construction contingency engineering construction management and program implementation ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 20 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE The specific recommended improvements listed in Table 8 with associated remedy for the buildout contiguous service area are detailed below: 5.2.1 Storage Facilities  To incorporate the with the existing water system, two new 5 MG South Modesto Terminal Tanks should be constructed near the intersection of Whitmore Avenue and Morgan Avenue. Of the total 10 MG storage required, 7.2 MG is required to meet system needs, and the remaining storage is required for operations. The size of these facilities should be adjusted as necessary based on the actual delivery flow determined by the prior to design and construction of the facility.  To alleviate the buildout system storage deficiency, a new 5.0 MG storage tank should be constructed at a location to be determined. The associated booster pump station, along with the new well discussed below, will satisfy the buildout peak hour pumping deficiency. 5.2.2 Pumping Facilities  To distribute flow from the proposed South Modesto Terminal Tank, a booster pump station with a reliable firm capacity of at least 11.5 mgd should be constructed at the site. Similar to the sizing of the South Modesto Terminal Tank, the capacity of this booster pump station should be revisited after the actual delivery flow is determined by TID prior to design and construction of this facility.  To provide additional supply needed to meet the increasing demands under the buildout condition for future developments, five new developer-funded groundwater wells are planned as part of the future infrastructure. These groundwater wells are: — Tivoli Well: 1,500 gpm — FMC Well: 1,000 gpm — Grogan Well: 1,500 gpm — Plastipak Well: 1,000 gpm — Shelter Cove Well: 1,000 gpm  To alleviate the pressure deficiency under a Peak Hour demand condition, one new groundwater well (Well # 1) with a pumping capacity of approximately 1,500 gpm should be constructed in the northeast portion of the service area.  To alleviate the storage capacity deficit, generators should be installed at existing and proposed groundwater wells as shown in Table 8, and detailed in Table B1, thus increasing the available emergency groundwater credit. Backup generator costs are not calculated for the proposed wells, since these costs are assumed to be part of the well installation cost.  To increase the reliable pumping capacity in the water system, generators should be installed at all new pumping facilities. Generators at new groundwater wells will also increase the reliable firm pumping capacity. ---PAGE BREAK--- Mr. Jack Bond March 30, 2010 Page 21 West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE1AppE 5.2.3 Pipelines  Install proposed pipelines of various diameters and as shown in Figure 7 and as summarized in Table B2.  Examine the need for pipeline improvements in areas where the available fire flow at a residual pressure of 20 psi is below the recommended fire flow requirements as shown in Table A1. ---PAGE BREAK--- U T U T U T U T U T U T U T U T U T U T U T U T U T T05 T04 T03 T02 T01 C19 C18 C17 C16 C15 C14 C13 C12 C11 C10 C09 C07 C06 C05 C04 C21 C03 C01 C18A C19A C11B C08C C17A C16A C14A C11A C08A C02B C9.5B C9.5A 037 065 061 064 063 066 062 055 038 019 305 287 284 223 217 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 285 283 281 279 278 277 269 267 265 264 262 260 259 250 247 241 237 232 229 226 225 212 211 204 059 058 057 056 054 052 051 048 047 046 045 043 042 041 039 040 036 034 033 032 030 029 025 022 018 017 016 014 010 007 006 004 003 002 001 Tank 7 Tank 8 Tank 6 Tank 4 Tank 3 Tank 5 Tank 10 West Tank North Tank Industrial Tank MID Terminal Reservoir South Modesto Terminal Tank C23B C23A C08B FIGURE 1 RECOMMENDED CITY-SIDE FACILITIES RELATED TO NOTES: LEGEND: O\C\418\020722\GIS\Figs\TIDTM\418020722-FIG01-EXplusTID.mxd - Inactive wells based on City's August 2009 Out of Service Well Report - Locations for Existing CIP Facilities based on Existing System Evaluation TM, Appendix D 0 3,400 6,800 1,700 Scale in Feet City Limits Contiguous Service Area Boundary Street U T Existing Tank & Pump Station U T Existing CIP Tank & Pump Station U T Proposed South Modesto Terminal Tank Existing Active Well Existing Inactive Well Existing Blending Well Proposed Existing CIP Well MID Turnout Connection Proposed City-Side Connection Proposed City-Side Transmission Pipeline Existing Pipeline Existing MID Transmission Main Recommended Existing CIP Pipeline City of Modesto ---PAGE BREAK--- U T U T U T U T U T U T U T U T U T U T U T U T U T C13 C12 C11 C09 C07 C06 C05 C04 C21 C03 C01 C11B C02B 037 065 061 064 063 FMC 066 062 055 038 019 305 287 284 223 217 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 285 283 281 279 278 277 269 267 265 264 262 260 259 250 247 241 237 232 229 226 225 212 211 204 059 058 057 056 054 052 051 048 047 046 045 043 042 041 039 040 036 034 033 032 030 029 025 022 018 017 016 014 010 007 006 004 003 002 001 Tivoli Tank 7 Tank 8 Tank 6 Tank 4 Tank 3 Tank 5 Tank 10 West Tank North Tank Industrial Tank MID Terminal Reservoir South Modesto Terminal Tank C23B C23A FIGURE 2 PROPOSED NEAR-TERM CONTIGUOUS SERVICE AREA SYSTEM FACILITIES NOTES: LEGEND: O\C\418\020722\GIS\Figs\TIDTM\418020722-FIG02-EXplusINT.mxd - Inactive wells based on City's August 2009 Out of Service Well Report - Near-term pipeline alignments based on information provided by City and developers - Existing facilites include recommended Existing System CIP facilities detailed in Existing System Evaluation TM (Appendix D) 0 3,500 7,000 1,750 Scale in Feet City Limits Contiguous Service Area Boundary Street U T Existing Tank & Pump Station U T Proposed City-Side TID Tank & Pump Station Existing Active Well Existing Inactive Well Existing Blending Well Proposed Near-term Well MID Turnout Connection Existing Pipeline Existing MID Transmission Main City-Side TID Transmission Pipeline Proposed Near-term Pipeline City of Modesto ---PAGE BREAK--- U T U T U T U T U T U T U T U T U T U T U T U T U T C19 C18 C17 C16 C15 C14 C13 C12 C11 C10 C09 C07 C06 C05 C04 C21 C03 C01 C18A C19A C11B C08C C17A C16A C14A C11A C08A C02B C9.5B C9.5A 065 061 064 063 FMC 066 062 055 038 019 305 287 284 223 217 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 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City's August 2009 Out of Service Well Report - Near-term pipeline alignments based on information provided by City and developers - Existing facilities include recommended Existing System CIP facilities detailed in Existing System Evaluation TM (Appendix D) ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 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! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! U T U T U T U T U T U T U T U T U T U T U T U T U T 065 061 064 063 FMC 066 062 055 038 019 305 287 284 223 217 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 285 283 281 279 278 277 269 267 265 264 262 260 259 250 247 241 237 232 229 226 225 212 211 204 059 058 057 056 054 052 051 048 047 046 045 043 042 041 039 040 037 036 034 033 032 030 029 025 022 018 017 016 014 010 007 006 004 003 002 001 Grogan Tivoli SOI 01 Plastipak Shelter Cove Tank 7 Tank 8 Tank 6 Tank 4 Tank 3 Tank 5 Tank 10 West Tank North Tank Industrial Tank MID Terminal Tank South Modesto Terminal Tank FIGURE 5 City of Modesto BUILDOUT CONTIGUOUS SERVICE AREA W/ CIP PEAK HOUR SYSTEM PRESSURES NOTES: LEGEND: O\C\418\020722\GIS\Figs\TIDTM\418020722-FIG07-BuildoutPH-CIP.mxd - Inactive wells based on City's August 2009 Out of Service Well Report - Active facilities include Existing System, Existing CIP, and proposed Buildout System 0 3,500 7,000 1,750 Scale in Feet City Limits Contiguous Service Area Boundary Street U T Active Tank & Pump Station Active Well Inactive Well Blending Well Proposed Buildout Well ! Pressure < 40 psi ! 40 psi ≤ Pressure < 45 psi ! 45 psi ≤ Pressure < 50 psi ! 50 psi ≤ Pressure < 55 psi ! 55 psi ≤ Pressure < 60 psi ! 60 psi ≤ Pressure < 65 psi ! 65 psi ≤ Pressure < 70 psi ! Pressure > 70 psi Pipeline ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! U T U T U T U T U T U T U T U T U T U T U T U T U T 065 061 064 063 FMC 066 062 055 038 019 305 287 284 223 217 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 285 283 281 279 278 277 269 267 265 264 262 260 259 250 247 241 237 232 229 226 225 212 211 204 059 058 057 056 054 052 051 048 047 046 045 043 042 041 039 040 037 036 034 033 032 030 029 025 022 018 017 016 014 010 007 006 004 003 002 001 Grogan Tivoli Plastipak Shelter Cove Tank 7 Tank 8 Tank 6 Tank 4 Tank 3 Tank 5 Tank 10 West Tank North Tank Industrial Tank MID Terminal Tank South Modesto Terminal Tank FIGURE 6 City of Modesto BUILDOUT CONTIGUOUS SERVICE AREA MAXIMUM DAY PLUS FIRE FLOW (Failed Fire Flow Locations) NOTES: LEGEND: O\C\418\020722\GIS\Figs\TIDTM\418020722-FIG08-BuildoutFF.mxd - Inactive wells based on City's August 2009 Out of Service Well Report - Active facilities include Existing System, Existing CIP, and proposed Buildout System - Fire flow locations do not include nodes and dead-end junctions 0 3,500 7,000 1,750 Scale in Feet City Limits Contiguous Service Area Boundary Street U T Active Tank & Pump Station Active Well Inactive Well Blending Well Pipeline Fire Flow Demand = 1,500 gpm Fire Flow Demand = 4,000 gpm ! Residual Pressure < 20 psi at half required flow ! Residual Pressure ≥ 20 psi at half required flow ---PAGE BREAK--- U T U T U T U T U T U T U T U T U T U T U T U T U T U T TR01SOI DV-TV DV-KMC DV-NC DV-FV DV-KW DV-KBPE DV-MR DV-KBPS DV-WP DV-PR DV-PM DV-WG DV-KMC DV-KBPE DV-TV DV-FV DV-TV DV-WP DV-TV DV-NC DV-TV DV-KMC DV-KBPS DV-PM DV-KW DV-WP DV-WP DV-PM DV-FV DV-TV DV-TV DV-FV DV-TV DV-TV DV-TV DV-KBPE DV-TV DV-PR DV-WP DV-TV DV-WG DV-KBPE DV-TV DV-TV DV-TV DV-TV DV-KMC DV-KBPS DV-TV DV-KMC DV-TV DV-TV DV-TV DV-TV DV-TV DV-WG SB11SOI SB13SOI SB21SOI SB14SOI SB20SOI SB16SOI SB03SOI SB08SOI SB09SOI SB07SOI SB15SOI SB06SOI SB10SOI SB17SOI SB05SOI SB04SOI DV-RD SB01SOI SB12SOI SB19SOI MID02WT01 DV-MH DV-PL SB08SOI SB03SOI SB13SOI SB01SOI SB11SOI SB06SOI SB08SOI SB10SOI SB21SOI DV-RD SB03SOI DV-RD SB07SOI SB08SOI SB03SOI SB03SOI SB11SOI SB01SOI SB07SOI SB20SOI SB21SOI SB21SOI SB01SOI SB13SOI SB21SOI SB08SOI SB20SOI SB03SOI SB03SOI SB16SOI SB20SOI SB07SOI SB07SOI SB08SOI SB21SOI SB03SOI SB17SOI SB07SOI SB03SOI SB07SOI SB20SOI SB13SOI SB21SOI SB03SOI SB21SOI SB11SOI SB08SOI SB20SOI SB20SOI SB01SOI SB10SOI SB21SOI SB20SOI SB12SOI SB03SOI SB07SOI SB07SOI SB06SOI SB03SOI SB20SOI SB13SOI SB12SOI TR06SOI FF19366 FF18472 FF19598 4IN-UPSIZE PH01 PH02 TR04SOI FF13686 TR05SOI FF10728 FF13452 TR07SOI FF10712 FF13602 FF10718 4IN-UPSIZE 4IN-UPSIZE PH02 TR04SOI 4IN-UPSIZE 4IN-UPSIZE PH02 TR05SOI TR07SOI 4IN-UPSIZE 4IN-UPSIZE TR06SOI TR06SOI FF19598 4IN-UPSIZE Tank 7 Tank 8 Tank 6 Tank 4 Tank 3 Tank 5 Tank 10 West Tank North Tank Buildout Tank Industrial Tank MID Terminal Reservoir South Modesto Terminal Tank 065 061 064 063 FMC 066 062 055 038 019 305 287 284 223 216 214 100 049 236 053 050 044 024 021 008 313 312 310 308 307 304 301 300 299 298 297 296 294 293 292 291 290 288 285 283 281 279 278 277 269 267 265 264 262 260 259 250 247 241 237 232 229 226 225 212 211 204 059 058 057 056 052 051 048 047 046 045 043 042 041 039 040 037 036 034 033 032 030 025 022 018 017 016 014 010 007 006 004 003 002 001 Tivoli SOI 01 Plastipak Shelter Cove 217 054 029 Grogan FIGURE 7 City of Modesto RECOMMENDED BUILDOUT CONTIGUOUS SERVICE AREA SYSTEM CIP NOTES: LEGEND: O\C\418\020722\GIS\Figs\TIDTM\418020722-FIG10-BuildoutCIP_awk.mxd 0 3,500 7,000 1,750 Scale in Feet Contiguous Service Area Boundary City Limits U T Existing Tank & Pump Station U T Proposed South Modesto Terminal Tank & Pump Station U T Recommended CIP Tank Existing Active Well Existing Inactive Well Existing Blending Well Proposed Near-term Well Proposed Buildout Well Recommended CIP Well Existing Pipeline Existing MID Transmission Pipeline Proposed Near-term Pipeline Proposed Buildout Pipeline Recommended Near-term CIP Pipeline Improvement Street - Inactive wells based on City's August 2009 Out of Service Well Report - Existing facilities include recommended Existing System CIP facilities detailed in Existing System Evaluation TM (Appendix D) - Near-term pipeline alignments based on information provided by City and developers ---PAGE BREAK--- ATTACHMENT A Available Fire Flows ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 2024 4,000 3,336 YES 2026 4,000 3,493 YES 2028 4,000 2,940 YES 2030 4,000 2,440 YES 2168 4,000 3,584 YES 2174 4,000 2,372 YES 2250 4,000 3,508 YES 2284 4,000 2,770 YES 2334 4,000 3,630 YES 2336 4,000 3,450 YES 2338 4,000 3,698 YES 2340 4,000 3,358 YES 2342 4,000 3,252 YES 2344 4,000 3,314 YES 2346 4,000 3,525 YES 2438 4,000 3,491 YES 10190 4,000 1,637 10212 4,000 3,746 YES 10238 4,000 3,629 YES 10244 1,500 1,254 YES 10246 1,500 1,109 YES 10248 4,000 1,596 10254 4,000 868 10256 4,000 887 10258 4,000 278 10260 1,500 1,507 YES 10262 4,000 3,266 YES 10266 4,000 3,006 YES 10268 4,000 1,488 10270 4,000 1,677 10276 4,000 3,346 YES 10280 4,000 2,137 YES 10284 4,000 3,607 YES 10288 4,000 2,255 YES 10290 4,000 3,387 YES 10320 1,500 1,214 YES 10336 4,000 3,990 YES 10340 4,000 2,306 YES 10342 4,000 2,284 YES 10344 4,000 3,593 YES 10346 4,000 3,392 YES 10348 4,000 1,534 10360 1,500 1,127 YES 10362 1,500 981 YES 10364 1,500 1,186 YES West Yost Associates Last Revised: 04/29/08 1 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 10382 4,000 2,665 YES 10402 1,500 1,123 YES 10410 4,000 3,650 YES 10412 4,000 932 10428 4,000 934 10442 1,500 940 YES 10468 1,500 1,258 YES 10470 1,500 1,327 YES 10484 4,000 269 10488 1,500 617 10502 1,500 1,393 YES 10506 4,000 3,313 YES 10508 4,000 1,872 10510 1,500 1,415 YES 10518 4,000 1,815 10526 4,000 1,472 10528 4,000 1,481 10536 4,000 1,465 10538 4,000 1,461 10540 4,000 1,413 10546 4,000 1,410 10552 1,500 1,042 YES 10572 4,000 1,965 10592 4,000 1,555 10594 4,000 1,458 10600 4,000 3,530 YES 10618 1,500 797 YES 10628 1,500 1,037 YES 10634 4,000 572 10636 4,000 574 10640 4,000 578 10644 1,500 582 10646 4,000 3,203 YES 10664 1,500 916 YES 10670 4,000 1,536 10680 1,500 1,499 YES 10682 1,500 691 10688 1,500 635 10732 4,000 2,080 YES 10978 1,500 601 10990 4,000 3,342 YES 11002 4,000 2,295 YES 11046 4,000 3,838 YES 11372 4,000 3,485 YES 11378 4,000 3,568 YES West Yost Associates Last Revised: 04/29/08 2 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 11410 4,000 1,658 11414 4,000 2,837 YES 11416 4,000 2,368 YES 11422 4,000 977 11428 4,000 3,656 YES 11430 4,000 3,767 YES 11434 4,000 2,979 YES 11436 4,000 2,008 YES 11438 4,000 2,389 YES 11466 4,000 2,851 YES 11470 4,000 3,769 YES 11474 4,000 3,535 YES 11480 4,000 1,146 11488 4,000 2,177 YES 11492 4,000 1,447 11506 4,000 2,169 YES 11510 4,000 3,617 YES 11528 4,000 3,408 YES 11536 4,000 2,387 YES 11554 4,000 2,415 YES 11562 4,000 2,795 YES 11564 4,000 3,484 YES 11580 4,000 3,750 YES 11582 4,000 2,579 YES 11586 4,000 3,374 YES 11590 4,000 3,167 YES 11606 4,000 3,690 YES 11608 4,000 1,815 11622 4,000 3,939 YES 11624 4,000 3,371 YES 11626 4,000 3,590 YES 11632 4,000 1,874 11714 4,000 3,739 YES 11804 4,000 3,418 YES 11806 4,000 1,975 11812 4,000 3,739 YES 11816 4,000 3,755 YES 11822 4,000 2,446 YES 11824 4,000 2,937 YES 11842 4,000 2,073 YES 11844 4,000 989 11846 4,000 2,943 YES 11854 4,000 3,495 YES 11858 4,000 3,642 YES 11866 4,000 3,498 YES West Yost Associates Last Revised: 04/29/08 3 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 11868 4,000 3,464 YES 11958 4,000 2,270 YES 11960 4,000 2,710 YES 11968 1,500 1,441 YES 11974 1,500 918 YES 11978 4,000 3,979 YES 11988 4,000 2,132 YES 11990 4,000 1,816 11996 4,000 2,115 YES 11998 4,000 1,705 12000 4,000 3,737 YES 12002 4,000 3,103 YES 12010 4,000 1,474 12012 4,000 1,660 12014 4,000 1,332 12018 4,000 2,188 YES 12026 4,000 1,613 12066 1,500 1,294 YES 12078 1,500 1,021 YES 12080 1,500 1,225 YES 12090 1,500 868 YES 12096 1,500 867 YES 12100 1,500 1,462 YES 12108 4,000 3,010 YES 12112 4,000 3,468 YES 12114 4,000 2,508 YES 12118 4,000 2,492 YES 12124 4,000 3,612 YES 12132 1,500 1,431 YES 12144 4,000 3,881 YES 12148 4,000 3,044 YES 12156 1,500 1,166 YES 12158 1,500 898 YES 12208 4,000 2,312 YES 12212 4,000 2,404 YES 12216 4,000 1,703 12222 4,000 838 12224 4,000 821 12226 1,500 1,503 YES 12228 4,000 2,309 YES 12230 1,500 1,372 YES 12234 1,500 1,133 YES 12238 1,500 1,498 YES 12316 1,500 1,268 YES 12318 1,500 1,502 YES West Yost Associates Last Revised: 04/29/08 4 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 12322 1,500 1,377 YES 12334 4,000 3,565 YES 12336 4,000 2,957 YES 12342 1,500 426 12350 1,500 1,358 YES 12352 1,500 907 YES 12354 1,500 1,156 YES 12356 1,500 710 12358 1,500 981 YES 12370 4,000 2,159 YES 12372 4,000 2,173 YES 12374 4,000 1,847 12376 4,000 1,771 12378 4,000 1,807 12380 4,000 3,845 YES 12382 4,000 3,769 YES 12390 4,000 2,189 YES 12392 4,000 1,636 12394 1,500 1,359 YES 12396 1,500 1,393 YES 12398 1,500 1,361 YES 12428 1,500 1,199 YES 12438 1,500 1,056 YES 12440 1,500 1,371 YES 12464 4,000 3,799 YES 12472 4,000 3,768 YES 12488 1,500 1,322 YES 12636 1,500 1,337 YES 12640 4,000 1,673 12646 4,000 1,622 12656 4,000 2,011 YES 12662 4,000 2,039 YES 12664 4,000 2,167 YES 12678 1,500 759 YES 12680 1,500 1,271 YES 12688 1,500 1,155 YES 12694 1,500 762 YES 12698 1,500 583 12700 1,500 648 12706 1,500 921 YES 12710 1,500 1,031 YES 12712 1,500 897 YES 12716 1,500 1,359 YES 12718 4,000 1,879 12728 1,500 1,436 YES West Yost Associates Last Revised: 04/29/08 5 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 12744 4,000 1,615 12764 4,000 2,016 YES 12768 4,000 1,724 12772 4,000 3,513 YES 12774 4,000 3,876 YES 12778 4,000 2,950 YES 12782 4,000 1,828 12784 1,500 1,221 YES 12786 1,500 872 YES 12808 1,500 918 YES 12824 4,000 3,566 YES 12826 1,500 460 12828 4,000 2,747 YES 12830 1,500 871 YES 12836 1,500 1,498 YES 12838 4,000 3,605 YES 12840 4,000 3,684 YES 12844 4,000 3,604 YES 12846 4,000 1,800 12848 4,000 2,910 YES 12850 4,000 1,095 12890 4,000 2,877 YES 12892 4,000 3,258 YES 13074 4,000 2,852 YES 13094 4,000 3,024 YES 13096 4,000 2,679 YES 13108 1,500 1,451 YES 13110 1,500 978 YES 13112 1,500 1,241 YES 13116 1,500 1,321 YES 13118 1,500 1,266 YES 13120 1,500 723 13122 1,500 1,371 YES 13126 1,500 1,104 YES 13138 1,500 1,031 YES 13192 1,500 1,186 YES 13202 4,000 3,327 YES 13248 4,000 3,610 YES 13250 4,000 3,070 YES 13252 4,000 3,339 YES 13272 4,000 2,992 YES 13278 4,000 3,449 YES 13280 4,000 3,473 YES 13340 1,500 1,302 YES 13342 1,500 1,292 YES West Yost Associates Last Revised: 04/29/08 6 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 13350 1,500 1,043 YES 13356 1,500 1,261 YES 13358 1,500 1,363 YES 13360 1,500 1,307 YES 13362 1,500 1,306 YES 13370 1,500 1,064 YES 13380 1,500 1,038 YES 13400 4,000 3,744 YES 13402 1,500 931 YES 13420 1,500 1,284 YES 13422 1,500 707 13426 1,500 1,488 YES 13434 1,500 1,224 YES 13512 4,000 2,579 YES 13514 4,000 2,905 YES 13620 4,000 3,154 YES 13664 1,500 1,484 YES 13780 4,000 1,691 13794 4,000 3,904 YES 13796 4,000 3,400 YES 13798 4,000 3,905 YES 13800 4,000 3,819 YES 13802 4,000 3,864 YES 13806 4,000 2,926 YES 13808 4,000 1,609 13812 4,000 3,943 YES 13820 4,000 1,758 13830 4,000 3,911 YES 13956 1,500 1,284 YES 13972 4,000 1,997 13982 4,000 1,017 13984 4,000 588 13992 4,000 1,786 13994 4,000 1,701 14030 1,500 1,304 YES 14052 4,000 2,812 YES 14054 4,000 2,730 YES 14056 4,000 2,796 YES 14060 4,000 3,236 YES 14064 4,000 2,735 YES 14068 4,000 3,621 YES 14098 4,000 3,333 YES 14118 1,500 1,432 YES 14122 4,000 2,034 YES 14124 1,500 1,068 YES West Yost Associates Last Revised: 04/29/08 7 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 14158 4,000 3,090 YES 14200 4,000 3,833 YES 14202 4,000 3,514 YES 14276 4,000 3,650 YES 14278 4,000 659 14280 4,000 914 14288 4,000 1,531 14290 4,000 1,847 14292 4,000 3,966 YES 14298 4,000 3,185 YES 14300 4,000 1,723 14302 4,000 2,043 YES 14308 1,500 1,221 YES 14310 1,500 1,309 YES 14312 1,500 644 14316 4,000 2,867 YES 14318 4,000 2,892 YES 14320 4,000 261 14324 4,000 783 14338 4,000 1,740 14354 4,000 3,028 YES 14358 1,500 723 14392 4,000 3,988 YES 14434 4,000 2,632 YES 14454 4,000 2,045 YES 14460 4,000 3,660 YES 14476 4,000 4,013 YES 14492 4,000 2,749 YES 14504 4,000 2,591 YES 14540 4,000 3,645 YES 14584 4,000 3,733 YES 14590 4,000 3,885 YES 14594 1,500 1,281 YES 14596 4,000 3,703 YES 14628 1,500 1,083 YES 14632 4,000 2,092 YES 14662 1,500 1,523 YES 14664 4,000 3,345 YES 14666 4,000 2,129 YES 14668 4,000 1,821 14674 4,000 873 14676 4,000 2,687 YES 14678 4,000 2,681 YES 14682 4,000 3,120 YES 14684 4,000 2,018 YES West Yost Associates Last Revised: 04/29/08 8 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 14688 4,000 3,438 YES 14690 4,000 1,027 14696 4,000 3,578 YES 14698 4,000 2,807 YES 14700 4,000 3,972 YES 14704 4,000 2,831 YES 14706 4,000 1,474 14708 4,000 2,079 YES 14712 4,000 1,732 14714 4,000 3,559 YES 14716 4,000 2,630 YES 14718 4,000 1,450 14720 4,000 2,087 YES 14952 4,000 2,321 YES 14960 4,000 3,785 YES 14998 4,000 3,892 YES 15028 4,000 3,482 YES 15030 4,000 3,819 YES 15034 4,000 3,029 YES 15038 4,000 2,761 YES 15040 4,000 3,342 YES 15190 4,000 2,555 YES 15192 4,000 2,368 YES 15270 4,000 3,572 YES 15290 4,000 3,149 YES 15340 4,000 3,645 YES 15510 4,000 3,553 YES 15514 4,000 2,318 YES 15770 4,000 2,792 YES 15790 1,500 1,497 YES 15828 1,500 1,052 YES 15994 4,000 2,677 YES 16000 4,000 3,317 YES 16042 4,000 3,178 YES 16044 4,000 2,940 YES 16224 4,000 3,642 YES 16232 4,000 2,672 YES 16234 4,000 3,766 YES 16240 4,000 3,791 YES 16496 1,500 857 YES 16562 1,500 1,461 YES 16976 1,500 1,256 YES 17048 4,000 3,527 YES 17100 1,500 1,362 YES 17102 1,500 1,273 YES West Yost Associates Last Revised: 04/29/08 9 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 17104 1,500 1,363 YES 17146 4,000 2,573 YES 17644 4,000 3,860 YES 17826 1,500 1,118 YES 17828 1,500 1,217 YES 17830 1,500 1,112 YES 17916 1,500 1,418 YES 17918 1,500 1,043 YES 17920 1,500 1,054 YES 17922 1,500 1,418 YES 17924 1,500 1,386 YES 17926 4,000 1,912 18200 1,500 1,338 YES 18610 4,000 924 18616 1,500 1,197 YES 18658 4,000 3,565 YES 18728 4,000 2,642 YES 18770 4,000 3,241 YES 18792 1,500 671 18818 1,500 1,421 YES 18824 4,000 1,929 18832 4,000 3,750 YES 18838 1,500 1,214 YES 18840 1,500 1,030 YES 19064 1,500 1,539 YES 19090 4,000 3,998 YES 19242 4,000 3,138 YES 19330 1,500 1,434 YES 19358 1,500 1,419 YES 19376 4,000 2,122 YES 19378 4,000 2,410 YES 19394 1,500 717 19396 1,500 933 YES 19408 1,500 641 19610 4,000 1,578 19634 1,500 713 19638 4,000 3,502 YES 19684 4,000 3,541 YES 19690 1,500 1,396 YES 19692 1,500 1,194 YES 19748 4,000 2,089 YES 19750 1,500 926 YES 19754 4,000 2,821 YES 19838 4,000 1,990 19840 4,000 2,448 YES West Yost Associates Last Revised: 04/29/08 10 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- Table A1. Available Fire Flow at 20 psi for Buildout System at Failed Fire Flow Locations Model ID Fire-Flow Demand, gpm Available Flow, gpm Split Flow Available 20016 4,000 2,963 YES 20020 4,000 2,497 YES 20022 4,000 3,147 YES 20086 1,500 819 YES 20124 1,500 1,098 YES 20126 1,500 971 YES 20130 1,500 763 YES 20136 4,000 3,331 YES 20138 4,000 1,664 20140 4,000 1,127 20246 4,000 3,768 YES 20384 1,500 1,375 YES 20388 1,500 1,461 YES 20736 4,000 2,904 YES 20738 4,000 2,234 YES 20740 4,000 2,332 YES 20832 4,000 1,972 20930 4,000 4,195 YES 20952 4,000 3,042 YES 20954 4,000 3,150 YES 21016 1,500 1,498 YES 21056 4,000 3,099 YES 21060 4,000 1,533 21062 4,000 1,886 21064 4,000 1,887 21066 4,000 2,279 YES 21068 4,000 2,178 YES 21070 4,000 2,585 YES 21114 4,000 3,461 YES 21116 4,000 3,223 YES 21118 4,000 2,464 YES 21120 4,000 2,843 YES 21122 4,000 3,689 YES 21138 4,000 3,711 YES 21140 4,000 3,704 YES 80026 4,000 3,892 YES 80028 4,000 3,840 YES West Yost Associates Last Revised: 04/29/08 11 of 11 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- ATTACHMENT B Detailed Cost Tables ---PAGE BREAK--- Pump Total Capacity Firm Capacity Backup Power Backup Power Existing Backup Backup Status(g) HP [gpm](b) [gpm](c) Required(d) Recommended(d) Power(e) Cost(f) Booster Pump Stations Tank 3 Active 2,400 1,800 Y Yes $0 Tank 4 Active 3,760 2,810 Y Yes $0 Tank 5 Active 3,750 2,800 Y Yes $0 Tank 6 Active 7,450 4,935 Y Yes $0 Tank 7 Active 7,350 4,900 Y Yes $0 Tank 8 Active 7,710 5,140 Y Yes $0 Tank 10 OOS - Repair 6,255 4,170 Yes $0 MID Terminal Reservoir Active 55,600 20,833 Y Yes $0 Well Pump Stations Well 001 Active 60 950 950 Y $0 Recommended in Existing System CIP Well 002 OOS - WQ 150 1,500 $0 Well 003 OOS - WQ 60 800 $0 Well 004 Active 100 950 950 Y $0 Recommended in Existing System CIP Well 006 Active 75 950 950 Y Yes $0 Well 007 Active 75 950 950 Y $0 Recommended in Existing System CIP Well 008 OOS - WQ 50 775 $0 Well 010 Active 60 400 400 Y Y $133,333 0.58 Well 014 OOS - WQ 100 1,500 Yes $0 Well 016 Active 150 1,800 1,800 Y $0 Recommended in Existing System CIP Well 017 Active 100 1,450 1,450 Y Y $133,333 2.09 Well 018 OOS -WQ 100 750 $0 Well 019 OOS - WQ 40 600 $0 Well 021 OOS - WQ 125 1,500 $0 Well 022 OOS - WQ 125 1,000 $0 Well 024 OOS - WQ 150 1,500 $0 Well 025 Active 125 1,500 1,500 Y Yes $0 Well 029 Active 75 1,058 $0 Well 030 Active 75 1,000 $0 Well 032 OOS - WQ 75 800 $0 Well 033 Active 150 1,800 1,800 Y Yes $0 Well 034 OOS - WQ 100 1,250 $0 Well 036 Active 100 1,050 1,050 Y Y $133,333 1.51 Well 037 OOS - WQ 125 1,250 $0 Well 038 Active 100 1,163 $0 Well 039 Active 150 1,950 1,950 Y Yes $0 Well 040 Active 150 1,400 1,400 Y Yes $0 Well 041 Active 150 1,200 1,200 Y Yes $0 Well 042 Active 150 1,800 1,800 Y Yes $0 Well 043 Active 150 1,900 1,900 Y Yes $0 Well 044 OOS - WQ 100 1,250 Yes $0 Well 045 Active 100 1,500 1,500 Y Y $133,333 2.16 Well 046 Active 100 1,150 $0 Well 047 Active 150 1,600 1,600 Y Y $133,333 2.3 Well 048 Active 125 1,330 1,330 Y Y $133,333 1.92 Well 049 OOS - WQ 75 500 Yes $0 To be returned to service Well 050 Active 100 800 800 Y $0 Recommended in Existing System CIP Well 051 Active 250 2,200 $0 Well 052 Active 150 1,600 1,600 Y Yes $0 Well 053 OOS - WQ 100 1,500 $0 Well 054 Active 200 2,400 2,400 Y Yes $0 Well 055 OOS - WQ 100 1,500 $0 Well 056 Active 75 650 650 Y Y $133,333 0.94 Well 057 Active 100 1,350 1,350 Y Yes $0 Well 058 Active 100 1,300 1,300 Y $0 Recommended in Existing System CIP Well 059 Active 125 1,400 $0 Well 061 Active 200 1,575 1,575 Y Yes Well 062 Active 2,200 2,200 Y Yes $0 Well 063 Proposed 1,500 1,500 Y $0 Recommended in Existing System CIP Well 064 Active 40 2,250 2,250 Y Yes $0 Well 065 Active 100 2,600 2,600 Y Yes $0 Well 066 Active 100 1,590 1,590 Y Yes $0 Well 100 Active 100 650 650 Y $0 Recommended in Existing System CIP Well 204 Active 25 1,450 1,450 Y Y $133,333 2.09 Well 211 Active 40 1,450 1,450 Y Y $133,333 2.09 Well 212 Active 40 1,000 $0 Well 213 Active 40 240 240 Y $0 Recommended in Existing System CIP Well 214 OOS - WQ 30 400 $0 Well 216 Active 150 550 550 Y Y $133,333 0.79 Well 217 Active 40 400 400 Y $0 Recommended in Existing System CIP Well 223 Active 50 340 340 Y Yes $0 Well 225 Active 75 1,200 1,200 Y Yes $0 Well 226 OOS - WQ 75 675 $0 Well 229 Active 20 425 $0 Well 232 Active 15 775 775 Y $0 Recommended in Existing System CIP Well 236 OOS - WQ 40 750 $0 Well 237 Active 75 630 630 Y $0 Recommended in Existing System CIP Well 241 Active 40 350 350 Y $0 Recommended in Existing System CIP Well 247 Active 20 560 560 Y Y $133,333 0.81 Well 250 Active 20 835 835 Y Y $133,333 1.2 Well 259 Active 40 400 400 Y Y $133,333 0.58 Well 262 Active 100 350 350 Y Y $133,333 0.5 Well 264 Active 50 700 700 Y Y $133,333 1.01 Well 265 Active 100 500 500 Y Y $133,333 0.72 Well 267 Active 150 1,190 1,190 Y $0 Recommended in Existing System CIP Well 269 Active 100 750 $0 Well 277 Active 100 1,000 $0 Well 278 Active 75 800 800 Y $0 Recommended in Existing System CIP Well 279 Active 75 800 800 Y Yes $0 Well 281 Active 100 480 480 Y Y $133,333 0.69 Well 283 OOS - WQ 75 800 $0 Well 284 Active 50 750 750 Y $0 Recommended in Existing System CIP Well 285 OOS - WQ 50 1,000 Yes $0 Well 287 Active 75 825 $0 Well 288 Active 75 650 $0 Well 290 Active 100 633 $0 Well 291 Active 100 500 500 Y Y $133,333 0.72 Well 292 Active 75 850 850 Y Y $133,333 1.22 Well 293 OOS - WQ 100 825 Yes $0 Well 294 Active 100 1,325 1,325 Y Yes $0 Well 296 Active 100 900 900 Y Yes $0 Well 297 Active 75 1,300 $0 Well 298 Active 40 1,200 1,200 Y Yes $0 Well 299 Active 40 450 450 Y Yes $0 Well 300 Active 700 $0 Well 301 Active 100 500 500 Y Yes $0 Well 304 OOS - WQ 75 525 Yes $0 Well 305 Active 150 560 560 Y Yes $0 Well 307 Active 40 1,050 1,050 Y Y $133,333 1.51 Well 308 Active 850 $0 Well 310 Active 1,320 1,320 Y Yes $0 Well 312 Active 1,040 1,040 Y $0 Recommended in Existing System CIP Well 313 Active 1,020 1,020 Y Yes $0 Shelter Cove Well Proposed 1,000 1,000 Y Y 1.44 Tivoli Well Proposed 1,500 1,500 Y Y 2.16 Grogan Well Proposed 1,500 1,500 Y Y 2.16 FMC Well Proposed 1,000 1,000 Y Y 1.44 Plastipak Well Proposed 1,000 1,000 Y Y 1.44 GRAND Total 25 $2,667,000 34.1 Table includes existing facilities and proposed developer wells. Pump capacity based on information provided by City staff. Firm capacity (Pumping capacity with largest pump out of service or single pump with available backup power supply) with the installation of additional pumps or backup power supply as described in recommended CIP. Based on need to satisfy required buildout system storage capacity deficiency. Backup power information provided by City. Backup generator cost provided by City. March 2010 (ENR 9728.17) costs. OOS = Out of Service [as of August 2009] The cost of backup power for proposed wells is included in the well construction cost. = Recommended location for installation of backup powe Remarks Table B1. Summary of CIP Recommendation Cost Estimate for Pumping Facility Backup Power for Buildout Contiguous Service Area Pump Station GW Storage Credit West Yost Associates o\c\418\020722\wp\er\20091031ceE2AppETables Last Revised:12/02/08 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM ---PAGE BREAK--- CIP o Quantity Unit Cost Total Cost Reason(a) Recommendation / Reference Source Existing Proposed t [lf] TID01 City TID 24 Whitmore Avenue between Morgan Road and Crows Landing Road 5,540 218 $1,205,000 TID02 City TID 16 Whitmore Avenue between Crows Landing Road and Carpenter Road 10,630 163 $1,727,000 TID03 City TID 16 Carpenter Road between Hatch Road and Whitmore Avenue 4,710 163 $765,000 TID04 City TID 16 TID Connection to Distribution 60 163 $10,000 City TID 12 TID Connection to Distribution 190 136 $26,000 $3,733,000 Developer-Funded Improvements DV-KBPE Development KBPE Water Capacity Study 12 Kiernan Business Park East Development 10,370 136 $1,414,000 DV-PR Development Promenade Water Capacity Study 12 Promenade Development 6,680 136 $911,000 DV-KMC Development 12 Kaiser Medical Center Development 6,710 136 $915,000 Development 16 Kaiser Medical Center Development 3,700 163 $601,000 DV-KBPS Development KBPS Water Capacity Study 12 4,920 136 $671,000 DV-WG Development Woodglen Water Capacity Study 8 Woodglen Development 20,840 101 $2,095,000 Development Woodglen Water Capacity Study 10 Woodglen Development 80 123 $10,000 Development Woodglen Water Capacity Study 12 Woodglen Development 690 136 $94,000 DV-PM Development Pelandale-McHenry Water Capacity Study 8 Pelandale-McHenry Development 4,740 101 $477,000 Development Pelandale-McHenry Water Capacity Study 10 Pelandale-McHenry Development 4,950 123 $607,000 DV-MAR Development Martin Water Capacity Study 8 Martin Development 1,870 101 $188,000 Development Martin Water Capacity Study 10 Martin Development 3,630 123 $445,000 Development Martin Water Capacity Study 12 Martin Development 100 136 $14,000 Development Martin Water Capacity Study 16 Martin Development 960 163 $156,000 DV-TIV Development Tivoli Water Capacity Study 12 Tivoli Development 21,290 136 $2,903,000 Development Tivoli Water Capacity Study 16 Tivoli Development 10,710 163 $1,740,000 DV-NC Development Ninth and Carver Water Capacity Study 10 Ninth and Carver Development 4,140 123 $507,000 DV-KW Development Kansas-Woodland Water Capacity Study 10 Kansas-Woodland Development 1,630 123 $200,000 Development 12 Kansas-Woodland Development 3,330 136 $454,000 DV-WP Development 8 Westport Landing Development 13,900 101 $1,397,000 Development 12 Westport Landing Development 12,710 136 $1,733,000 DV-BB Development 8 Bava Brothers Development 5,920 101 $595,000 Development 12 Bava Brothers Development 1,850 136 $252,000 $18,379,000 MID02WT01 MID P2 16 Rosemore Avenue between Maze Boulevard and Elm Avenue 1,330 163 $216,000 TR01SOI Grid KBPE Water Capacity Study 16 Kiernan Avenue between Dale Avenue and American Avenue 1,280 163 $208,000 TR02SOI Grid Tivoli Water Capacity Study 16 Roselle Avenue between Sylvan Avenue and Claratina Avenue 4,000 163 $650,000 TR04SOI Grid 10 12 Morse Road between McDonald Avenue and Kansas Avenue 6,110 136 $833,000 TR05SOI Grid 10 12 Woodland Avenue between Morse Road and Carpenter Road 5,300 136 $723,000 TR06SOI Grid 10 12 Grimes Avenue between Chicago Avenue and Paradise Road 2,950 136 $402,000 Grid 10 12 Paradise Road between Grimes Avenue and Ohio Avenue 2,740 136 $374,000 Grid 10 12 Ohio Avenue between Chicago Avenue and Paradise Road 2,560 136 $349,000 TR07SOI Grid 12 Bangs Avenue between American Avenue and Carver Avenue 5,240 136 $714,000 SB01SOI Grid 16 Kiernan Avenue between Stoddard Road and Dale Road 5,320 163 $865,000 Grid 12 Technology Drive between Stoddard Road and Dale Road 3,630 136 $495,000 Grid 12 Bangs Avenue between Stoddard Road and Chapman Road 1,690 136 $230,000 Grid 12 Chapman Road between Bangs Avenue and Kiernan Avenue 2,580 136 $352,000 SB02SOI Grid 12 Dale Road south of Kiernan Avenue 150 136 $20,000 SB03SOI Grid 12 Kiernan Avenue between American Avenue and Terminal Avenue 34,980 136 $4,769,000 SB04SOI Grid 12 East of Morrow Road between Kiernan Avenue and Avignon Lane 2,520 136 $344,000 SB05SOI Grid 12 Carver Road between Kiernan Avenue and Avignon Lane 2,630 136 $359,000 SB06SOI Grid 12 Tully Road between Kiernan Avenue and Avignon Lane 3,050 136 $416,000 Grid 12 East of Tully Road between Kiernan Avenue and Avignon Lane 2,700 136 $368,000 Grid 12 Henry Avenue between Claribel Avenue and Bangs Avenue 1,240 136 $169,000 SB07SOI Grid 12 East of Henry Avenue between Claribel Avenue and Claratina Avenue 2,600 136 $354,000 Grid 12 Coffee Road between Claribel Avenue and Claratina Avenue 2,640 136 $360,000 Grid 12 Coffee Road between Claribel Avenue and Bangs Avenue 1,300 136 $177,000 Grid 12 Oakdale Road between Claribel Avenue and Claratina Avenue 3,930 136 $536,000 Grid 12 East of Oakdale Road between Claribel Avenue and Claratina Avenue 3,970 136 $541,000 Grid 12 Roselle Avenue between Claribel Avenue and Plainview Road 670 136 $91,000 Grid 16 Roselle Avenue south of Plainview Road 2,630 163 $427,000 SB08SOI Grid 12 Plainview Road between McHenry Avenue and Oakdale Road 10,520 136 $1,434,000 Grid 16 Plainview Road between Oakdale Road and Litt Road 7,930 163 $1,289,000 SB09SOI Grid 12 Mabel Avenue between Roselle Avenue and Litt Road 2,890 136 $394,000 SB10SOI Grid 12 Litt Road between Claribel Avenue and Sylvan Avenue 6,840 136 $933,000 SB11SOI Grid 12 Terminal Avenue between Parker Road and Plainview Avenue 14,210 136 $1,937,000 SB12SOI Grid 10 Hillglen Avenue between Roselle Avenue and Esta Avenue 1,320 123 $162,000 Grid 12 Floyd Avenue between Claus Road and Santa Fe Avenue 1,150 136 $157,000 Grid 12 Meryl Avenue between Claus Road and Santa Fe Avenue 1,910 136 $260,000 SB13SOI Grid 12 Morse Avenue between McDonald Avenue and Brink Avenue 6,080 136 $829,000 Grid 12 Shoemaker Avenue between Morse Avenue and Brink Avenue 2,990 136 $408,000 Grid 16 Brink Avenue between Shoemaker Avenue and north of North Avenue 5,680 163 $923,000 SB14SOI Grid 16 Nebraska Avenue between Kansas Avenue and Maze Boulevard 2,670 163 $434,000 SB15SOI Grid 12 Maze Boulevard between Rosemore Avenue and Carpenter Road 2,710 136 $369,000 Grid 16 Maze Boulevard between Rosemore Avenue and Carpenter Road 2,660 163 $432,000 SB16SOI Grid 12 Grimes Avenue between Maze Boulevard and California Avenue 5,610 136 $765,000 SB17SOI Grid 12 California Avenue between Grimes Avenue and Carpenter Road 4,010 136 $547,000 SB18SOI Grid 12 Ohio Avenue between Chicago Avenue and California Avenue 2,580 136 $352,000 SB19SOI Grid 12 Houser Lane between Ohio Avenue and Carpenter Road 1,370 136 $187,000 SB20SOI Grid 12 Parkdale Drive 1,130 136 $154,000 Grid 12 Vivian Road between Whitmore Avenue and Hatch Road 4,900 136 $668,000 Grid 12 Whitmore Avenue between Vivian Road and Carpenter Road 5,290 136 $721,000 Grid 12 Carpenter Road north of Whitmore Avenue 2,190 136 $299,000 Grid 12 Whitmore-Carpenter Development 11,710 136 $1,596,000 Dist 8 North of Hatch Road and west of Carpenter Road(c) 7,150 0 $0 Dist 12 North of Hatch Road and west of Carpenter Road(c) 8,350 0 $0 SB21SOI Grid 12 SOI Buildout Pipelines for Empire Region 27,830 136 $3,794,000 $34,170,000 Pipe cost based on March 2010 San Francisco ENR Index (9728.17). Development = Infrastructure associated with developments. Funds provided by developer constructing development City TID = City facility for TID SWSP Grid = Recommended City-Wide System Grid MID P2 = MID Phase 2 Improvement Infrastructure. Funding included in previous Engineer's Report Table B2. Buildout Contiguous Service Area CIP Pipeline Recommendations Total Diameter (in) Address CIP ID TID Transmission Pipelines Previously Funded MID Phase 2 Improvement Infrastructure Proposed Buildout System Pipelines Total Total West Yost Associates o:\c\418\02-07-22\wp\er\20091031ceE2AppETables Last Revised: 12/02/08 City of Modesto Engineer's Report Appendix E Buildout System Evaluation TM