Document Modesto_doc_33c0b3807e

mo307erCov1-6887.psd March 2007 Engineer’s Report Justification and Cost Allocation for Proposed Wastewater Collection System and Treatment Plant Improvements FINAL March 2007 Engineer’s Report Justification and Cost Allocation for Proposed Wastewater Collection System and Treatment Plant Improvements FINAL ---PAGE BREAK--- ---PAGE BREAK--- FINAL - March 2007 i H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City Of Modesto ENGINEER’S REPORT JUSTIFICATION AND COST ALLOCATION FOR PROPOSED WASTEWATER COLLECTION SYSTEM AND TREATMENT PLANT IMPROVEMENTS TABLE OF CONTENTS Page 1.0 INTRODUCTION 2.0 SUMMARY OF 3.0 COLLECTION SYSTEM SERVICE AREA AND PROJECTED WASTEWATER 3.1 Service 3.2 Wastewater Contributions 3.2.1 Cannery 3.2.2 Domestic Wastewater Flows 4.0 JUSTIFICATION OF AND COLLECTION, TREATMENT AND DISPOSAL SYSTEM 4.1 Collection System 4.1.1 Capacity 4.1.2 Rehabilitation 4.1.3 New Service 4.1.4 Reliability Projects 5.0 JUSTIFICATION OF WASTEWATER TREATMENT AND EFFLUENT DISPOSAL 5.1 Sutter Avenue Primary Treatment Plant 5.2 Primary Effluent Pipeline (also referred to as Outfall) 5.3 Jennings Road Secondary Treatment 5.4 Special Planning 5.4.1 Engineering System Analysis 5.4.2 Master Plan Updates 5.4.3 Segregated Cannery Process Water 6.0 COST ALLOCATION FOR PROPOSED 6.1 Existing/Future Customer Allocations 6.1.1 Collection System Improvements 6.1.2 Wastewater Treatment and Effluent Disposal Improvements...........46 6.2 Allocation to Billable Constituents 6.2.1 Collection System Improvements 6.2.2 Wastewater Treatment and Effluent Disposal Improvements...........49 7.0 PROJECT PHASING AND CASH FLOW PROJECTIONS LIST OF APPENDICES A - Capital Improvement Program Cost Allocation, Collection System B - Collection System Improvements, Capital Improvements Program Schedule C - Treatment and Disposal Improvements, Capital Improvements Schedule D - Glossary of Terms ---PAGE BREAK--- FINAL - March 2007 ii H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City Of Modesto ENGINEER’S REPORT JUSTIFICATION AND COST ALLOCATION FOR PROPOSED WASTEWATER COLLECTION SYSTEM AND TREATMENT PLANT IMPROVEMENTS Page LIST OF TABLES Table 1 Estimated Capital Costs and Recommended Cost Allocations(1) Table 2 Historical Cannery Segregation Flows Table 3 Current and Projected Wastewater Table 4 Projected Domestic Flows and Loadings Table 5 Summary of Collection System Costs Table 6 RCP Trunk Sewer Chemical Coating Maintenance Table 7 Lift Station Condition Table 8 Lift Station Stand-by Generator Requirements Table 9 Wastewater Treatment Capital Table 10 Allocation of Collection System Costs to Existing and Future Users Table 11 Allocation of Treatment and Disposal Costs to Existing and Future Uses Table 12 Allocation of Project Costs to Billable Table 13 Wastewater Treatment Capital Improvements Program LIST OF FIGURES Figure 1 Sewer Service Study Area Figure 2A Collection System Figure 2B Collection System Figure 2C Collection System Figure 3A Proposed Trunk Sewer Rehabilitation and Reliability Projects Figure 3B Proposed Trunk Sewer Rehabilitation and Reliability Projects Figure 4 Wastewater Treatment Improvements Site Figure 5 Schematic of Treatment Plants Figure 6 Site Plan - Sutter Figure 7 Site Plan - Jennings Figure 8 Treatment Phasing at Jennings Road Figure 9 Total Annual Expenditures Figure 10 Cumulative Capital Cost Flow ---PAGE BREAK--- FINAL - March 2007 1 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto ENGINEER’S REPORT - JUSTIFICATION AND COST ALLOCATION FOR PROPOSED WASTEWATER COLLECTION SYSTEM AND TREATMENT PLANT IMPROVEMENTS 1.0 INTRODUCTION The purpose of this report is to describe the wastewater system improvements and associated costs needed to serve existing and future customers of the City of Modesto. The methodology used to determine the allocation of costs to these same categories of customers is also presented. The report provides the basis for developing wastewater sewer service charges and connection fees required for project funding. The City of Modesto (City) has developed an overall wastewater system capital improvement program (CIP) to address existing deficiencies and replacement needs. In addition, projects contained within the CIP provide capacity to meet the demands of projected growth through the buildout of the sphere of influence which is projected to occur in the year 2030. The CIP includes the expansion and upgrade of both the Sutter Avenue Primary Treatment Facility (primary facility) and the Jennings Road Secondary Treatment Facility (secondary facility), improvements to the existing outfall that conveys flow from the primary facility to the secondary facility, construction of several new trunk sewers, and implementation of various wastewater collection system (sewer) improvements. The CIP was developed based on detailed analysis performed as part of the Collection System Master Plan Update (Carollo 2006), and the Wastewater Treatment Master Plan Update (Carollo 2006) draft reports. 2.0 SUMMARY OF RESULTS The estimated cost of the proposed CIP for the entire wastewater system, including construction, planning, engineering and permitting, through 2030, or service area build-out, is $420.6 million. Estimated costs, and recommended allocations to existing and future customers, are summarized in Table 1. 3.0 COLLECTION SYSTEM SERVICE AREA AND PROJECTED WASTEWATER CONTRIBUTIONS 3.1 Service Area The City of Modesto wastewater service area includes the current City limits, a portion of north Ceres, the unincorporated community of Empire, and unincorporated Stanislaus County “islands” that are served by agreement. As the City grows, it is anticipated that the sewer service area will expand to the City’s Sphere of Influence (SOI) boundary. Figure 1 shows the current City limits, the SOI and the ---PAGE BREAK--- FINAL - March 2007 2 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 1 Estimated Capital Costs and Recommended Cost Allocations(1) Engineer’s Report City of Modesto Cost Allocation Existing Customers Future Customers Cost in $M(1) $ % $ % Remarks COLLECTION SYSTEM Capacity Improvements $ 63.6 $ 53.4 84.0% $ 10.2 16.0% Improvements primarily for existing deficiencies. Where future capacity provided, allocated based on PWWF.(6) Rehabilitation 66.8 63.2 94.6 3.6 5.4 Project by project allocation based on relative PWWF. See Appendix A. New Service 37.9 - 0.0 37.9 100.0 Extensions for future capacity. Reliability Improvements 9.0 7.3 81.4 1.7 18.6 Project by project allocation based on relative PWWF. See Appendix A. Total - Collection System $ 177.3 $ 123.9 69.9% $ 53.4 30.1% TREATMENT AND DISPOSAL SYSTEM Sutter Avenue Facility Headworks(2) $ 3.5 $ - 0.0% $ 3.5 100.0% Improvements for future growth. Primary Effluent Lift Station 9.3 7.0 75.1 2.3 24.9 Replacement and expansion. Allocation based on relative PWWF. Anaerobic Digester 4.8 3.0 62.2 1.8 37.8 Reliability and expansion. Allocation based on relative AAF. Sludge Dewatering Improvements 7.6 4.7 62.2 2.9 37.8 Upgrade. Allocation based on relative AAF. Flood Control Improvements(3) 16.0 10.0 62.2 6.0 37.8 Upgrade. Allocation based on relative AAF. Subtotal - Sutter Avenue $ 41.2 $ 24.7 60.0% $ 16.5 40.0% Primary Effluent Outfall Outfall Improvements $ 12.4 $ 9.3 75.1% $ 3.1 24.9% Upgrade and expansion. Allocation based on relative PWWF. Jennings Road Facility Dissolved Air Floatation (DAF) $ 11.0 $ 9.9 90.4% $ 1.1 9.6% Stand alone process for existing capacity needs. Phase 1A Tertiary Treatment 8.6 - 0.0 8.6 100.0 Stand alone process for near term future growth. Phase 1B - 3 Tertiary Treatment(4) 150.0 64.4 42.9 85.6 57.1 Upgrade and expansion. Allocation based on relative AAF. Improvements to Existing Facilities(5) 9.5 5.9 62.2 3.6 37.8 Replacement and upgrade. Allocation based on relative AAF. Subtotal - Jennings Road $ 179.1 $ 80.2 44.8% $ 98.9 55.2% Special Planning Studies Engineering System Analysis 3.6 1.1 30.7 2.5 69.3 Master Plan Updates 6.0 3.7 62.2 2.3 37.8 Major updates every 10 years; minor updates in between studies for existing capacity needs. Land Application Studies 1.0 1.0 100 0 0 Subtotal $10.6 $5.8 54.7% $4.8 45.3% Total - Treatment and Disposal System $ 243.3 $ 120.0 49.3% $ 123.3 50.7% Total - Collection, Treatment, and Disposal $ 420.6 $ 243.9 58.0% $ 176.7 42.0% Notes: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Includes allowances for contingencies, engineering, legal, and administrative expenses. Includes influent flow meter improvements, influent pump station expansion, influent bar screen, and grit removal projects. Includes flood protection and stormwater pump station. Includes recirculation channel improvements, mixed liquor pump station, secondary clarifiers, RAS/WAS pump station, high rate flocculation/sedimentation, media filtration, chemical storage and feed facilities, UV disinfection, WAS thickening, sludge drying, and tertiary effluent pipeline. Includes conversion to hypochlorite and improvements to FFRs, effluent pump station, outfall, and flood protection. PWWF = Peak wet weather flow, AAF = Average annual flow. ---PAGE BREAK--- mo606erm1-6887.ai Figure 1 SEWER SERVICE STUDY AREA ENGINEER’S REPORT CITY OF MODESTO 3 ---PAGE BREAK--- FINAL - March 2007 4 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc study area boundary used for the purpose of this report. It should be noted that study area presented herein encompasses an area somewhat less than that contained in the City’s General Plan Area. The differences in these planning areas are the result of the exclusion of the Salida and Beckwith/Dakota Comprehensive Planning Districts for the purpose of future sewer service area planning. The study area is expected to be fully developed by 2030 with an estimated total population of 355,000.1 3.2 Wastewater Contributions The City’s sewer system collects wastewater from residential, commercial, and industrial sources. The following sections provide a description of these flows. 3.2.1 Cannery Segregation In 1999, the City constructed a segregated cannery process flow pipeline. This line bypasses the Sutter Avenue treatment facilities and flows directly to ranch land adjacent to the Jennings Road site for land application. Table 2 summarizes cannery process flows segregated for land application. As indicated, recent cannery flows typically occur over a 90 day period and total on the order of 1,500 million gallons. This results in an average flow on an annual basis of about 4 million gallons per day (mgd). Table 2 Historical Cannery Segregation Flows Engineer’s Report City of Modesto 2000 2001 2002 2003 2004 2005 Discharge Period, days 70 65 83 85 93 82 Total Annual Volume, MG 1,256 1,003 1,513 1,513 1,705 1,378 Average Day(1), mgd 17.9 15.4 18.2 17.8 18.3 16.8 Minimum Day, mgd 4.5 0.3 2.4 4.3 3.7 11.0 Maximum Day, mgd 23.5 22.2 24.8 22.6 25.1 21.1 Equivalent Annual Flow, mgd(2) 3.4 2.7 4.1 4.1 4.7 3.8 Notes: Average Day flow calculated pertains only to those days with measured flow. Total Annual Volume divided by 365 days. 3.2.2 Domestic Wastewater Flows All wastewater received at the Modesto treatment facilities from industrial, commercial, and residential sources exclusive of segregated cannery process flows are defined as “domestic” wastewater flows. Average annual domestic flows were projected using a gross 1 City of Modesto Memorandum, “Estimated Sewer Flow Projections,” by William Wong, updated 7/27/06. ---PAGE BREAK--- FINAL - March 2007 5 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc per capita flow of 117 gallons per capita per day (gpcd) as determined by City staff. The current average and projected design domestic flows in a million gallons per day (mgd) are presented in Table 3. Table 3 Current and Projected Wastewater Flows Engineer’s Report City of Modesto AAF(1) (mgd) PDWF(2) (mgd) PWWF(3) (mgd) Current (2005) 25.8 38.7 71.7 Projected (2030) 41.5 62.3 95.5 Notes: Average annual flow for 2005. Peak dry weather flow based on historical peaking factors. Peak wet weather flow derived based on 10-year, 24-hour design storm event, occurring simultaneously with the peak hourly flow. Assumption is that intentional storm water connections to the sanitary sewer system will be removed. The City implemented long-term water conservation measures in 1990, and Stage I conservation measures have been in effect since 2001. Flow reductions from water conservation are already included in the coefficients used to calculate the projected flows, so no additional conservation savings were incorporated into the projections. This approach is consistent with the City’s 2004 Water System Improvements Engineer’s Report. Table 4 summarizes the projected domestic wastewater flows and loadings in five-year increments through 2030. 4.0 JUSTIFICATION OF AND COLLECTION, TREATMENT AND DISPOSAL SYSTEM IMPROVEMENTS Justifications for capital improvement projects associated with the upgrade and expansion of the wastewater collection, treatment, and disposal system are provided in the following sections. 4.1 Collection System Improvements Recently completed planning efforts have identified $177.3 million of wastewater collection system improvements required by the year 2030. This figure includes projects within the existing City 2005/06 Capital Improvement Program. These improvements can be categorized into the following four general areas: • Capacity: Replacement of existing or addition of new trunk sewers or pump stations to primarily convey current peak wet weather flows. In some cases additional capacity may also be provided to serve future customers. ---PAGE BREAK--- FINAL - March 2007 6 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 4 Projected Domestic Flows and Loadings Engineer’s Report City of Modesto, California Year 2005 2010 2015 2020 2025 2030 Flows, mgd Annual Average Flow (AAF) 25.8 27.7 30.6 34.0 37.7 41.5 Average Dry Weather Flow (ADWF) Peaking Factor 1.02 1.02 1.02 1.02 1.02 1.02 ADWF 26.3 28.3 31.2 34.7 38.5 42.3 Maximum Month Flow (MMF) Peaking Factor 1.09 1.09 1.09 1.09 1.09 1.09 MMF 28.1 30.2 33.4 37.1 41.1 45.2 Peak Dry Weather Flow (PDWF) Peaking Factor 1.5 1.5 1.5 1.5 1.5 1.5 PDWF 38.7 41.6 45.9 51.0 56.6 62.3 Peak Wet Weather Flow (PWWF) Peaking Factor 2.77 2.7 2.6 2.5 2.4 2.30 PWWF 71.7 74.8 79.6 85.0 90.5 95.5 BOD Concentration, mg/L 415 415 415 415 415 415 Average Annual Loading, lbs/day 89,300 95,900 105,900 117,700 130,500 143,600 Peaking Factor 1.15 1.15 1.15 1.15 1.15 1.15 Maximum Month Loading, lbs/day 102,700 110,300 121,800 135,400 150,100 165,100 TSS Concentration, mg/L 329 329 329 329 329 329 Average Annual Loading, lbs/day 70,800 76,000 84,000 93,300 103,400 113,900 Peaking Factor 1.19 1.19 1.19 1.19 1.19 1.19 Maximum Month Loading, lbs/day 84,300 90,400 100,000 111,000 123,000 135,500 Ammonia Concentration, mg/L 25 25 25 25 25 25 Average Annual Loading, lbs/day 5,400 5,800 6,400 7,100 7,900 8,600 Peaking Factor 1.28 1.28 1.28 1.28 1.28 1.28 Maximum Month Loading, lbs/day 6,900 7,400 8,200 9,100 10,100 11,000 Electrical Conductivity, umhos/cm AAF 1,230 1,230 1,230 1,230 1,230 1,230 Peaking Factor 1.11 1.11 1.11 1.11 1.11 1.11 MMF 1,370 1,370 1,370 1,370 1,370 1,370 ---PAGE BREAK--- FINAL - March 2007 7 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • Rehabilitation: Improvements to existing trunk sewers or pump stations to extend their useful life, repair structural deficiencies, and or improve performance so as to provide adequate capacity throughout the planning period. • New Service: New pump stations and/or extensions of existing trunk sewers to serve new customers. • Reliability: Addition of standby power to existing pump stations and parallel sewers where existing sewers cross below major obstacles (i.e. Highway 99). The recommended collection system projects are shown on Figure 2A, 2B, and 2C and listed in Appendix A. A summary of the total cost for each category of projects is shown on Table 5. A description of each project within the various categories is described in the following sections. Table 5 Summary of Collection System Costs Engineer’s Report City of Modesto Project Category Cost in $M(1) Capacity Improvements $63.6 Rehabilitation 66.8 New Service 37.9 Reliability 9.0 Total $177.3 Note: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Includes allowance for contingencies, engineering, legal, and administrative expenses. 4.1.1 Capacity Projects During development of the Master Plan, the design criteria for existing trunk sewers were established. The trunk sewer must be able to convey peak wet weather flows while maintaining a maximum flow depth to pipe diameter (d/D) ratio of 0.85. The collection system lift stations must also be able to reliably pump peak flows. The firm capacity of a pump station is defined as the flow capacity when the largest pump is out of service. Lift stations with firm capacities less than the projected peak flows are deficient. The hydraulic model simulated peak flows during a 10-year, 24-hour storm. The model identified trunk sewers that exceeded the maximum allowable d/D (0.85) criteria and lift stations that lacked sufficient firm capacity to convey the peak flow. ---PAGE BREAK--- Mo606erf8-6887.cdr 8 Figure 2A COLLECTION SYSTEM PROJECTS ENGINEER'S REPORT CITY OF MODESTO ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- FINAL - March 2007 11 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc The collection system capacity deficiencies are categorized as: • Deficiencies due to current flows. These are deficiencies in existing trunk sewers or lift stations with respect to the capacity to convey current peak flows during a 10-year storm. • Deficiencies at build-out of SOI. These are deficiencies to existing trunk sewers or lift stations in conveying future peak flows during a 10-year storm. 4.1.1.1 West Trunk (W-1) As the City’s western and northern parts grow, wastewater flows from these areas will increase. At build-out there will be deficiencies in the West Trunk and the Woodland Lift Station. The West Trunk consists of 39 to 60-inch diameter sections and runs from Bangs Avenue to the Sutter Avenue primary plant along the western boundary of the study area. The West Trunk has sufficient capacity to convey current flows, but at build-out, the increased flows would cause the lower reaches of the West Trunk to surcharge. The alternative recommended for correcting the surcharge conditions along John Street is to construct 5,200 feet of 48-inch diameter pipe parallel to the existing 54/60-inch diameter trunk from the Sutter Avenue primary facility to Carpenter Road in John Street (Figure 2A, W-1). The project would benefit future users only because the pipe’s current capacity is sufficient to convey existing peak flows. 4.1.1.2 Woodland Lift Station (LS No. 39) The Woodland Lift Station is located near the Woodland Avenue and Poust Road intersection (Figure 2A, LS No. 39). The pump station has sufficient capacity to convey existing peak flows but not future peak flows. The firm capacity should be increased to 25.9 mgd from its current firm capacity of 20.9 mgd. This would be accomplished by replacing the two existing pumps within the existing structure. The pump station is adequate for current flows, so this improvement will benefit future customers exclusively. 4.1.1.3 West Sub-Trunk (W-3) This 18-inch diameter trunk sewer is located on Veneman Avenue, between Dale Road and Hahn Drive and is tributary to the West Trunk. Flow levels in this trunk sewer exceed the 85 percent d/D criteria for existing peak flows peak flows and at build-out. Replacing 1,309-feet of the existing trunk with a 21-inch diameter sewer is proposed (Figure 2A, W-3). 4.1.1.4 Hahn Lift Station (LS No. 19) The existing Hahn Lift Station, located on the southeast corner of Honey Creek Road and Nightingale Drive (Figure 2A, LS No. 19), requires an increase in its firm capacity to convey ---PAGE BREAK--- FINAL - March 2007 12 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc existing peak wet weather flows. A small increment in capacity is also required for future conditions. The existing lift station includes two 450-gallon per minute (gpm) pumps. The proposed improvement would increase the firm capacity from 0.6 mgd to 1.3 mgd. A new lift station would be constructed next to the existing lift station. 4.1.1.5 Rumble Lift Station (LS No. 30) The existing Rumble Lift Station is located on Rumble Road near Bay Lane (Figure 2A, LS No. 30). The existing lift station includes two 950-gpm pumps. In order to convey existing and build-out flows, the capacity should be increased from 1.4 mgd to 2.0 mgd. 4.1.1.6 Rumble Trunk (R-1) The Rumble Trunk varies in diameter from 12 to 33-inches, and runs between Hashem Drive and the West Trunk in Conant Avenue. According to the model, the Rumble Trunk surcharges or exceeds the maximum d/D criteria of 0.85 in several segments for existing and future peak flows. A number of sub-trunks to the Rumble Trunk also lack sufficient capacity. The hydraulic model predicts that the 10-inch diameter Fremont Street sub-trunk surcharges approximately eight feet above the top of the pipe at some locations. This proposed project for the Rumble Trunk includes 2,753-feet of 24-inch diameter pipe in Claremont Avenue running from Worthington Drive to Highgate Road that would replace the existing 21-inch diameter section (Figure 2A, R-1). 4.1.1.7 Rumble Sub-Trunks (R-2 through R-4) Several proposed improvements are needed to increase the capacity of existing sewers that flow to the Rumble Trunk. The Rumble Sub-Trunk improvements would also provide service for future development in the Coffee/Claratina and Pelandale/McHenry CPDs. The proposed improvements include: • 2,617-feet of 15-inch diameter pipe in Napier Drive running from Woodrow Avenue to Stafford Lane (Figure 2A, R-2) that will replace the existing 10 and 12-inch diameter sections. • 1,021-feet of 12-inch diameter pipe in Fremont Street running from Woodrow Avenue to Standiford Avenue (Figure 2A, R-3) that will replace the existing 10-inch diameter section. • 1,410-feet of 18-inch diameter pipe in Keller Street running from Coffee Villa Drive to Couchman Lane (Figure 2A, R-4) that will replace the existing 15-inch diameter section. The existing trunk sewers lack sufficient capacity to convey existing peak flows. A small increment of capacity is also required for future flows. ---PAGE BREAK--- FINAL - March 2007 13 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.1.8 Emerald Trunk (E-4 and E-5) The Emerald Trunk conveys flows north to south, from Briggsmore Avenue to John Street. The Emerald Trunk is approximately five miles long. The Emerald Trunk and its sub-trunks are affected by the direct inflow connections north of Coldwell Avenue. It was assumed that these direct connections will be removed as the City implements a program to separate direct storm drain connections from the sanitary sewer. The proposed improvements were sized to account for this assumption. Although it was assumed that direct storm inflow would diminish in the future, nearly the entire reach of the Emerald Trunk continues to surcharge under peak wet weather flow conditions. The proposed projects for the Emerald Trunk include the following: • 3,331-feet of 21-inch diameter pipe that will replace existing 15-inch and 18-inch diameter pipes in Tully Road and Briggsmore Avenue (Figure 2A, E-4). • 2,983-feet of 18-inch diameter pipe that will replace existing 15-inch diameter pipe in Briggsmore Avenue between Elmhurst Road and Sherwood Avenue (Figure 2A, E-5). The proposed improvement is necessary to convey existing peak flows without violating the d/D criteria, but the diameter was also sized to convey build-out conditions. 4.1.1.9 Carpenter Relief Trunk (CR-1) In order to reduce surcharging in the Emerald Trunk, the Carpenter Relief Trunk should be constructed to divert flow from the Emerald Trunk upstream of Kansas Avenue. The hydraulic model predicts that with a 36-inch diameter trunk, approximately 60 percent of the flow will be diverted to the relief trunk. The Carpenter Relief Trunk would be a three-mile long, 36-inch diameter pipeline that would connect to the Emerald Trunk near Emerald Avenue and Highway 99 (Figure 2A, CR-1). The relief trunk would continue south, parallel to the Emerald Trunk until reaching Kansas Avenue. It would flow west in Kansas Avenue, then south in Carpenter Road. The Carpenter Relief Trunk would also flow tributary to the West Trunk, connecting near the intersection of Carpenter Road and Robertson Road. This trunk could also potentially serve future customers. 4.1.1.10 Emerald Sub-Trunk and Lift Station (E-6 and LS No. 58) The California Lift Station is located on California Avenue near Champagne Lane (Figure 2A, LS No. 58). The existing lift station includes two 400-gpm pumps. The California Lift Station’s firm capacity is exceeded and the trunk sewer flowing to the Emerald Trunk surcharges under existing peak wet weather flow conditions. The model predicts that the sewer would surcharge to a level nearly halfway between manhole and the rim during a 10-year, 24-hour design storm. The California Lift Station, and the 10-inch diameter trunk sewer flowing to the Emerald Trunk, lack sufficient capacity to convey existing peak flows. The problem is exacerbated by ---PAGE BREAK--- FINAL - March 2007 14 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc the flow restrictions in the Emerald Trunk. The following improvements are proposed in order to mitigate the hydraulic deficiencies: • 833-feet of 15-inch diameter pipe to replace the existing 10-inch diameter trunk sewer in California Avenue, from the California Lift Station to the Emerald Trunk (Figure 2A, LS No. 58). • In order to convey existing and build-out PWWF, the lift station’s firm capacity should be increased from 0.6 mgd to 1.1 mgd. The pump upgrade is necessary to adequately serve existing and future development. 4.1.1.11 Sutter Avenue Trunk (S-1 and S-3) Similar to the Emerald Trunk, the Sutter Trunk is affected by the direct inflow connections. It was assumed that the City will remove these direct connections in the future. Even with this assumption, nearly the entire reach of the Sutter Trunk from the Sutter Avenue primary treatment facility to Walnut Street would surcharge under current peak wet weather flows. This causes the wastewater level to rise several feet above the top of pipe at some manholes. The hydraulic model predicts that if direct storm inflow is allowed to flow into the collection system, the Sutter Trunk and sanitary sewer tributary lines would overflow during a 10-year storm. The proposed improvements on the Sutter Trunk include the following: • 5,740-feet of 27-inch diameter pipe that will replace existing 18 and 24-inch diameter pipe segments in Sutter Avenue from the Sutter Avenue facility to Western Way. • 801-feet of 18-inch diameter pipe that will replace existing 16-inch diameter pipe in Jefferson Street between Paradise Avenue and Walnut Street. 4.1.1.12 Jefferson Lift Station (LS No. 46) The existing Jefferson Lift Station, located near the intersection of Jefferson Street and Elm Street, requires an increase in its firm capacity to convey existing and build-out peak flows. The existing lift station includes two 1,400-gpm pumps. The proposed improvement would increase the firm capacity from 2.0 mgd to 2.5 mgd. The improvements are necessary to increase the capacity of various trunk sewers, including the 6th Street, J Street, D Street, and F Street Trunks. 4.1.1.13 Downtown Trunks (DT-2 through DT-5) Several trunk sewers convey wastewater through the downtown and flow tributary to the River Trunk. The existing capacity deficiencies occur primarily along the J Street, D Street, and F Street Trunks. The hydraulic model predicts that manholes along Burney Street, around the eastern edge of downtown, could overflow during a major storm. The downtown area is affected by direct storm inflow connections. ---PAGE BREAK--- FINAL - March 2007 15 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Replacing and upsizing the J Street, D Street, and F Street Trunks are required to prevent surcharging and eliminate overflow. The proposed improvements in the downtown area include the following: • J Street Trunk: 2,434-feet of 15-inch diameter pipe that will replace the existing 12-inch diameter section in J Street running northeast from 12th Street to Jones Street (Figure 2A, DT-2). • D Street Trunk: Two reaches of pipe replacement are needed to increase the capacity of the D Street Trunk. The first reach includes 2,709-feet of 12-inch pipe that will replace the existing 10-inch diameter section (Figure 2A, DT-3) in D Street running from 9th Street to Kelley Street. The second reach includes 1,715-feet of 12-inch diameter pipe that will replace an existing 6-inch diameter section (Figure 2A, DT-4) and extend the trunk improvement north in Burney Street from Kelley Street to Rue De Yoe. • F Street Trunk: 905-feet of 18-inch diameter pipe that will replace an existing 15-inch section in F Street running from 6th Street to 9th Street (Figure 2A, DT-5). 4.1.1.14 Santa Rosa Trunk (SR-2 and SR-3) The Santa Rosa Trunk conveys flow from the Thousand Oaks Lift Station to the River Trunk in Oregon Drive. This 8,000-foot trunk runs primarily in Santa Rosa Avenue, Las Palmas Avenue, and Santa Barbara Avenue. A majority of the Santa Rosa Trunk lacks sufficient capacity to convey existing peak flows. Tributary trunk sewers in Coffee Road and La Loma Avenue flowing to the Santa Rosa Trunk surcharge, but not as severe as the Rose/Celeste Trunk. Replacement of two reaches in the Santa Rosa Trunk is necessary to increase its capacity. These capital projects include: • 3,814-feet of 36-inch diameter pipe that will replace an existing 30-inch diameter section in Santa Rosa Avenue running from south of Mono Drive to La Loma Avenue (Figure 2B, SR-2). • 1,877-feet of 30-inch diameter pipe that will replace an existing 24-inch diameter section in Santa Ana Avenue from La Loma Avenue to the Thousand Oaks Lift Station at Highland Drive (Figure 2B, SR-3). 4.1.1.15 Santa Rosa Sub-Trunks (SR-4, SR-5, SR-7, SR-8) Sub-trunk sewers that flow to the Santa Rosa Trunk also lack sufficient capacity to convey existing peak flows. The proposed improvements include: • 2,309-feet of 18-inch diameter pipe that will replace existing 10-inch and 15-inch diameter sections in Coffee Road (Figure 2B, SR-4) running from Morris Avenue to Fairmont Avenue near the El Terino & Fairmont Lift Station. ---PAGE BREAK--- FINAL - March 2007 16 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • 3,103-feet of 27-inch diameter pipe that will replace existing 21-inch and 24-inch diameter sections in La Loma Avenue and Miller Avenue (Figure 2B, SR-5) from Santa Ana Avenue to east of Conejo Avenue. • 2,791-feet of 18-inch diameter pipe that will replace existing 12-inch and 15-inch diameter sections in Miller Avenue from Phoenix Avenue to Trask Lane (Figure 2B, SR-7). 4.1.1.16 Lakewood Sub-Trunk (L-5) The existing sub trunk on Orangeburg Avenue lacks adequate capacity for existing peak flows. The recommended project includes 1,077 feet of 12-inch diameter that will replace an existing 8-inch diameter section in Orangeburg Avenue (Figure 2B, L-5) from Patriot Lane to Held Drive. This segment surcharge under current peak wet weather flow conditions. • 2,298-feet of 15-inch diameter pipe that will replace existing 10-inch and 12-inch diameter sections in Conejo Avenue from Miller Avenue to Oakbrook Drive (Figure 2B, SR-8). 4.1.1.17 Empire Trunk (EM-1) The Empire Trunk, which conveys flows from the unincorporated community of Empire, is a 5,000-foot, 10-inch diameter pipeline. The Empire Trunk surcharges during existing peak wet weather flow conditions. The 10-inch diameter Empire Trunk, which flows west from Empire in Yosemite Boulevard, then south in McClure Road before reaching the River Trunk, should be replaced (Figure 2B, EM-1). Adding 5,024-feet of 15-inch diameter trunk would mitigate the surcharging that occurs under existing peak flow conditions. This trunk serves the Empire Sanitary District exclusively. 4.1.1.18 River Trunk-Cannery Segregation Line (CSL) Diversion (CSL-1 and CSL-2) The River Trunk conveys flow through the Beard Industrial Park, across Beard Brook, terminating at the Sutter Avenue primary facility. The River Trunk begins at the Sutter Avenue facility as a 60-inch diameter pipe and runs parallel to the Tuolumne River (Figure 2B). East of the Beard Brook crossing, the trunk continues in Oregon Drive and Nathan Avenue until reaching Beard Avenue. In this reach the diameters range from 45 to 60 inches. Prior to construction of the cannery segregation line (CSL), wastewater flowed through two separate lines (48-inch and 54-inch diameter) within this segment of the River Trunk. Following construction of the Cannery Segregation Line east of the Beard Brook Siphon, the 54-inch diameter trunk was converted to the CSL and all domestic wastewater was diverted to the single 48-inch diameter trunk. The result is that the 48-inch diameter segment of the River Trunk surcharges under existing peak wet weather flows. ---PAGE BREAK--- FINAL - March 2007 17 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc As the CPDs in the City’s eastern and northern parts continue to grow, the increased wastewater flows will add to the flow restrictions in the River Trunk. The River Trunk between Highway 99 and the Sutter Avenue plant surcharges and the model predicts that several manholes along this segment could overflow during a 10-year, 24-hour storm event. To reduce surcharging and the potential for overflow in the River Trunk around the Highway 99 crossing, it is proposed that wastewater be diverted from the municipal trunk sewer to the CSL during peak flows. The CSL would serve as a relief sewer during storm events, and would reduce surcharging in the River Trunk and prevent sewer overflow. A new 48-inch diameter diversion would redirect flow from the existing 48-inch diameter trunk immediately of the Beard Brook crossing, near Morton Boulevard (Figure 2B, CSL-1). Near the Sutter Avenue primary facility, flow would be routed from the CSL back to the sanitary sewer line and continue to the Sutter Avenue plant (Figure 2B, CSL-2). This diversion would only operate during non-canning season, normally from November through June. Before cannery season begins, the CSL should be flushed several times, as is the current maintenance practice. The flushed wastewater would flow to the Sutter Avenue primary facility for treatment. 4.1.1.19 Ustick Trunk (U-1) Peak flows at build-out will exceed the Ustick Trunk’s capacity as the Fairview and Whitmore/Carpenter CPDs are developed (Figure 2C). A reach of the Ustick Trunk will need to be replaced and new trunk sewers constructed to serve future customers in these areas. The model predicts that overflows could occur along Ustick Road, between Whitmore Avenue and Imperial Avenue if improvements are not implemented. This proposed project includes 2,117-feet of 24-inch diameter pipe that will replace an existing 12-inch diameter section in Ustick Road from Imperial Avenue to Whitmore Avenue (Figure 2C, U-1). 4.1.1.20 Stormwater Removal As indicated previously herein, there are currently several areas within the City service area where there are direct stormwater connections to the sanitary sewer system. Under a separate study, the City has analyzed this condition and has budgeted $8.5 million to eliminate these stormwater connections. This budget has been increased by 20 percent to $10.2 million for the purpose of this report to account for contingencies and recent similar construction bids. These projects benefit older, fully developed areas within the City by providing adequate capacity for existing peak flows. ---PAGE BREAK--- FINAL - March 2007 18 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.2 Rehabilitation Projects In addition to the capacity improvements, it is recommended that the City rehabilitate existing trunk sewers and lift stations to extend the life of these facilities for existing and future users as well as to improve operational reliability. 4.1.2.1 Trunk Sewer Rehabilitation Approximately 85 percent of the City’s trunk sewers are constructed of reinforced concrete pipe (RCP). Unlined RCP is susceptible to corrosion. Corrosion is caused when hydrogen sulfide gas from sulfides in the air above the wastewater dissolves in the moisture present on the unsubmerged portions of the pipe wall. Bacteria residing on the pipe walls oxidize the hydrogen sulfide to sulfuric acid. The acid gradually dissolves the concrete on the inside of the pipe. Trunk sewers ranging in size from 16 to 66 inches in diameter, were inspected for the master plan study. The inspection revealed deteriorated RCP throughout the City at various stages. The most severe deterioration was observed in trunk sewers over 30 years old. There are numerous types of rehabilitation methods for repair or replacement of sewer systems. Defective sewers can be replaced conventionally by excavating the pipe and replacing the damaged section. Rehabilitation can also be done with trenchless methods, such as lining the existing pipe with a plastic liner. Trenchless pipe rehabilitation requires less excavation, pavement restoration, and traffic disruption. The following RCP trunk sewer segments have been identified for rehabilitation. Figures 3A and 3B show the locations of the proposed trunk sewer rehabilitation projects. Pipe from these segments have significant corrosion from sulfides. 4.1.2.1.1 West Trunk (W-2B) The West Trunk is a 51-inch diameter pipeline which crosses Highway 99 near Conant Avenue (Figure 3B, W-2b). This project consists of rehabilitation of the 500-foot section under the highway and is a companion project to reliability project W-2a. 4.1.2.1.2 Emerald Trunk (E-1) This project consists of rehabilitating the segment of the Emerald Trunk from Robertson Road to Highway 99. The RCP in this segment is 40 to 50 years old and exhibits severe corrosion and exposed concrete reinforcement bars. There have been three collapses on this trunk sewer. Immediate action is recommended to rehabilitate this segment to prevent future collapses. This project includes rehabilitation of approximately 20,700-feet of the following pipe sizes and (Figure 3B, E-1): ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- FINAL - March 2007 21 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • 954-feet of 42-inch diameter RCP. • 11,619-feet of 36-inch diameter RCP. • 3,731-feet of 33-inch diameter RCP. • 395-feet of 30-inch diameter RCP. • 2,420-feet of 27-inch diameter RCP. • 1,583-feet of 24-inch diameter RCP. 4.1.2.1.3 Emerald Trunk (E-2b) The Emerald Trunk crosses Highway 99 near Emerald Avenue as a 36-inch diameter pipeline (Figure 3B, E2b). This project consists of rehabilitation of the 290-foot section under the highway and is a companion project to reliability project E-2a. 4.1.2.1.4 Emerald Trunk - North Tributaries (E-3) This project consists of rehabilitating certain segments of the Emerald Trunk and its tributaries located north of Highway 99. These segments range from 40 to over 50 years in age. Sewer trunk rehabilitation for this reach includes a total of 13,088-feet of RCP at different locations (Figure 3B, E-3): • 1,512-feet of 18-inch diameter RCP in Granger Avenue from Tully Road to Ardmor Road. • 2,651-feet of 18-inch diameter RCP in Roseburg Avenue from Kearney Avenue to College Avenue. • 8,925-feet of 27-, 30-, and 36-inch diameter RCP in Woodland Avenue, Kearney Avenue and Tully Road. 4.1.2.1.5 Sutter Trunk (S-2) A 1,854-feet, 24-inch diameter segment of the Sutter Trunk, from the intersection of Sutter Avenue and Western Way to the intersection of Yosemite Avenue and Jefferson Street will be rehabilitated (Figure 3B, S-2). 4.1.2.1.6 Sutter Trunk (S-4b) The Sutter Trunk crosses Highway 99 near Jefferson Street as a 16-inch diameter pipeline (Figure 3B, S-4b). This project consists of rehabilitation of the 377-foot section under the highway and is a companion to reliability project S-4a. ---PAGE BREAK--- FINAL - March 2007 22 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.2.1.7 6th Street Trunk (DT-1) This project consists of rehabilitating one of the downtown trunks in 6th Street between J Street and B Street, which is over 50 years old. The sewer segment consists of the following pipe sizes and • 4,346-feet of 21-inch diameter RCP. • 120-feet of 18-inch diameter RCP. 4.1.2.1.8 Santa Rosa Trunk Sewer (SR-1) This project consists of rehabilitating the southernmost segment of the Santa Rosa Trunk (Figure 3B, SR-1). The segment is located on Santa Rosa Avenue and extends from Oregon Drive to Mono Drive. It includes the following pipe sizes and • 1,344-feet of 30-inch diameter RCP. • 360-feet of 24-inch diameter RCP. 4.1.2.1.9 Santa Rosa Sub-Trunks (SR-6) This segment is located in Miller Avenue, between Conejo Avenue and Phoenix Avenue, and flows to the Santa Rosa Trunk (Figure 3A and B, SR-6). This reach is over 50 years old and consists of 986-feet of 18-inch diameter RCP. 4.1.2.1.10 River Trunk (RV-1) The River Trunk is the oldest trunk sewer at 50 years old. The segment extends from the intersection with the Ceres Trunk to Beard Avenue (Figure 3A, RV-1). The segment consists of 17,956-feet of pipe, ranging in size from 24 to 66 inches. Although digital photo inspection of this line at a few locations has revealed significant deterioration, further inspection is necessary to determine the extent of deterioration throughout the entire length. 4.1.2.1.11 Ceres Trunk Sewer (C-1) This project will rehabilitate the oldest and most deteriorated segment of the Ceres Trunk. The segment is located between Highway 99 and the Shakelford crossing of the Tuolumne River, near Zeff Road and Crows Landing Road (Figure 3A, C-1). It includes the following pipe sizes and • 2,452-feet of 24-inch diameter RCP. • 76-feet of 21-inch diameter RCP. • 353-feet of 18-inch diameter RCP. ---PAGE BREAK--- FINAL - March 2007 23 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.2.1.12 Ceres Trunk (C-2b) The Cores Trunk crosses Highway 99 near Blankenburg Avenue and Crows Landing Road as a 24-inch diameter pipeline (Figure 3B, C-26). This project consists of rehabilitating the 300-foot section under the highway and is a companion project to reliability project C-20. 4.1.2.1.13 RCP Chemical Coating and Inspection Program A chemical coating crown spray and manhole spray program should be initiated in the first years of the CIP to treat sewer trunks that are susceptible to corrosion but do not yet require structural rehabilitation. Chemical coating for RCP sewer trunk segments, identified as lower priority, should be initiated in the latter half of the 19 year CIP. The chemical coating lasts approximately 1 to 2 years and is therefore a recurring program until the pipeline is renewed or replaced. An outline of the proposed trunk sewer chemical coating program is included in Table 6. 4.1.2.1.14 Water Quality Lab Remodel (B584) This project provides funding for a remodel of the Water Quality Control Laboratory. The remodel will create additional space within the existing laboratory to house new equipment used in various types of water analysis. The scope of the project also includes funding for the purchase of this equipment, which will allow laboratory staff to perform a variety of water testing in-house, rather than contracting this work to an outside lab. 4.1.2.2 Rehabilitation of Lift Stations The City has 39 wastewater lift stations, many of which are small or stations already being upgraded. As part of the collection system master plan, a condition assessment was conducted for the 10 major lift stations. The lift stations inspected are listed in Table 7. Four lift stations were determined to have capacity deficiencies that could not be corrected by modification of the existing station, and would therefore require total replacement. According to City staff the other 29 lift stations in the City are in good condition or are in the process of being upgraded. The locations of the proposed lift station rehabilitation improvements are shown in Figure 2A, B, and C. Some of the lift stations require upgrades. Upgrades are needed to improve the reliability of the collection system, extend the life of equipment and structure, and improve operator safety. The following rehabilitation projects are recommended. 4.1.2.2.1 Cheyenne and Dutch Hollow Lift Station (LS No. 8) The Cheyenne and Dutch Hollow Lift Station (Figure 2A, LS No. 8) is located on the Southeast corner of Cheyenne Way and Dutch Hollow Way. The lift station is prone to flooding during storm events, which damages the existing dry pit pumps and causes pump failures. ---PAGE BREAK--- FINAL - March 2007 24 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 6 RCP Trunk Sewer Chemical Coating Maintenance Program Engineer’s Report City of Modesto Trunk Sewer Location(1) Diameters (inches) Length (feet) Cost per year ($/year)(2) Phase 1(3) (Year 2007 through 2015) Ceres Hosmer, Holm Ave. 21,24 12,889 107,000 Downtown 6th, 7th and K Street 27-33 8,432 130,000 Imperial Imperial Ave. 18-33 16,405 190,000 Rumble Rumble Rd., Woodrow Ave. 18-33 24,106 247,000 Sonoma Sonoma Ave. 30,33 7,561 66,000 Spokane Spokane St., Glenn Ave. 27,30 3,727 32,000 West John St., Grimes Ave., Hahn Dr. 18-60 43,776 805,000 Emerald Hancock St., Tully Rd., Briggsmore Ave. 27 5,440 58,0006 Lakewood Lakewood Ave., Orangeburg Ave. 30-45 12,458 198,000 River Leckron Rd., Nathan Ave., Oregon Dr. 18-60 13,676 431,000 Phase 2(4) (Year 2016 through 2024) Cannery Segregation Line Entire alignment 18-66 36,558 547,000 Lakewood Millbrook Ave., Litt Rd. 24-36 7,007 96,000 River Oregon Dr., parallel to Tuolumne River 60,66 4,356 84,000 Sonoma Bailey Dr. 30 5,118 43,000 Spokane Spokane St., Cascade Ave. 21-30 6,070 49,000 Yosemite Yosemite Blvd. 18-36 7,469 97,000 Notes: The street names are general locations of the pipe alignments. See figures for illustration of RCP trunk sewers receiving chemical coating. Includes contingencies. Phase 1 RCP trunk sewers receive chemical coating in year 1 of the program, then every other year after. Phase 2 RCP trunk sewers do not receive chemical coating until year 2016 of the program, then every other year after. ---PAGE BREAK--- FINAL - March 2007 25 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 7 Lift Station Condition Assessment Engineer's Report City of Modesto Lift Station Number Lift Station Name Firm Capacity (mgd) Capacity Deficiency (mgd) Date Inspected 8 Cheyenne & Dutchollow 0.4 0 09/14/04 17 Emerald 8.1 0 02/11/04, 09/14/04 19 Hahn 0.6 0.7 09/14/04 22 Mark Randy(1) 0.2 0 09/14/04 27 Pepsi 0.4 0 09/14/04 30 Rumble 1.4 0.6 02/11/04 34 Torrid & Diablo 0.4 0 02/11/04 39 Woodland 20.9 5.9 02/11/04, 09/14/04 46 Jefferson 2.0 0.5 09/14/04 58 Coffee / Claratina 1.4 0 09/14/04 Note: No stand-by pump available. Improvements include converting the lift station from a dry pit design to a wet pit submersible lift station. Controls currently inside the dry pit should be relocated to a new above grade control panel. The existing well appears to be structurally sound but requires coating to reduce corrosion. The telemetry antenna should be relocated due to signal interference from the surrounding large trees. 4.1.2.2.2 Emerald Lift Station (LS No. 17) The Emerald Lift Station is located near the intersection of Emerald and Laurel Avenues (Figure 2A, LS No. 17). The surrounding area consists primarily of residential development. There are several safety issues that need to be corrected. Personnel entering the building are at risk of falling into the wet well. There is a removable floor that is removed to gain access to the wet well. If the floor is not replaced properly on its guides after use the floor could fall through. The stairways are also very steep and potentially hazardous. Access for maintenance is poor because there are no cranes for removing pumps and other equipment. In addition to the safety issues, the wet well is severely corroded from sulfide attacks and the integrity of the building structure may compromised. Accordingly, the entire lift station should be replaced. 4.1.2.2.3 Mark Randy Lift Station (LS No. 22) The Mark Randy Lift Station is located near the southeast corner of McHenry Avenue and Mark Randy Place (Figure 2A, LS No. 22). The surrounding area consists primarily of ---PAGE BREAK--- FINAL - March 2007 26 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc commercial development. The existing lift station has only one submersible pump inside a 5-foot diameter wet well. Recommended improvements consist of constructing a new submersible lift station with a larger wet well to accommodate two submersible pumps. 4.1.2.2.4 Torrid and Diablo Lift Station (LS No. 34) The Torrid and Diablo Lift Station is located on the northwest corner of Torrid Avenue and Diablo Avenue (Figure 2A, LS No. 34). The station is a dry pit type station with the wet well located in the intersection. During storm events the lift station cannot keep pace with high flows. On these occasions, the City must install portable pumps to avoid overflows. It is recommended that the lift station be converted to a submersible type lift station. A stand-by generator should also be added to improve reliability. 4.1.2.2.5 La Loma Sewer Lift Station (Project B609) This project will replace the existing lift station, which has deteriorated pumps, valves, piping, electrical control gear and harbors unsafe confined space entry conditions. In addition, this project will also install a new generator and move the control system above ground. 4.1.2.2.6 Scenic Drive Lift Station (LS No. 63, Project B491) Improvements to the Scenic Drive Lift Station are currently included in the City’s CIP. The lift station’s existing firm capacity is less than the projected peak flows for existing conditions. Upgrades to the Scenic Drive Lift Station should be implemented prior to, or in conjunction with, future development north of the lift station pumps. The lift station expansion is currently under design and being reviewed by City staff. The lift station capacity will be designed to accommodate current and future flows. 4.1.3 New Service Projects These projects are required for new pump stations and/or extension of existing trunk sewers to serve new customers. The City’s 2003 amended Urban Area General Plan contain policies for 22 Comprehensive Planning Districts (CPDs) that represent the majority of the new growth within the City service area. 4.1.3.1 West Side Sub-Trunk Extensions (W-4 through W-9) Future development within the Paradise/Carpenter and Highway 132 Comprehensive Planning Districts (CPDs) will require the construction of several trunk sewers to serve customers. The recommended service improvements include the following: ---PAGE BREAK--- FINAL - March 2007 27 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • 4,162-feet of 15-inch diameter pipe in Kansas Avenue running from west of Carpenter Road to Mercy Avenue to service future development in the Highway 132 CPD (Figure 2A, W-4). • 2,963-feet of 15-inch diameter pipe in Maze Boulevard running from its terminus to Grimes Avenue to service future development in the Highway 132 CPD (Figure 2A, W-5). • 2,643-feet of 15-inch diameter pipe running west in California Avenue from Ohio Avenue to Grimes Avenue to service future development in the Paradise/Carpenter CPD (Figure 2A, W-6). • 2,190-feet of 15-inch diameter pipe in Vineyard Haven running north from Paradise Road to its terminus in to service future development in the Paradise/Carpenter CPD (Figure 2A, W-7). • 2,395-feet of 15-inch diameter pipe in California Avenue running from east of Ohio Avenue to Grimes Avenue is proposed to service future development in the Highway 132 and Paradise/Carpenter CPDs (Figure 2A, W-8). • 2,395-feet of 15-inch diameter pipe in Lynn Avenue running from Dunning Lane to Beverly Drive to service future development in the Paradise/Carpenter CPD (Figure 2A, W-9). 4.1.3.2 Rumble Sub-Trunk (R-5) An additional 2,134 feet of 10-inch pipe running north in McHenry Avenue and east in Grecian Avenue (Figure 2A, R-5) will be required. This trunk sewer extension will provide service to future development in Coffee/Claratina and Pelandale/McHenry CPDs. 4.1.3.3 North Trunk Extension (N-1 through N-3) Future development in the northern part of the City (Kiernan/Carver, Kiernan/McHenry, Pelandale/McHenry and Hetch Hetchy CPDs) will require the construction of several trunk sewers. The City’s 1995 Master Plan proposed the construction of a large trunk sewer in Bangs Avenue, from American Avenue to east of Coffee Road. As of 2005, approximately 5,250-feet of the 39-inch diameter North Trunk was constructed between American Avenue and Carver Road. The North Trunk is a tributary of the West Trunk and flows from east to west. The proposed improvements in the 2005 master plan update to serve future development are similar to the 1995 Master Plan. These are to extend the North Trunk from Carver Road to east of Coffee Road, into the Hetch Hetchy CPD. Specific plans and utility plans that will be prepared by the City at a later date might alter the alignments shown in Figure 2A. However, the allocation to existing and future customers would not change. The new service improvements include the following: ---PAGE BREAK--- FINAL - March 2007 28 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • 5,493-feet of 30-inch diameter pipe in Bangs Avenue that begins at the terminus of the existing North Trunk at Carver Road and runs east to North Star Way (Figure 2A, N-1). • 5,082-feet of 24-inch diameter pipe that extends the trunk east in Bangs Avenue from North Star Way to a point midway between McHenry Avenue and Coffee Road (Figure 2A, N-2). • 5,462-feet of 18-inch diameter pipe that extends the North Trunk from end of segment N-2 to the eastern terminus of the North Trunk extension (Figure 2A, N-3). 4.1.3.4 North Sub-Trunk and Lift Station (N-4 and LS No. 59) The Pelandale/McHenry CPD Administrative Draft Specific Plan (August 19, 2004) identified the public facilities required to serve future customers within this CPD. The improvements include a lift station and trunk sewer that convey flows to the North Trunk. This proposed project includes 4,818-feet of 10-inch diameter trunk running west in Pelandale Road and north in Tully Road from the proposed Pelandale Avenue Lift Station (Figure 2A, N-4 and LS No. 59). The proposed lift station should possess a firm capacity of 0.1 mgd to convey PWWF from the Pelandale/McHenry CPD. A more detailed development special study was prepared for this CPD and outlines the strategy for providing sewer service to this area (Pelandale/McHenry Development Special Study, May 2005). Specific plans and utility plans that will be prepared by the City at a later date for this CPD might alter the alignments shown in Figure 2A, however, the allocation of cost to existing and future customers would not change. 4.1.3.5 Dale Trunk and Lift Station (D-1 through D-6 and LS No. 60) Several improvements are necessary to extend service to the western portion of the Kiernan/Carver CPD. This area was addressed in the City’s Kiernan Business Park Specific Plan and a special study was prepared as a separate task (Kaiser Hospital Special Study, August 2004) to identify the sewer improvements necessary to serve the Kaiser Modesto Medical Center and the Cornerstone Business Park. The improvements proposed in this master plan are consistent with the Kaiser Hospital Special Study. These improvements include a new lift station and multiple sections of pipe that will comprise the Dale Trunk, which will be approximately 9,200-feet long. Utility plans for the Kiernan Business Park might alter the alignments shown in Figure 2A. The implementation of these improvements will depend on the progress of the Kaiser Modesto Medical Center, Cornerstone Business Park, and development of the remaining business park. This area within the Kiernan/Carver CPD received a positive Measure M vote and will likely develop within the next five years. The new service improvements include the following: ---PAGE BREAK--- FINAL - March 2007 29 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • 638-feet of 30-inch diameter pipe running from the existing western end of the North Trunk at Bangs Avenue north in Dale Road (Figure 2A, D-1). • 2,073-feet of 27-inch diameter pipe running from the terminus of improvement D-1 north into a currently undeveloped area (Figure 2A, D-2). • 1,745-feet of 24-inch diameter pipe running from the end of D-2 to Quiturn Lane (Figure 2A, D-3). • 2,069-feet of 10-inch diameter force main connecting the proposed lift station to segment D-3 (Figure 2A, D-6). • 29-feet of 15-inch diameter pipe serving as the influent line to the proposed lift station in Chapman Road (Figure 2A, D-4). • 2,638-feet of 12-inch diameter pipe in Chapman Road running north from the Chapman Road Lift Station to a currently undeveloped area and a second segment running east from the lift station to a currently undeveloped area (Figure 2A, D-5). • A new lift station (Figure 2A, LS No. 60), with a firm capacity of 0.2 mgd, is necessary to convey future PWWF. 4.1.3.6 Sonoma Trunk Extension and Lift Station (SO-1 through SO-3, and LS No. 61) The Sonoma Trunk begins at the Scenic Drive Lift Station, runs north in Sonoma Avenue, west in Orangeburg Avenue, and continues up Walnut Tree Drive before ending at Sylvan Avenue, at the southern boundary of the Roselle/Claribel CPD (Figure 2B). The Sonoma Trunk is approximately five miles long and ranges in diameter from 33-inches near the lift station to 27-inches at Sylvan Avenue. At Sylvan Avenue, the 27-inch diameter trunk will be extended north to serve future development in the Roselle/Claribel CPD. The Sonoma Trunk is currently stubbed and plugged at the intersection of Wood Sorrel Drive and Sylvan Avenue. The proposed improvements in this master plan to serve future development correspond with the 1995 Master Plan to extend the Sonoma and Lakewood Trunks north from Sylvan Avenue, as shown in Figure 2B. These proposed improvements will extend the two trunks into the Roselle/Claribel CPD. The new service improvements include the following: • 1,600-feet of 27-inch diameter pipe in an un-named road within the CPD, from Sylvan Avenue to south of Mable Avenue (Figure 2B, SO-1). • 2,800-feet of 24-inch diameter pipe from the terminus of SO-1 to an area north of Mable Avenue (Figure 2B, SO-2). • 2,400-feet of 18-inch diameter pipe making up the terminus of the Sonoma Trunk (Figure 2B, SO-3). ---PAGE BREAK--- FINAL - March 2007 30 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • A lift station near Sylvan Avenue (Figure 2B, LS No. 61) to pump wastewater into the Sonoma Trunk is necessary because the Sonoma Trunk is relatively shallow at Sylvan Avenue. The proposed lift station has sufficient firm capacity. The model predicted a peak wet weather flow at build-out of approximately 3.1 mgd. The recommended approach to expanding this lift station includes the installation of three pumps with a capacity of 1,100 gpm each, which would provide a firm and total capacity of approximately 3.2 and 4.8 mgd, respectively. 4.1.3.7 Lakewood Trunk Extension (L-1 and L-2) The Lakewood Trunk begins at the Scenic Drive Lift Station, runs north in Lakewood Avenue, east in Orangeburg Avenue, north in Pepper Tree Lane, north in Millbrook Avenue, east in Hillglen Avenue, and north in Litt Road before ending at Sylvan Avenue, at the southern boundary of the Roselle/Claribel CPD (Figure 2B). The Lakewood Trunk is approximately 3.4 miles and ranges in diameter from 33-inches near the lift station to 24-inches at Sylvan Avenue. The Lakewood Trunk currently conveys wastewater flow generated in the eastern half of the Village One CPD and will be extended in the future to serve the eastern half of the Roselle/Claribel CPD. The Lakewood Trunk will serve the eastern half of the Roselle/Claribel CPD. It is currently stubbed and plugged at the intersection of Litt Road and Sylvan Avenue. The new service improvements include the following: • 4,059-feet of 24-inch diameter pipe that will run from the terminus of the existing Lakewood Trunk at Sylvan Avenue to an area south of Plainview Road (Figure 2B, L-1). • 4,388-feet of 21-inch diameter pipe that will extend the trunk farther north from L-1 to its terminus (Figure 2B, L-2). Specific plans and utility plans that will be prepared by the City at a later date might alter the alignments shown in Figure 2B for the Sonoma and Lakewood Trunk extensions. 4.1.3.8 Lakewood Sub-Trunks (L-3 and L-4) Improvements on trunk sewers flowing tributary to the Lakewood Trunk are also necessary to serve future customers. These improvements include the following: • 1,393-feet of 15-inch diameter pipe in Kodiak Drive (Figure 2B, L-3) from Fine Avenue to Claus Road and 373-feet of 18-inch diameter pipe in Merle Avenue (Figure 2B, L-4) from Hemstead Court to Claus Road. These trunk extensions will serve the future commercial and business park area known as Precise Plan No. 35 within the Village One CPD. ---PAGE BREAK--- FINAL - March 2007 31 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.3.9 Ustick Sub-Trunks and Lift Station (U-2, U-3, U-4, and LS No. 62) The existing 12-inch diameter trunk sewer is currently stubbed and plugged at the intersection of Ustick Road and Whitmore Avenue. In order to serve future growth within the Fairview and Whitmore/Carpenter CPDs, the following improvements are proposed to extend sewer infrastructure west: • 1,445-feet of 24-inch diameter pipe in Whitmore Avenue running from Ustick Road to the proposed lift station at Yuma Avenue (Figure 2C, U-2). • 1,445-feet of 21-inch and 5,700 feet of 18-inch diameter pipe in Whitmore Avenue extending from the proposed lift station to the sewer lines terminus within the Whitmore/Carpenter CPD (Figure 2C, U-3, and U-4). • Due to the 12-inch diameter trunk in Ustick Road and the relatively flat topography in the City, a new lift station is needed to serve these CPDs. The proposed location of this lift station is near the intersection of Whitmore Avenue and Yuma Avenue (Figure 2C, LS No. 62). The firm capacity should be 3.1 mgd. Specific plans and utility plans that will be prepared by the City at a later date might alter the alignments shown in Figure 2C for the Ustick Trunk extensions. The timing of these improvements will depend on the City’s urban growth policy review and selection of potential areas to be served with urban infrastructure. 4.1.3.10 Engineering System Analysis (Project A209) This fund will be used to perform capacity analysis of various components of the system in response to development and City expansion. 4.1.4 Reliability Projects Reliability improvements for the collection system include the construction of a parallel pipeline for trunk sewers that cross beneath Highway 99 and Beard Brook as well as pump station standby power improvements. There are five crossings of Highway 99 and one crossing at Beard Brook. The trunk diameters at these crossings range in size from 16 to 51 inches. At build-out of the SOI, approximately 67 percent of the City’s entire wastewater flow will flow through the Highway 99 crossings. Approximately 31 percent will flow under Beard Brook via a single 48-inch diameter trunk. If any of these trunks were to collapse or plug with debris, wastewater flows could overflow. The recommended trunk sewer reliability projects consist of installing parallel sewers adjacent to existing RCP trunk sewers Properly managing, operating and maintaining uninterrupted collection system conveyance is a priority for the City. Responding and effectively to stop or mitigate sanitary sewer overflow events is achieved in part by increasing system reliability. Although these projects are not required to mitigate existing capacity deficiencies, their importance is critical in the City’s mission to providing reliable service. Therefore, these projects should be implemented within the first ten years of the CIP. ---PAGE BREAK--- FINAL - March 2007 32 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 4.1.4.1 West Trunk (W-2a) The West Trunk crosses Highway 99 near Conant Avenue as a 51-inch diameter pipeline (Figure 3B, W-2a). This project consists of constructing a second 500-foot, 51-inch diameter pipeline. Following construction of the second pipeline, the existing segment would be rehabilitated (see discussion of rehabilitation project W-2b). 4.1.4.2 Emerald Trunk (E-2a) The Emerald Trunk crosses Highway 99 near Emerald Avenue as a 36-inch diameter pipeline (Figure 3B, E-2a). This project would include a second 290-foot, 51-inch diameter pipeline. Following construction of the second pipeline, the existing segment would be rehabilitated (see discussion of rehabilitation project W-2b). 4.1.4.3 Sutter Trunk (S-4a) The Sutter Trunk crosses Highway 99 near Jefferson Street as a 16-inch diameter pipeline (Figure 3B, S-4a). A second 377-foot, 16-inch diameter pipeline is recommended. Following construction of the second pipeline, the existing segment would be rehabilitated (see discussion of rehabilitation project S-4b). 4.1.4.4 Beard Brook Siphon Reliability Project (BB-1) The Beard Brook crossing starts at the western end of Oregon Drive, crosses under Beard Brook, and terminates at Morton Boulevard. Prior to construction of the Cannery Segregation Line, the Beard Brook crossing consisted of a 48-inch diameter trunk, and three siphons (12-, 18-, and 24-inch diameter) that ran parallel to and north of the 48-inch diameter trunk. Following construction of the Cannery Segregation Line, the three siphons were dedicated to the conveyance of cannery byproduct and no longer carried domestic wastewater. Now the 48-inch diameter trunk is the only pipeline that conveys domestic wastewater for the eastern half of the collection system. This project would construct a second 1,719-foot, 48-inch diameter pipeline parallel to the existing pipeline (Figure 3B, BB-1). The existing pipeline could then be inspected and rehabilitated if necessary. 4.1.4.5 Ceres Trunk (C-2a) The Ceres Trunk crosses Highway 99 near Blankenburg Avenue and Crows Landing Road as a 24-inch diameter pipeline (Figure 3B, C-2a,b). A second 300-foot, 24-inch diameter pipeline is recommended. Following construction of the second pipeline, the existing segment would be rehabilitated (see discussion of rehabilitation project C-26). 4.1.4.6 Lift Station Stand-by Generators Seven of the lift stations evaluated for this study did not have a back-up power source. Lift stations should have a backup power source to provide system reliability during power outages and prevent sewer overflows. Small capacity lift stations do not necessarily require permanent stand-by generators if there is enough storage volume in the wet well to provide ---PAGE BREAK--- FINAL - March 2007 33 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc adequate downtime until portable generators can be installed. However, if only minimal down time is available, smaller lift stations should have permanent generators. This project will consist of installing stand-by generators to supply power to the seven lift stations listed in Table 8. Additional miscellaneous improvements are proposed for three of the lift stations as described in the following paragraphs. Table 8 Lift Station Stand-by Generator Requirements Engineer's Report City of Modesto Lift Station No. Name Required Generator Size (kW) Down Time (hours)(1) 8 Cheyenne & Dutchollow 15 6-8 22 Mark Randy 6.5 <1 27 Pepsi 25 <0.5 30 Rumble 40 6 34 Torrid & Diablo 15 5 46 Jefferson 50 Unknown 58 Coffee / Claratina 40 Unknown Note: Down Time is the time available to the City staff to arrive on site with a portable generator to prevent an overflow during a power outage. 4.1.4.6.1 Pepsi Lift Station (LS No. 27) The Pepsi Lift Station is located on the northeast corner of River Road and Janopaul Lane, next to the Tuolumne River. The station downtime can be as little as 20 minutes depending on Pepsi Plant operations, as the station only serves the Pepsi Plant. A new standby generator installation is a high priority due to the lift station’s proximity to the river and high risk of contamination if an overflow were to occur. 4.1.4.6.2 Woodland Lift Station (LS No. 39) The Woodland Lift Station is located on the northeast corner of Woodland Avenue and Poust Road (Figure 2A, LS No. 39). In addition to capacity improvements, the following rehabilitation improvements are recommended: • Installation of a new motor control center (MCC) located above grade to improve system reliability. The existing MCC is located below grade and is susceptible to damage or failure if flooding occurs. • A new ventilation system with odor control is recommended. The existing ventilation system is inadequate and has led to corrosion of the wet well. Inadequate ventilation is also a safety hazard for personnel. Wet well ventilation should be designed to provide at least 20 fresh air volume exchanges per hour. Dry well ventilation should ---PAGE BREAK--- FINAL - March 2007 34 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc be designed to provide enough fresh air volumes to ensure the area is not considered a classified area for electrical design and provide enough air turnovers to limit the heat buildup in the room due to operating equipment. A bioscrubber system is recommended for odor control. • Installation of an awning between access shelter buildings to protect stored equipment from sun damage. • Installation of exterior lighting for M&O staff safety. The capacity improvements for the Woodland Lift Station are not required until year 2015. However, the recommended rehabilitation work for this lift station is critical to maintaining system reliability and operator safety, and is therefore recommended for implementation in the first ten years of the CIP. 4.1.4.6.3 Coffee/Claratina Lift Station (LS No. 58) The Coffee/Claratina Lift Station is located east of the intersection of Coffee Road and Montana Drive (LS No. 58). Although future development is proposed for this area, the existing lift station has the capacity to handle the projected flows. The lift station appears in good condition overall. Stand-by power to provide system reliability is the primary concern at this station. Land is currently available for a stand-by generator at this location. 4.1.4.7 Shackelford Crossing (Project N143) The Shackelford Crossing project will upgrade and replace the existing sewer crossing which was constructed in the 1970s. This project will install two pipes across the Tuolumne River. One pipe will be provided to carry all the flow. The additional pipe will be provided for back-up in case of emergency or blockages. 5.0 JUSTIFICATION OF WASTEWATER TREATMENT AND EFFLUENT DISPOSAL IMPROVEMENTS Improvements to the wastewater treatment and effluent disposal system are recommended to improve reliability, provide for an increased level of treatment, and increase overall capacity for growth. The recommended project consists of the following components: • Improvements to the Sutter Avenue Primary Treatment Plant to expand its hydraulic capacity, solids treatment capacity and to provide protection for a 100-year flood event. • Relining the primary effluent outfall (from Sutter Avenue to Jennings Road) to increase its hydraulic capacity and to improve reliability. ---PAGE BREAK--- FINAL - March 2007 35 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • Expansion and upgrade of the Jennings Road Secondary Treatment Plant to increase domestic effluent disposal capacity and to comply with projected discharge requirements. • Detailed scientific studies to verify appropriate loadings and land application methodologies associated with segregated cannery process flows. The project components and estimated costs associated with 2030 buildout are summarized in Table 9. All costs are based on June 2006 data and include allowances for contingencies, engineering, legal, and administrative expenses. Figure 4 shows the relative location of the primary and secondary treatment plant facilities. Figure 5 is a schematic diagram for the recommended project. Figures 6 and 7 present preliminary site plans for the Sutter Avenue and Jennings Road improvements. Each major project component is described in the following paragraphs. 5.1 Sutter Avenue Primary Treatment Plant Improvements • Influent Flowmeter Improvements. The influent flowmeters consist of two Parshall flumes. The flumes have poor entrance conditions and the flume liners are deformed. Improvements will consist of upstream flow straightening baffles to even out the flow pattern just upstream of the flumes. In addition, a new flume will be required to accommodate projected peak wet weather flows. • Influent Pump Station Expansion. The additional pump will provide sufficient capacity for the projected design peak wet weather flow. The existing influent pump station consists of four screw type pumps. A fifth pump will be added in an expansion slot already provided in the structure. • Influent Bar Screen. A new bar screen is needed to expand the hydraulic capacity of the headworks to accommodate the projected peak wet weather flows. The additional bar screen mechanism will be installed in an expansion area already provided in the headworks structure. • Grit Removal. A new grit removal mechanism will be installed in an existing vortex grit chamber structure. This project component is also required to accommodate projected peak wet weather flows. • Primary Effluent Pump Station. It is assumed for the master plan that the existing primary effluent pump station will be replaced with an entirely new structure. The pump station will be designed to provide a set of dry weather pumps and wet weather pumps, each contained in separate wet wells. The pumps will be selected to pump the design peak flows through the primary effluent pipeline. The primary effluent pipeline will be lined with a plastic liner (see Primary Effluent Pipeline Lining, below), which will reduce the diameter of the pipe and therefore change the hydraulic conditions from the current unlined pipeline. An alternative to constructing an entirely new pump station would be to add a separate wet weather pump station ---PAGE BREAK--- FINAL - March 2007 36 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 9 Wastewater Treatment Capital Costs Engineer’s Report City of Modesto, California Costs in $M(1) Sutter Avenue Primary Treatment Plant Influent Flume Addition and Hydraulic Improvements 1.5 Bar Screen 0.6 Influent Pump 1.1 Grit Removal Unit 0.3 Primary Effluent Pump Station 9.3 Anaerobic Digester 4.8 Flood Control Improvements 14.0 Stormwater Pump Station 2.0 Sludge Dewatering Improvements 7.6 Subtotal Sutter Avenue Primary Plant 41.2 Primary Effluent Pipeline Lining of Existing Pipeline 12.4 Jennings Road Secondary Treatment Plant Dissolved Air Flotation Project 11.0 BNR/Tertiary Improvements Phase 1A Improvements 8.6 Mixed Liquor Pump Station 3.9 Recirculation Channel Improvements 10.0 Secondary Clarifiers 39.6 RAS/WAS Pump Station 11.9 High Rate Flocculation/Sedimentation 22.0 Media Filtration 14.1 Chemical Storage/Feed Facilities 8.2 UV Disinfection 11.0 WAS Thickening Thickeners 19.6 Sludge Drying Beds 2.5 Effluent Pipeline from Tertiary Plant to Exist. Outfall 7.2 Subtotal BNR/Tertiary Improvements 169.6 Improvements to Existing Facilities Conversion from Chlorine Gas to Hypochlorite 0.5 Effluent Pump Station Improvements 3.0 Outfall Improvements 4.0 Flood Control Improvements 0.2 Fixed Film Reactor Improvements 1.8 Subtotal Improvements to Existing Facilities 9.5 Subtotal Jennings Road Secondary/Tert. Plant 179.1 Land Application Studies 1.0 Total Project 233.7 Note: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Includes allowances for contingencies, engineering, legal and administrative expenses. ---PAGE BREAK--- mo606erf7-6887.ai Figure 4 WASTEWATER TREATMENT FACILITIES SITE LOCATION ENGINEER’S REPORT CITY OF MODESTO Sutter Avenue Primary Treatment Plant “Can Seg” Pipeline Primary Effluent Outfall Jennings Road Secondary Treatment Plant 37 ---PAGE BREAK--- ---PAGE BREAK--- mo606erf15-6887.cdr Figure 6 CONCEPTUAL LAYOUT - RECOMMENDED PROJECT SUTTER AVENUE FACILITY ENGINEER'S REPORT CITY OF MODESTO Approximate Scale LEGEND Berm Construction Concrete Wall ( ) Construction 0’ 100’ Existing Facilities New Facilities at Buildout Modified Facilities Abandoned Facilities Anaerobic Digesters Ferric Chloride Facility Biofilters Headworks Sludge Thickening Facilities (Currently Not Used) New Primary Effluent Pump Station Approximately 21.2 Acres of Sludge Drying Beds to be Modified New Anaerobic Digester Pumping Plant No. 3 New Influent Screw Pump New Barscreen New Grit Removal Facilities Control Building Primary Clarifier No. 1 Primary Clarifier No. 2 Sludge Handling Building 39 ---PAGE BREAK--- Mo606erf12-6887.cdr Figure 7 CONCEPTUAL LAYOUT - RECOMMENDED PROJECT - JENNINGS ROAD FACILITY ENGINEER'S REPORT CITY OF MODESTO Approximate Scale 0’ 100’ Flocculation/ Sedimentation Tanks Effluent Filters Flow Split Structure FFR Effluent Pump Station Secondary Clarifiers Flow Split Structure RAS/WAS Pump Station RAS/WAS Pump Station Sludge Drying Beds GBT Building Conversion of Recirculation Channel to Extended Aeration Basin (add new floating aerators) 40 ---PAGE BREAK--- FINAL - March 2007 41 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc and retain the existing pumps for dry weather pumping. The existing pumps would be compatible with the hydraulic conditions for pumping dry weather flows in the fully lined pipeline. This alternative should be evaluated during preliminary design. • Additional Anaerobic Digester. One anaerobic digester will be added to increase solids processing capacity and increase reliability of the solids processing system with one unit out of service. The digester will be of similar design as the existing digesters, except the structure will be constructed of reinforced concrete. • Sludge Dewatering. The existing sludge drying beds will be lined with soil-cement or fiber-reinforced concrete to prevent water in the sludge (subnatant) from seeping into the underlying soil. A drain system will also be added to collect supernatant and return it to the head of the plant for treatment. An alternative to lining the sludge beds would be to construct mechanical sludge dewatering facilities. This alternative will be evaluated during preliminary design. • Flood Control Improvements. A flood control levee will be constructed around the Sutter Avenue site to protect the treatment plant from a 100-year flood, as required by the City’s National Pollutant Discharge Elimination System (NPDES) permit. The levee system will consist of earth and concrete walls. Additional studies will be required to assess the impacts of the flood control levee on the river flow to prevent backing up flows and causing flooding upstream. These studies will be used to refine the shape and length of the flood control levee. • Stormwater Pump Station. A new storm water pump station will be added to remove storm water collected within the confines of the flood control levee. 5.2 Primary Effluent Pipeline (also referred to as Outfall) • Primary Effluent Pipeline Lining. Additional hydraulic capacity in the existing 60-inch primary effluent pipeline is required to accommodate peak flows. To increase its capacity, the pipeline will be lined with a plastic liner. A portion of the pipeline has already been lined. The new liner will connect to the existing lined portion. With the liner in place, the pipeline can be pressurized to allow more flow. The existing pipeline is severely corroded on the interior. Lining the pipeline will also improve the reliability of the pipeline and reduce future maintenance costs. 5.3 Jennings Road Secondary Treatment Plant A major factor effecting improvements at Jennings Road is anticipation to upgrade the level of treatment from secondary to biological nutrient removal (BNR)/tertiary for all discharges to the San Joaquin River. This level of treatment is consistent with that required by all other San Joaquin River dischargers and would allow year round river discharge. Preliminary design of the Jennings Road treatment facilities will include a detailed evaluation of membranes versus secondary clarifiers followed by conventional filtration. ---PAGE BREAK--- FINAL - March 2007 42 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Final process selection will be performed at that time. For the purposes of this discussion, secondary clarifiers and conventional filtration are presented herein. • DAF System. The DAF system will remove algae from storage pond effluent. The DAF system is expected to extend the river discharge period and thereby increase the existing effluent disposal capacity. A capacity increase of approximately 3.0 mgd (at 10th percentile river flow) is estimated to be gained from the DAF system addition. • Phase 1A Improvements. Phase 1A includes the addition of an initial 2.3 mgd of nitrification/tertiary treatment facilities as described previously herein. Preliminary design will verify final process selection. The use of nitrifying trickling filters followed by high-rate flocculation/sedimentation and filtration has been assumed. • Recirculation Channel Improvements. The recirculation channel will be converted for use as an aeration basin for the activated sludge process. Improvements will include installation of new aeration, electrical and control equipment. In addition, a portion of the channel will be partitioned to provide an anoxic zone to remove nitrogen (denitrification). The anoxic zone will be equipped with mixers. The channel will also be dredged to remove solids from the channel bottom. • Mixed Liquor Pump Station. A new pump station will pump the flow from the recirculation channel to the secondary and tertiary treatment processes. The recirculation channel will contain biomass, also called mixed liquor. It is anticipated that pumps will be screw-type pumps that lift the flow with a minimum of turbulence. Turbulence shears the naturally flocculated biomass and impairs its ability to settle in the secondary clarifiers. • Secondary Clarifiers. Secondary clarifiers will settle the mixed liquor solids from the recirculation channel. • RAS/WAS Pump Station. The return activated sludge (RAS) and waste activated sludge (WAS) pump station will return the solids settled out in the secondary clarifiers to the recirculation channel. A portion of the RAS will be “wasted” by sending it to solids processing facilities. • High Rate Flocculation/Sedimentation. The high rate flocculation/sedimentation process will coagulate/flocculate the fine particles that pass through secondary clarification. The flocculated particles will be settled out and removed for disposal. Pilot testing will be required to determine the effectiveness of the flocculation/sedimentation process and to select the flocculant chemicals and dosages. From experience elsewhere, it is anticipated that ferric chloride or alum, and polymer will be used. • Media Filtration. Effluent filters will remove the remaining fine particles in order to achieve a effluent turbidity of less than 2.0 nephelometric turbidity units (NTU). Filters are also required by California Title 22 water recycling standards. There are several options for filters. These include cloth media disk filters, continuously backwashed ---PAGE BREAK--- FINAL - March 2007 43 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc sand filters, and deep bed sand filters. The most effective filter type will be determined during preliminary design. The filters should be operated in series with the flocculation/sedimentation pilot tests. In addition to pilot testing for media filtration, it is recommended that membrane filtration be tested in parallel. • Chemical Storage and Feed Facilities. The chemical feed system will store and feed coagulants for the tertiary facilities. The system will consist of storage tanks, feed pumps and polymer blending systems. • Ultra Violet (UV) Disinfection System. UV disinfection will be utilized for tertiary treated effluent to reduce pathogens to Title 22 standards (a coliform count of no greater than 2.2 MPN). UV was chosen to prevent the formation of trihalomethanes (THMs). Pilot testing is recommended to select design parameters for the UV system. The pilot testing should be conducted concurrently with the flocculation/sedimentation, filtration, and membrane pilot tests. Chlorine disinfection will remain for secondary effluent discharges to the river through 2016. • WAS Thickening Facility. The WAS will be thickened prior to being sent to the sludge drying beds. It is assumed that the thickening process will be a gravity belt thickener (GBT) because it is simple to operate and energy efficient. • Sludge Drying Beds. Sludge drying beds will provided to solar dry thickened biosolids. The beds will be lined with concrete and equipped with a drainage system to contain the subnatant and convey it to the recirculation channel for treatment. Dried biosolids will be trucked to the nearby Modesto Ranch for land application. • Tertiary Effluent Pipeline. A pipeline is required to convey tertiary effluent from the northeast corner of the existing site (near the FFRs) to the existing effluent pump station next to the chlorine contact tank and the river. The pipeline will flow by gravity and will be approximately 10,000 feet long and 60 inches in diameter. • Fixed Film Reactor (FFR) Improvements. Improvements to the FFR are recommended to increase the life of the existing structures. The improvements include a new distributor arm for FFR No. 2 and replacement of the plastic media for FFR No. 2. Structural rehabilitation of the tower structural members is also included. • Conversion of Gas Chlorine to Sodium Hypochlorite Solution. It is assumed that the gaseous chlorine system will be replaced with a liquid sodium hypochlorite system for the interim period until secondary effluent discharges to the river are no longer allowed (assumed to be year 2016). Sodium hypochlorite is the preferred chlorination system because it eliminates the need for gaseous chlorine and the risks associated with storing and working with gas chlorine. After 2016, when all discharges to the river receive tertiary treatment and UV disinfection, some chlorine will still be needed for process control and maintenance. Accordingly, the sodium hypochlorite system will be retained for this purpose for the remainder of the planning period. ---PAGE BREAK--- FINAL - March 2007 44 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • Effluent Pump Station Improvements. The effluent pump station will be improved by reinforcing the foundation and providing a cut-off wall to prevent seepage from the adjacent levee along the San Joaquin River. • Outfall Improvements. The outfall, from the effluent pump station to the river, will be replaced. The existing outfall is corroded and leaking in some locations. In addition, a diffuser may be added in the riverbed to increase the initial dilution for effluent constituents with assimilative capacity in the river. Additional evaluation of the feasibility of a diffuser should be conducted in preliminary design. • Flood Protection Improvements. Improvements to the flood control levees are required to prevent seepage from the river to the irrigation fields during periods of high river flows. Seepage may also be threatening the foundation of the existing chlorine building. Initial investigations indicate that improvements will be required to control ground subsidence near the chlorine building, improve the stability of the levees where sand boils have occurred and install a new retaining wall at the chlorine building. Condor Engineering developed a budget cost of $400,000 for these improvements in their preliminary investigation in May 2006. Some or all of the flood control work may be funded by the Federal Emergency Management Agency (FEMA). It is assumed for this master plan that 50 percent of the levee improvement costs will be funded by FEMA, with the remainder funded by the City. 5.4 Special Planning Studies Special planning studies will be prepared to modify and update the master plan. 5.4.1 Engineering System Analysis Engineering system analysis will be performed annually to adapt to potential changes. 5.4.2 Master Plan Updates The master plan will undergo a major update every 10 years. Minor updates will be prepared in between. 5.4.3 Segregated Cannery Process Water Studies It is the preferred approach to maintain the strategy of land application of segregated cannery process water. This approach has become increasingly scrutinized by regulatory agencies. The recommended project includes conducting detailed scientific studies of this practice to verify appropriate long term land application rates and methodologies. 6.0 COST ALLOCATION FOR PROPOSED IMPROVEMENTS This section describes the methodology used to allocate a percentage of the total cost between existing and future customers as well as between the components of flow, ---PAGE BREAK--- FINAL - March 2007 45 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc biochemical oxygen demand (BOD), and total suspended solids (TSS), for each of the proposed projects. Cost allocation methodologies are described in the following sections. 6.1 Existing/Future Customer Allocations 6.1.1 Collection System Improvements As discussed in Section 4.1 herein, collection system improvements total $177.3 million and have been categorized as capacity, rehabilitation, new service, or reliability improvements. The methodology used for the allocation of costs within each of these categories is described below. Detailed allocation criteria are presented in Appendix A. Resultant collection system project cost allocations by category are presented in Table 10. Table 10 Allocation of Collection System Costs to Existing and Future Users Engineer’s Report City of Modesto Cost Allocation Existing Customers Future Customers Project Category Cost in $M(1) $ % $ % Capacity Improvements $ 63.6 $ 53.4 84.0% $ 10.2 16.0 % Rehabilitation 66.8 63.2 94.6 3.6 5.4 New Service 37.9 – 0.0 37.9 100.0 Reliability Improvements 9.0 7.3 81.4 1.7 18.6 Total $ 177.3 $ 123.9 69.9% $ 53.4 30.1 % Notes: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Include allowances for contingencies, engineering, legal, and administrative expenses. 6.1.1.1 Capacity Improvements Capacity improvements include the replacement or addition of new trunk sewers or pump stations to primarily provide capacity for existing peak wet weather flows. In some cases these improvements also provide additional capacity to serve future customers as well. Costs associated with these improvements where allocated based on the relative percentage of the existing and future peak wet weather flow components to the ultimate design capacity for each specific project. Peak flows were calculated from the hydraulic model and used as the basis to allocate cost. This approach was utilized since overall design capacity and resultant project costs are based on the peak flow condition. 6.1.1.2 Rehabilitation Projects Rehabilitation projects include improvements to existing trunk sewers or pump stations to extend their useful life, repair structural deficiencies, and/or to improve performance so as ---PAGE BREAK--- FINAL - March 2007 46 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc to provide adequate capacity throughout the planning period. It is the premise of this analysis that these improvements provide value to both existing and future customers by upgrading and extending facility useful life. Allocations are based on relative peak flow similar to capacity improvements. The exceptions to this methodology are the allocation of pipe chemical coating and inspection program, stormwater removal, utility pavement, maintenance facilities, brick manhole rehabilitation, and similar projects. These costs were allocated entirely to existing customers on the basis that these project elements represent on-going maintenance and benefits to older fully developed areas. 6.1.1.3 New Service Projects This category of projects includes new pump stations and/or extensions of existing trunk sewers to exclusively serve new customers. These costs were allocated 100 percent to future use. 6.1.1.4 Reliability Projects These projects include the addition of standby power to existing pump stations and parallel sewers where existing pipes cross below major obstacles. All users share in the long-term benefit of these upgraded facilities. Allocations are based on relative peak flow similar to capacity improvements. 6.1.2 Wastewater Treatment and Effluent Disposal Improvements Treatment and disposal improvements are allocated between existing and future customers based on relative benefit. The allocation methodology used for each improvement is described in the following sections. Table 11 presents a cost allocation summary. 6.1.2.1 Sutter Avenue Primary Plant Improvements • Headworks. The headworks improvements at Sutter Avenue include the following components: - Influent flow meter improvements. - Influent pump station expansion. - Influent bar screen. - Grit removal. These improvements and new facilities are required exclusively for additional capacity. All costs are allocated 100 percent to future customers. • Primary Effluent Pump Station. Benefits both existing and future customers. Allocated in proportion to design peak wet weather flow (design PWWF = 95.5 mgd; existing = 71.7 mgd future = 23.8 mgd ---PAGE BREAK--- FINAL - March 2007 47 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 11 Allocation of Treatment and Disposal Costs to Existing and Future Uses Engineer’s Report City of Modesto Existing Users Future Users Project Cost, $M(1) $ % $ % Sutter Avenue Facility Headworks(2) $3.5 $ – 0.0% $3.5 100.0% Primary Effluent Lift Station 9.3 7.0 75.1 2.3 24.9 Anaerobic Digester 4.8 3.0 62.2 1.8 37.8 Sludge Dewatering Improvements 7.6 4.7 62.2 2.9 37.8 Flood Control Improvements(3) 16.0 10.0 62.2 6.0 37.8 Subtotal – Sutter Avenue $41.2 $24.7 60.0% $16.5 40.0% Primary Effluent Outfall Outfall Improvements $12.4 $9.3 75.1% $3.1 24.9% Jennings Road Facility Dissolved Air Flotation (DAF) $11.0 $9.9 90.4 $1.1 9.6% Phase 1A Tertiary Treatment 8.6 – 0.0 8.6 100.0 Phase 1B-3 Tertiary Treatment(4) 150.0 64.4 42.9 85.6 57.2 Improvements to Existing Facilities(5) 9.5 5.9 62.2 3.6 37.8 Subtotal – Jennings Road $179.1 $80.2 44.8% $98.9 55.2% Special Planning Studies Engineering System Analysis 3.6 1.1 30.7 2.5 69.3 Master Plan Updates 6.0 3.7 62.2 2.3 37.8 Land Application Studies 1.0 1.0 100 0 0 Subtotals $10.6 $5.8 54.7% $4.8 45.3% Total $243.3 $120.0 49.3% $123.3 50.7% Notes: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Include allowances for contingencies, engineering, legal, and administrative expenses. Includes influent flow meter improvements, influent pump station expansion, influent bar screen, and grit removal projects. Includes flood protection and stormwater pump station. Includes recirculation channel improvements, mixed liquor pump station, secondary clarifiers, RAS/WAS pump station, high rate flocculation/sedimentation, media filtration, chemical storage and feed facilities, UV disinfection, WAS thickening, sludge drying, and tertiary effluent pipeline. Includes conversion to hypochlorite and improvements to FFRs, effluent pump station, outfall, and flood protection. ---PAGE BREAK--- FINAL - March 2007 48 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • Additional Anaerobic Digester. The additional digester benefits both existing and future customers by providing additional capacity and added reliability with one unit out of service. Costs are allocated in proportion to design average annual flow (design AAF=41.5 mgd; existing =25.8 mgd future=15.7 mgd • Sludge Dewatering Improvements. Benefits both existing and future customers. Allocated in proportion to design average annual flow. • Flood Control Improvements. Benefits both existing and future customers. Allocated in proportion to design average annual flow. • Stormwater Pump Station. Benefits both existing and future customers. Allocated in proportion to design average annual flow. 6.1.2.2 Primary Effluent Pipeline The lining of the primary effluent pipeline benefits both existing and future customers by rehabilitating the pipe’s structural condition and providing capacity for future flows. Costs are allocated in proportion to peak wet weather flows (existing = 75.1 percent; future = 24.9 percent). 6.1.2.3 Jennings Road Secondary Treatment Plant • DAF System. The dissolved air flotation system benefits both existing and future customers. The allocation was based on a projected rate of development to an associated flow (existing = 90.4 percent; future = 9.6 percent.). At the current rate of development not all "vested" units were projected to develop. Newer developments are expected to be built by 2011. • Phase 1A Improvements. Phase 1A improvements are a discrete treatment element that provide 2.3 mgd of nitrification/tertiary treatment exclusively for near term growth. Accordingly, 100 percent is allocated to future customers. • Phase 1B-3 Tertiary Treatment. This project element includes the phased implementation of the following plant components: – Recirculation Channel Improvements. – Mixed Liquor Pump Station. – Secondary Clarifiers. – RAS/WAS Pump Station. – High Rate Flocculation/Sedimentation. – Media Filtration. – Chemical Storage and Feed Facilities. – UV Disinfection. – Waste Activated Sludge (WAS) Thickening. – Sludge Drying. – Tertiary Effluent Pipeline. ---PAGE BREAK--- FINAL - March 2007 49 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc The costs associated with each phase of these facilities are integrally related since early phases provide back bone systems to be used for future expansions. As a consequence, the costs for all phases have been combined and allocated between existing and future customers based on average annual flow. Overall, Phase 1B-3 provides 27.5 mgd of tertiary treatment capacity. Of this amount, 11.8 mgd (42.4 percent) is needed to upgrade existing secondary treatment and 15.7 mgd (57.1 percent) is needed for future capacity. • Improvements to Existing Facilities. This element includes the following: – Fixed Film Reactor (FFR) Improvements. – Conversion of Chlorine Gas to Liquid Sodium Hypochlorite. – Effluent Pump Station Improvements. – Outfall Improvements. – Flood Protection Improvements. These facilities benefit both existing and future customers by upgrading and improving existing facilities to provide reliable service throughout the planning period. Costs are allocated to existing and future customers based on the relative percent of average annual design flow (existing = 62.2 percent, future = 37.8 percent). • Land Application Studies. These studies are necessary to verify appropriate land application rates and strategies. This cost is allocated entirely to existing customers. 6.2 Allocation to Billable Constituents The purpose of this section is to allocate project capital costs to the billable constituents of flow, BOD, and TSS. The basis of this analysis is to evaluate each project component or unit process and assess which constituent(s) determine the function of the unit process and/or cause capital costs to be incurred. A summary of recommended billable constituent cost allocations for each project component is presented on Table 12. A discussion of the allocation for the various project elements is contained in the following paragraphs. 6.2.1 Collection System Improvements The sizing and all of the trunk sewer and pump station facilities is controlled by the flows that they must accommodate. Consequently, the capital costs associated with all collection system improvements are allocated entirely to flow. 6.2.2 Wastewater Treatment and Effluent Disposal Improvements 6.2.2.1 Sutter Avenue Primary Plant Improvements • Influent Flowmeter Improvements. Design criteria and allocation based exclusively on flow. ---PAGE BREAK--- FINAL - March 2007 50 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 12 Allocation of Project Costs to Billable Constituents Engineer’s Report City of Modesto Cost Allocation Flow BOD TSS Project Component Total Cost in $M(1) $ % $ % $ % Collection System All Improvements 177.3 177.3 100 – – – – Sutter Avenue Primary Treatment Plant 100 – – – – Influent Flume Addition and Hydraulic Improvements 1.5 1.5 100 – – – – Bar Screen 0.6 0.6 100 – – – – Influent Pump 1.1 1.1 100 – – – – Grit Removal Unit 0.3 0.3 100 – – – – Primary Effluent Pump Station 9.3 9.3 100 – – – – Anaerobic Digester 4.8 – – – – 4.8 100 Flood Control Improvements 14.0 4.8 34 4.6 33 4.6 33 Stormwater Pump Station 2.0 0.7 34 0.7 33 0.6 33 Sludge Dewatering Improvements 7.6 – – – – 7.6 100 Subtotal Sutter Avenue Primary Plant 41.2 18.3 44.4 5.3 12.9 17.6 42.7 Primary Effluent Pipeline Lining of Existing Pipeline 12.4 12.4 100 – – – – Jennings Road Secondary Treatment Plant Dissolved Air Flotation 11.0 11.0 100 – – – – Project BNR/Tertiary Improvements Phase 1A Improvements 8.6 8.6 100 – – – – Mixed Liquor Pump Station 3.9 3.9 100 – – – – Recirculation Channel Improvements 10.0 – – 10.0 100 – – Secondary Clarifiers 39.6 19.8 50 19.8 50 – – RAS/WAS Pump Station 11.9 – – 11.9 100 – – High Rate Flocculation/Sedimentation 22.0 22.0 100 – – – – Media Filtration 14.1 14.1 100 – – – – Chemical Storage/Feed Facilities 8.2 8.2 100 – – – – UV Disinfection 11.0 11.0 100 – – – – WAS Thickening 19.6 – – 19.6 100 – – Sludge Drying Beds 2.5 – – 2.5 100 – – Effluent Pipeline from Tertiary Plant to Existing Outfall 7.2 7.2 100 – – – – Subtotal BNR/Tertiary Improvements 169.6 105.8 62.4 63.8 37.6 – – Improvements to Existing Facilities Conversion from Chlorine Gas to Hypochlorite 0.5 0.5 100 – – – – Effluent Pump Station Improvements 3.0 3.0 100 – – – – Outfall Improvements 4.0 4.0 100 – – – – Flood Control Improvements 0.2 0.1 50 0.1 50 – – Fixed Film Reactor Improvements 1.8 – – 1.8 100 – – Subtotal Improvements to Existing Facilities 9.5 7.6 80.0 1.9 20.0 – – Subtotal all Jennings Road Secondary/Tertiary Plant Improvements 179.1 113.4 63.3 65.7 36.7 – – ---PAGE BREAK--- FINAL - March 2007 51 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 12 Allocation of Project Costs to Billable Constituents (Continued) Engineer’s Report City of Modesto Cost Allocation Flow BOD TSS Project Component Total Cost in $M(1) $ % $ $ % $ Special Planning Studies Engineering System Analysis 3.6 2.0 56.6 0.8 21.7 0.8 21.7 Master Plan Updates 6.0 3.4 56.6 1.3 21.7 1.3 21.7 Land Application Studies 1.0 0.6 56.6 0.2 21.7 0.2 21.7 Subtotal 10.6 6.0 56.6 2.3 21.7 2.3 21.7 Total Project 420.6 327.4 77.9 73.3 17.4 19.9 4.7 Note: Conceptual level costs. Based on June 2005 dollars (ENRCCI = 8441). Includes allowances for contingencies, engineering, legal, and administrative expenses. • Influent Pump Station Expansion. Design criteria and allocation based exclusively on flow. • Influent Bar Screen. Design criteria based on flow. Negligible percentage of capital costs are allocable to suspend solids. Consequently, all allocation is based on flow. • Grit Removal. Design criteria based on flow. Negligible percentage of capital costs are allocable to suspended solids. Consequently, all allocation is based on flow. • Primary Effluent Pump Station. Design criteria and allocation are based exclusively on flow. • Additional Anaerobic Digester. Digester is required for primary sludge only. Design criteria is based on percentage removal of TSS in primary clarifiers. Entire allocation is for TSS. • Sludge Dewatering Improvements. Criteria for improvements based entirely on solids loading similar to new digester. Allocate costs 100 percent to TSS. • Flood Control Improvements. These are general facilities required for the protection of the Sutter Avenue site. Costs are allocated equally to all three billable constituents. • Stormwater Pump Station. Costs are allocated equally on same basis as flood control improvements. 6.2.2.2 Primary Effluent Pipeline The sizing of the primary effluent pipeline is controlled by the flow that it must accommodate. Consequently, the capital cost associated with pipeline improvements are allocated entirely to flow. 6.2.2.3 Jennings Road Secondary Treatment Plant • DAF System. Design criteria and allocation are based exclusively on flow. ---PAGE BREAK--- FINAL - March 2007 52 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc • Phase 1 Improvements. Design criteria and allocation are based exclusively on flow. • Recirculation channel Improvements. Design criteria and function are based on the treatment of BOD. Capital cost is allocated entire to BOD. • Mixed Liquor Pump Station. Facility is required to pump flow to the new secondary and tertiary facilities. Design criteria and cost is based entirely on flow. • Secondary Clarifiers. Design criteria is based on overflow rate (flow) and solids loading from BOD generated biomass. Allocation of cost is based equally on flow and BOD. • RAS/WAS Pump Station. This pump station is required to handle secondary sludge generated by BOD removal. All costs are allocated to BOD. • High Rate Flocculation/Sedimentation. Design criteria and allocation are based exclusively on flow. • Media Filtration. Design criteria and allocation are based exclusively on flow. • Chemical Storage and Feed Facilities. These facilities support the high rate flocculation/sedimentation and media filtration processes. Cost allocation is based entirely on flow. • UV Disinfection. Design criteria and cost allocation is based entirely on flow. • WAS Thickening. Design criteria is based on solids loading from BOD generated biomass. Cost allocation is 100 percent to BOD. • Sludge Drying Beds. Cost allocation is entirely to BOD on same basis as WAS thickening. • Tertiary Effluent Pipeline. Design criteria and cost allocation is based entirely on flow. • FFR Improvements. FFR function and design criteria is based on BOD. Capital costs are allocated 100 percent to BOD. • Conversion of Chlorine Gas to Liquid Sodium Hypochlorite. Design criteria and cost allocation is based entirely on flow. • Effluent Pump Station Improvements. Design criteria and cost allocation is based entirely on flow. • Outfall Improvements. Design criteria and cost allocation is based entirely on flow. • Flood Protection Improvements. General facilities required for over all site protection. Primary function of Jennings Road treatment plant is for BOD removal and disposal. Costs are allocated equally to flow and BOD. ---PAGE BREAK--- FINAL - March 2007 53 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc 7.0 PROJECT PHASING AND CASH FLOW PROJECTIONS The wastewater collection, treatment, and disposal facility improvements program outlined herein will be constructed in phases throughout the 24 year planning period. Collection system improvement will be implemented on a fiscal year basis. The annual capital expenditures associated with the collection system implementation plan is presented in Appendix B. Annual costs are driven by reliability priority and anticipated new development. The wastewater treatment and disposal system improvements will also be constructed in phases over time. Table 13 summarizes the capital cost for each of the major project phases. The treatment phasing plan is depicted graphically on Figure 8. Expected annual capital expenditures associated with the phased implementation plan presented in Table 13 are shown in Appendix C. Combining the entire wastewater capital improvement program for collection treatment and disposal results in the total annual expenditures and cumulative capital cost flow presented in Figure 9 and 10, respectively. ---PAGE BREAK--- FINAL - March 2007 54 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 13 Wastewater Treatment Capital Improvements Program Engineer’s Report City of Modesto Conceptual Level Costs - $M(1) Project Phases: DAF Phase 1A Phase 1B Phase 2 Phase 3 Total Approximate Year of Implementation: 2008 2009 2011 2016 2023 Costs Sutter Avenue Primary Treatment Plant Influent Flume Hydraulic Improvements 1.5 1.5 Bar Screen 0.6 0.6 Influent Pump 1.1 1.1 Grit Removal Unit 0.3 0.3 Primary Effluent Pump Station 9.3 9.3 Anaerobic Digester 4.8 4.8 Flood Control Improvements 14.0 14.0 Stormwater Pump Station 2.0 2.0 Sludge Dewatering 7.6 7.6 Subtotal Sutter Avenue Primary Plant 0.0 41.2 0.0 0.0 41.2 Primary Effluent Pipeline Lining of Existing Pipeline 12.4 12.4 Jennings Road Secondary Treatment Plant Dissolved Air Flotation Project 11.0 0.0 0.0 0.0 0.0 11.0 BNR/Tertiary Improvements Phase 1A Improvements 8.6 8.6 Mixed Liquor Pump Station 0.0 0.4 2.8 0.7 3.9 Aeration for Recirculation Channel 10.0 10.0 Secondary Clarifiers 0.0 3.6 28.8 7.2 39.6 RAS/WAS Pump Station 0.0 6.0 4.7 1.2 11.9 High Rate Flocculation/Sedimentation 0.0 2.0 16.0 4.0 22.0 Media Filtration 0.0 1.4 9.9 2.8 14.1 Chemical Storage/Feed Facilities 0.8 6.0 1.4 8.2 UV Disinfection 0.0 1.0 8.0 2.0 11.0 Gravity Belt Thickeners 9.8 7.8 2.0 19.6 Sludge Drying Beds 0.2 1.8 0.5 2.5 Effluent Pipeline from Tertiary Plant to Exist. Outfall 7.2 0.0 0.0 7.2 Subtotal BNR/Tertiary Improvements 8.6 42.4 85.8 21.8 169.6 Improvements to Existing Facilities Conversion from Chlorine Gas to Hypochlorite 0.5 0.0 0.0 0.0 0.5 Effluent Pump Station Improvements 3.0 0.0 0.0 3.0 Outfall Improvements 4.0 0.0 0.0 4.0 Flood Control Improvements 0.2 0.2 Fixed Film Reactor Improvements 1.8 1.8 Subtotal Improvements to Existing Facilities 0.0 0.5 9.0 0.0 0.0 9.5 Subtotal Jennings Road Secondary/Tert. Plant 11.0 9.1 51.4 85.8 21.8 179.1 ---PAGE BREAK--- FINAL - March 2007 55 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc Table 13 Wastewater Treatment Capital Improvements Program Engineer’s Report City of Modesto Conceptual Level Costs - $M(1) Project Phases: DAF Phase 1A Phase 1B Phase 2 Phase 3 Total Approximate Year of Implementation: 2008 2009 2011 2016 2023 Costs Special Planning Studies Engineering System Analysis 0 0.6 0.8 1.1 1.1 3.6 Master Plan Updates 1.0 2.0 1.0 2.0 6.0 Land Application Studies 1.0 1.0 Subtotals 0 2.6 2.8 2.1 3.1 10.6 Total Project 11.0 24.1 95.4 87.9 24.9 243.3 Note: Conceptual level costs. Based on June 2006 dollars (ENRCCI = 8441). Includes allowances for contingencies, engineering, legal and administrative expenses. ---PAGE BREAK--- mo606erf1-6887.ai 27.2 29.5 32.0 36.5 41.5 24.2 14.0 5.9 Year * Based on 10th percentile river flow conditions. Assumes discontinuation of secondary effluent discharge to river in 2016 and phase out of DAF and Phase 1A Capacity for Land Discharge Capacity for River Discharge Capacity for Tertiary-Treated Effluent Discharge Capacity Deficiencies Domestic Wastewater Flow, mgd 2005 50 40 30 20 10 0 2010 2011 2008 2009 2015 2016 2020 2025 2023 2030 Projected Domestic Wastewater Flow (annual average flow) Domestic secondary effluent to land (8.1 mgd) (2,526 acres) Net evaporation loss (5.9 mgd) DAF (3.0 mgd) Seasonal river discharge of secondary effluent (10.2 mgd*) BNR/tertiary river discharge Phase 1A 2.3 Phase 1B 2.5 Phase 2 20.0** Phase 3 5.0 Figure 8 TREATMENT PHASING AT JENNINGS ROAD FACILITY ENGINEER’S REPORT CITY OF MODESTO 56 ---PAGE BREAK--- mo606erf13-6887.ai Figure 9 TOTAL ANNUAL EXPENDITURES ENGINEER’S REPORT CITY OF MODESTO 57 0.00 10.00 20.00 30.00 40.00 50.00 60.00 CIP Year Annual Capital Cost (Million, Annual Capital Cost 1.90 21.57 53.96 37.00 38.98 36.60 7.47 18.83 35.82 31.91 33.99 9.48 4.11 7.35 14.46 16.51 14.22 16.61 7.22 4.41 4.22 2.09 2.34 0.15 0.15 Cumulative Capital Costs 1.9 23.5 77.4 114.4 153.4 190.0 197.5 216.3 252.1 284.0 318.0 327.5 331.6 339.0 353.4 369.9 384.2 400.8 408.0 412.4 416.6 419.7 420.3 420.4 420.6 1 (05/06) Year Fiscal Year 2 (06/07) 3 (07/08) 4 (08/09) 5 (09/10) 6 (10/11) 7 (11/12) 8 (12/13) 9 (13/14) 10 (14/15) 11 (15/16) 12 (16/17) 13 (17/18) 14 (18/19) 15 (19/20) 16 (20/21) 17 (21/22) 18 (22/23) 19 (23/24) 20 (24/25) 21 (25/26) 22 (26/27) 23 (27/28) 24 (28/29) 25 (29/30) ---PAGE BREAK--- mo606erf14-6887.ai Figure 10 CUMULATIVE CAPITAL COST FLOW ENGINEER’S REPORT CITY OF MODESTO 58 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 Cumulative Capital Cost (Million, Cumulative total cost 1.9 23.5 77.4 114.4 153.4 190.0 197.5 216.3 252.1 284.0 318.0 327.5 331.6 339.0 353.4 369.9 384.2 400.8 408.0 412.4 416.6 419.7 420.3 420.4 420.6 1 (05/06) 2 (06/07) 3 (07/08) 4 (08/09) 5 (09/10) 6 (10/11) 7 (11/12) 8 (12/13) 9 (13/14) 10 (14/15) 11 (15/16) 12 (16/17) 13 (17/18) 14 (18/19) 15 (19/20) 16 (20/21) 17 (21/22) 18 (22/23) 19 (23/24) 20 (24/25) 21 (25/26) 22 (26/27) 23 (27/28) 24 (28/29) 25 (29/30) Year Fiscal Year ---PAGE BREAK--- FINAL - March 2007 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto APPENDIX A - CAPITAL IMPROVEMENT PROGRAM COST ALLOCATION, COLLECTION SYSTEM ---PAGE BREAK--- Capital Improvement Program Wastewater Collection System City of Modesto Capital Improvement Cost and Category 2, 3) Existing Future Total Existing Future Figure Users Users Capital Users Users Project Project Segment Benefit Benefit Cost Cost Cost Description Location Number Capacity Rehabilitation New Service Reliability FACILITY IMPROVEMENTS (BUILDOUT OF STUDY AREA) West Trunk Parallel 54/60-inch with a 48-inch diameter trunk. John Street W-1 7,009,000 0.0% 100.0% 7,009,000 0 7,009,000 Parallel 51-inch with a 51-inch diameter trunk. Highway 99 W-2a 1,576,000 76.2% 23.8% 1,576,000 1,200,912 375,088 Rehabilitate existing 51-inch diameter trunk. Highway 99 W-2b 509,000 76.2% 23.8% 509,000 387,858 121,142 Rehabilitate existing lift station. Existing Firm=20.9 mgd, Total=27.4 mgd Woodland L.S. LS#39 1,012,000 0.0% 100.0% 1,012,000 0 1,012,000 Rehabilitate existing lift station. Cheyenne and Dutch Hollow L.S. LS#8 421,000 100.0% 0.0% 421,000 421,000 0 West Sub-Trunks Replace 18-inch with a 21-inch diameter trunk. Veneman Avenue W-3 593,000 97.6% 2.4% 593,000 578,768 14,232 New 15-inch diameter trunk. Kansas Avenue W-4 1,449,000 0.0% 100.0% 1,449,000 0 1,449,000 New 15-inch diameter trunk. Maze Boulevard W-5 1,031,000 0.0% 100.0% 1,031,000 0 1,031,000 New 15-inch diameter trunk. California Avenue W-6 920,000 0.0% 100.0% 920,000 0 920,000 New 15-inch diameter trunk. Vineyard Haven W-7 761,000 0.0% 100.0% 761,000 0 761,000 New 15-inch diameter trunk. California Avenue W-8 1,153,000 0.0% 100.0% 1,153,000 0 1,153,000 New 15-inch diameter trunk. Lynn Avenue W-9 833,000 0.0% 100.0% 833,000 0 833,000 Replace existing lift station Hahn L.S. LS#19 1,123,000 100.0% 0.0% 1,123,000 1,123,000 0 Rumble Trunk Replace existing lift station Rumble L.S. LS#30 1,310,000 95.6% 4.4% 1,310,000 1,252,360 57,640 21-inch diameter trunk replacement Claremont Avenue R-1 1,376,000 96.6% 3.4% 1,376,000 1,329,216 46,784 Rumble Sub-Trunks Replace 10 and 12-inch with a 15-inch diameter trunk. Napier Drive R-2 911,000 100.0% 0.0% 911,000 911,000 0 Replace 10 with a 12-inch diameter trunk. Fremont Street R-3 320,000 99.9% 0.1% 320,000 319,680 320 Replace 15-inch with an 18-inch diameter trunk. Keller Street R-4 534,000 95.1% 4.9% 534,000 507,834 26,166 New 10-inch diameter trunk. McHenry Avenue/Grecian Avenue R-5 652,000 0.0% 100.0% 652,000 0 652,000 North Trunk Extension New 30-inch diameter trunk. Bangs Avenue N-1 4,206,000 0.0% 100.0% 4,206,000 0 4,206,000 New 24-inch diameter trunk. Bangs Avenue N-2 2,540,000 0.0% 100.0% 2,540,000 0 2,540,000 New 18-inch diameter trunk. Bangs Avenue N-3 2,065,000 0.0% 100.0% 2,065,000 0 2,065,000 North Sub-Trunks New 10-inch diameter trunk. Tully Road N-4 1,473,000 0.0% 100.0% 1,473,000 0 1,473,000 New lift station. Pelandale L.S. LS#59 562,000 0.0% 100.0% 562,000 0 562,000 Dale Trunk New 30-inch diameter trunk. Dale Road D-1 480,000 0.0% 100.0% 480,000 0 480,000 New 27-inch diameter trunk. Dale Road D-2 1,320,000 0.0% 100.0% 1,320,000 0 1,320,000 New 24-inch diameter trunk. Undeveloped Area D-3 872,000 0.0% 100.0% 872,000 0 872,000 New 15-inch diameter trunk. Chapman Road D-4 9,000 0.0% 100.0% 9,000 0 9,000 New 12-inch diameter trunk. Chapman Road D-5 825,000 0.0% 100.0% 825,000 0 825,000 New lift station. Chapman L.S. LS#60 562,000 0.0% 100.0% 562,000 0 562,000 New 10-inch diameter force main. Chapman Road D-6 633,000 0.0% 100.0% 633,000 0 633,000 Emerald Trunk Rehabilitate existing 24, 27, 30, 36 and 54-inch diameter trunk. Crippen Avenue and Emerald Avenue E-1 10,555,000 95.5% 4.5% 10,555,000 10,080,025 474,975 Parallel 36-inch with a 36-inch diameter trunk. Highway 99 E-2a 646,000 98.6% 1.4% 646,000 636,956 9,044 Rehabilitate existing 36-inch diameter trunk. Highway 99 E-2b 195,000 98.6% 1.4% 195,000 192,270 2,730 ---PAGE BREAK--- Capital Improvement Program Wastewater Collection System City of Modesto Capital Improvement Cost and Category 2, 3) Existing Future Total Existing Future Figure Users Users Capital Users Users Project Project Segment Benefit Benefit Cost Cost Cost Description Location Number Capacity Rehabilitation New Service Reliability FACILITY IMPROVEMENTS (BUILDOUT OF STUDY AREA) Rehabilitate existing 27, 30 36-inch diameter trunk. Coldwell Avenue, Kearney Avenue and Tully Road E-3 5,530,000 99.7% 0.3% 5,530,000 5,513,410 16,590 Replace 18, 21, 30-inch diameter trunk. Tully Road and Briggsmore Avenue E-4 1,509,000 99.7% 0.3% 1,509,000 1,504,473 4,527 Replace 15 and 18-inch diameter trunk. Briggsmore Avenue E-5 1,129,000 99.7% 0.3% 1,129,000 1,125,613 3,387 Rehabilitate existing lift station. Emerald L.S. LS#17 2,808,000 97.5% 2.5% 2,808,000 2,737,800 70,200 Carpenter Relief Trunk Parallel Emerald Trunk with a 36-inch diameter trunk Carpenter Road CR-1 14,528,000 98.0% 2.0% 14,528,000 14,237,440 290,560 Emerald Sub-Trunks Replace 10-inch with a 15-inch diameter trunk. California Avenue E-6 290,000 87.1% 12.9% 290,000 252,590 37,410 Replace existing lift station California L.S. LS#58 936,000 85.2% 14.8% 936,000 797,472 138,528 Rehabilitate existing lift station. Mark Randy L.S. LS#22 562,000 100.0% 0.0% 562,000 562,000 0 Rehabilitate existing lift station. Torrid and Diablo L.S. LS#34 451,000 100.0% 0.0% 451,000 451,000 0 Sutter Trunk Replace 18 and 24-inch with a 27-inch diameter trunk. Sutter Avenue S-1 3,654,000 94.5% 5.5% 3,654,000 3,453,030 200,970 Rehabilitate existing 18 and 24-inch diameter trunk Sutter Avenue and Paradise Road S-2 833,000 98.2% 1.8% 833,000 818,006 14,994 Replace 16-inch with an 18-inch diameter trunk Jefferson Street S-3 303,000 96.8% 3.2% 303,000 293,304 9,696 Parallel 16-inch with a 16-inch diameter trunk. Highway 99 S-4a 373,000 99.2% 0.8% 373,000 370,016 2,984 Rehabilitate existing 16-inch diameter trunk. Highway 99 S-4b 112,000 99.2% 0.8% 112,000 111,104 896 Replace existing lift station Jefferson Street LS#46 749,000 99.0% 1.0% 749,000 741,510 7,490 6th Street Trunk Rehabilitate existing 18 and 21-inch diameter trunk. 6th Street DT-1 1,189,000 98.5% 1.5% 1,189,000 1,171,165 17,835 J Street Trunk Replace 12-inch with an 15-inch diameter trunk. J Street DT-2 849,000 100.0% 0.0% 849,000 849,000 0 D Street Trunk Replace 6 and 10-inch with a 12-inch diameter trunk. D Street DT-3 849,000 98.3% 1.7% 849,000 834,567 14,433 Replace 6-inch with a 10-inch diameter trunk. Burney Street DT-4 524,000 100.0% 0.0% 524,000 524,000 0 F Street Trunk Replace 15-inch with an 18-inch diameter trunk. F Street DT-5 343,000 100.0% 0.0% 343,000 343,000 0 Santa Rosa Trunk Rehabilitate existing 30-inch diameter trunk. Santa Rosa Avenue SR-1 961,000 99.3% 0.7% 961,000 954,273 6,727 Replace 30-inch with a 36-inch diameter trunk. Santa Rosa Avenue SR-2 3,499,000 99.3% 0.7% 3,499,000 3,474,507 24,493 Replace 24-inch with a 30-inch diameter trunk. Santa Ana Avenue SR-3 1,438,000 99.7% 0.3% 1,438,000 1,433,686 4,314 Santa Rosa Sub-Trunks Replace 10 and 15-inch with an 18-inch diameter trunk. Coffee Road SR-4 872,000 99.9% 0.1% 872,000 871,128 872 Replace 21 and 24-inch with a 27-inch diameter trunk. La Loma Avenue SR-5 1,975,000 98.9% 1.1% 1,975,000 1,953,275 21,725 Rehabilitate existing 18-inch diameter trunk. Miller Avenue SR-6 357,000 98.3% 1.7% 357,000 350,931 6,069 Replace 12 and 15-inch with an 18-inch diameter trunk. Miller Avenue SR-7 1,056,000 98.6% 1.4% 1,056,000 1,041,216 14,784 Replace 10 and 12-inch with a 15-inch diameter trunk. Conejo Avenue SR-8 799,000 99.9% 0.1% 799,000 798,201 799 Sonoma Trunk Extension New 27-inch diameter trunk. Undeveloped Area SO-1 1,019,000 0.0% 100.0% 1,019,000 0 1,019,000 New 24-inch diameter trunk. Undeveloped Area SO-2 1,401,000 0.0% 100.0% 1,401,000 0 1,401,000 New 18-inch diameter trunk. Undeveloped Area SO-3 908,000 0.0% 100.0% 908,000 0 908,000 New 3.1 mgd lift station Undeveloped Area LS #61 1,724,000 0.0% 100.0% 1,724,000 0 1,724,000 ---PAGE BREAK--- Capital Improvement Program Wastewater Collection System City of Modesto Capital Improvement Cost and Category 2, 3) Existing Future Total Existing Future Figure Users Users Capital Users Users Project Project Segment Benefit Benefit Cost Cost Cost Description Location Number Capacity Rehabilitation New Service Reliability FACILITY IMPROVEMENTS (BUILDOUT OF STUDY AREA) Lakewood Trunk Extension New 21-inch diameter trunk. Litt Road L-1 1,838,000 0.0% 100.0% 1,838,000 0 1,838,000 New 18-inch diameter trunk. Litt Road L-2 1,658,000 0.0% 100.0% 1,658,000 0 1,658,000 Lakewood Sub-Trunks New 15-inch diameter trunk. Kodiak Drive L-3 485,000 0.0% 100.0% 485,000 0 485,000 New 18-inch diameter trunk. Merle Avenue L-4 140,000 0.0% 100.0% 140,000 0 140,000 Replace 8-inch with a 12-inch diameter trunk. Orangeburg Avenue L-5 337,000 100.0% 0.0% 337,000 337,000 0 Empire Trunk Replace 10-inch with a 15-inch diameter trunk. McClure Road EM-1 1,749,000 99.8% 0.2% 1,749,000 1,745,502 3,498 River Trunk Rehabilitate existing 16-inch through 66-inch diameter trunk. Nathan Avenue RV-1 12,382,000 82.7% 17.3% 12,382,000 10,239,914 2,142,086 Cannery Segregation Line New 48-inch diameter trunk. Morton Boulevard CSL-1 105,000 77.6% 22.4% 105,000 81,480 23,520 New 48-inch diameter trunk. Upstream of WWTP CSL-2 615,000 77.6% 22.4% 615,000 477,240 137,760 New Beardbrook Siphon New 48 inch diameter siphon crossing beardbrook at Gallo for reliability, installed by HDD BB-1 5,401,000 77.6% 22.4% 5,401,000 4,191,176 1,209,824 Ceres Trunk Rehabilitate existing 18, 21 and 24-inch diameter trunk. Parrallel to Tuolumne River C-1 1,374,000 95.5% 4.5% 1,374,000 1,312,170 61,830 Rehabilitate existing 24-inch diameter trunk. Highway 99 Crossing C-2a 446,000 87.4% 12.6% 446,000 389,804 56,196 Parallel 24-inch with a 24-inch diameter trunk. Highway 99 Crossing C-2b 134,000 87.4% 12.6% 134,000 117,116 16,884 Ustick Trunk Replace 12-inch with a 24-inch diameter trunk. Ustick Road U-1 1,058,000 0.0% 100.0% 1,058,000 0 1,058,000 Ustick Sub-Trunks New 24-inch diameter trunk. Whitmore Avenue U-2 722,000 0.0% 100.0% 722,000 0 722,000 New 21-inch diameter trunk. Whitmore Avenue U-3 1,554,000 0.0% 100.0% 1,554,000 0 1,554,000 New 18-inch diameter trunk. Whitmore Avenue U-4 2,154,000 0.0% 100.0% 2,154,000 0 2,154,000 New lift station. Whitmore/Carpenter L.S. LS #62 1,724,000 0.0% 100.0% 1,724,000 0 1,724,000 Chemical Coating Program Annual chemical coating program. City-wide 10,181,000 100.0% 0.0% 10,181,000 10,181,000 0 Annual chemical coating program. City-wide 14,299,000 100.0% 0.0% 14,299,000 14,299,000 0 CCTV Inspections Annual Inspection of existing RCP Pipes. City-wide 749,000 100.0% 0.0% 749,000 749,000 0 Annual Inspection of existing RCP Pipes. City-wide 842,000 100.0% 0.0% 842,000 842,000 0 Lift Station Stand-By Generators New Stand-By Generators at Various Lift Stations. Various Locations 484,000 100.0% 0.0% 484,000 484,000 0 Storm Runoff Removal Remove storm drain connections from the collection system. Various Locations 10,200,000 100.0% 0.0% 10,200,000 10,200,000 0 Projects Currently on City CIP La Loma L.S. (B609) La Loma L.S. LS#21 225,000 100.0% 0.0% 225,000 225,000 0 Engineering System Analysis (A209) Various Locations 199,000 0.0% 100.0% 199,000 0 199,000 Shackelford Crossing (N143) Tuolumne River 105,000 78.1% 21.9% 105,000 82,005 22,995 Scenic Sewer Lift Station (B491) Scenic Sewer Lift Station LS#63 1,649,000 58.4% 41.6% 1,649,000 963,016 685,984 ---PAGE BREAK--- Capital Improvement Program Wastewater Collection System City of Modesto Capital Improvement Cost and Category 2, 3) Existing Future Total Existing Future Figure Users Users Capital Users Users Project Project Segment Benefit Benefit Cost Cost Cost Description Location Number Capacity Rehabilitation New Service Reliability FACILITY IMPROVEMENTS (BUILDOUT OF STUDY AREA) PRRP1-WQC Lab Remodel - Secondary (B584) WWTP 500,000 100.0% 0.0% 500,000 500,000 0 Collection System Improvements 63,554,000 66,818,000 37,872,000 9,031,000 69.9% 30.1% 177,275,000 123,925,000 53,350,000 Capacity Improvements 84.0% 16.0% 63,554,000 53,391,000 10,163,000 Rehabilitation Improvements 94.6% 5.4% 66,818,000 63,179,000 3,639,000 New Service Improvements 0.0% 100.0% 37,872,000 - 37,872,000 Reliability Improvements 81.4% 18.6% 9,031,000 7,355,000 1,676,000 Notes: 1. Baseline Construction costs plus 20% to account for unforeseen events and unknown conditions. 2. Estimated Construction Cost plus 30% to cover other costs including; engineering, administration, construction inspection, and legal costs. 3. Land acquisition costs are not included in the collection system CIP because pipes are assumed to be in public right of way. Land acquisition costs for lift station improvements may be required but are NOT included in this capital improvement program. 4. The lift station hydraulic analysis and rehabilitation evaluation included the following lift stations: Rumble, Hahn, Emerald, Thousand Oaks, Carver & Standiford, Scenic, Woodland, College & Orangeburg, Carver & Scott, El Torino & Fairmont, Athens, Co California, Northgate, Rose & Celeste, La Loma, Jefferson, Coffee & Claratina, Mark Randy, Torrid & Diablo. Smaller lift stations were not modeled or evaluated. 5. CIP does not include rehabilitation and replacement of existing 10-inch diameter and smaller trunk sewers. The estimated replacement cost for replacing 2 percent of the system annually was $7 million. ---PAGE BREAK--- FINAL - March 2007 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto APPENDIX B - COLLECTION SYSTEM IMPROVEMENTS CAPITAL IMPROVEMENTS PROGRAM SCHEDULE ---PAGE BREAK--- Capital Improvement Program Implementation Schedule Wastewater Collection System City of Modesto Proposed Type of Figure Capital Facility Facility Segment Cost Category Improvement Number Capital Improvement Program Schedule and Annual Capital Costs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 FY05/06 FY06/07 FY07/08 FY08/09 FY09/10 FY10/11 FY11/12 FY12/13 FY13/14 FY14/15 FY15/16 FY16/17 FY17/18 FY18/19 FY19/20 FY20/21 FY21/22 FY22/23 FY23/24 FY24/25 FY25/26 FY26/27 FY27/28 FY28/29 FY29/30 AREA 1 West Trunk Capacity Pipe W-1 7,009,000 3,504,500 3,504,500 Reliability Pipe W-2a 1,576,000 788,000 788,000 Rehabilitation and Reliability Pipe W-2b 509,000 254,500 254,500 Capacity Lift Station LS#39 1,013,000 506,500 506,500 Rehabilitation and Reliability Lift Station LS#8 421,000 210,500 210,500 West Sub-Trunks Capacity Pipe W-3 593,000 296,500 296,500 New Service Pipe W-4 1,450,000 725,000 725,000 New Service Pipe W-5 1,031,000 515,500 515,500 New Service Pipe W-6 920,000 460,000 460,000 New Service Pipe W-7 761,000 380,500 380,500 New Service Pipe W-8 1,153,000 576,500 576,500 New Service Pipe W-9 833,000 416,500 416,500 Capacity Lift Station LS#19 1,123,000 561,500 561,500 Rumble Trunk Capacity Lift Station LS#30 1,310,000 655,000 655,000 Capacity Pipe R-1 1,376,000 688,000 688,000 Rumble Sub-Trunks Capacity Pipe R-2 911,000 455,500 455,500 Capacity Pipe R-3 320,000 160,000 160,000 Capacity Pipe R-4 534,000 267,000 267,000 New Service Pipe R-5 652,000 326,000 326,000 North Trunk Extension New Service Pipe N-1 4,206,000 2,103,000 2,103,000 New Service Pipe N-2 2,539,000 1,269,500 1,269,500 New Service Pipe N-3 2,065,000 1,032,500 1,032,500 North Sub-Trunks New Service Pipe N-4 1,472,000 736,000 736,000 New Service Lift Station LS#59 562,000 281,000 281,000 Dale Trunk New Service Pipe D-1 480,000 240,000 240,000 New Service Pipe D-2 1,320,000 660,000 660,000 New Service Pipe D-3 872,000 436,000 436,000 New Service Pipe D-4 10,000 5,000 5,000 New Service Pipe D-5 826,000 413,000 413,000 New Service Lift Station LS#60 562,000 281,000 281,000 New Service Forcemain D-6 634,000 317,000 317,000 AREA 2 Emerald Trunk Rehabilitation Pipe E-1 10,555,000 5,277,500 5,277,500 Rehabilitation and Reliability Pipe E-2a 646,000 323,000 323,000 Rehabilitation and Reliability Pipe E-2b 196,000 98,000 98,000 Rehabilitation Pipe E-3 5,531,000 2,765,500 2,765,500 Capacity Pipe E-4 1,508,000 754,000 754,000 Capacity Pipe E-5 1,129,000 564,500 564,500 Rehabilitation Lift Station LS#17 2,808,000 1,404,000 1,404,000 Carpenter Relief Trunk Capacity Pipe CR-1 14,528,000 7,264,000 7,264,000 Emerald Sub-Trunks Capacity Pipe E-6 290,000 145,000 145,000 Capacity Lift Station LS#58 936,000 468,000 468,000 Rehabilitation Lift Station LS#22 562,000 281,000 281,000 Rehabilitation and Reliability Lift Station LS#34 451,000 225,500 225,500 AREA 3 Sutter Trunk Capacity Pipe S-1 3,654,000 1,827,000 1,827,000 Rehabilitation Pipe S-2 833,000 416,500 416,500 Capacity Pipe S-3 302,000 151,000 151,000 Rehabilitation and Reliability Pipe S-4a 373,000 186,500 186,500 Rehabilitation and Reliability Pipe S-4b 113,000 56,500 56,500 Capacity Lift Station LS#46 749,000 374,500 374,500 AREA 4 6th Street Trunk Rehabilitation Pipe DT-1 1,189,000 594,500 594,500 J Street Trunk Capacity Pipe DT-2 848,000 424,000 424,000 D Street Trunk Capacity Pipe DT-3 848,000 424,000 424,000 Capacity Pipe DT-4 524,000 262,000 262,000 F Street Trunk Capacity Pipe DT-5 343,000 171,500 171,500 AREA 5 Santa Rosa Trunk Rehabilitation Pipe SR-1 961,000 480,500 480,500 Capacity Pipe SR-2 3,499,000 1,749,500 1,749,500 Capacity Pipe SR-3 1,439,000 719,500 719,500 Santa Rosa Sub-Trunks Capacity Pipe SR-4 872,000 436,000 436,000 Capacity Pipe SR-5 1,975,000 987,500 987,500 Rehabilitation Pipe SR-6 358,000 179,000 179,000 Capacity Pipe SR-7 1,056,000 528,000 528,000 Capacity Pipe SR-8 799,000 399,500 399,500 AREA 6 Sonoma Trunk Extension New Service Pipe SO-1 1,019,000 509,500 509,500 New Service Pipe SO-2 1,400,000 700,000 700,000 New Service Pipe SO-3 908,000 454,000 454,000 New Service Lift Station LS #61 1,724,000 862,000 862,000 Lakewood Trunk Extension ---PAGE BREAK--- Capital Improvement Program Implementation Schedule Wastewater Collection System City of Modesto Proposed Type of Figure Capital Facility Facility Segment Cost Category Improvement Number Capital Improvement Program Schedule and Annual Capital Costs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 FY05/06 FY06/07 FY07/08 FY08/09 FY09/10 FY10/11 FY11/12 FY12/13 FY13/14 FY14/15 FY15/16 FY16/17 FY17/18 FY18/19 FY19/20 FY20/21 FY21/22 FY22/23 FY23/24 FY24/25 FY25/26 FY26/27 FY27/28 FY28/29 FY29/30 New Service Pipe L-1 1,837,000 918,500 918,500 New Service Pipe L-2 1,658,000 829,000 829,000 Lakewood Sub-Trunks New Service Pipe L-3 485,000 242,500 242,500 New Service Pipe L-4 140,000 70,000 70,000 Capacity Pipe L-5 337,000 168,500 168,500 Empire Trunk Capacity Pipe EM-1 1,748,000 874,000 874,000 River Trunk Rehabilitation Pipe RV-1 12,382,000 6,191,000 6,191,000 Cannery Segregation Line Capacity Pipe CSL-1 104,000 52,000 52,000 Capacity Pipe CSL-2 614,000 307,000 307,000 New Beardbrook Siphon Reliability Pipe BB-1 5,401,000 2,700,500 2,700,500 AREA 8 Ceres Trunk Rehabilitation Pipe C-1 1,374,000 687,000 687,000 Reliability Pipe C-2a 446,000 223,000 223,000 Rehabilitation and Reliability Pipe C-2b 134,000 67,000 67,000 AREA 10 Ustick Trunk Capacity Pipe U-1 1,057,000 528,500 528,500 Ustick Sub-Trunks New Service Pipe U-2 722,000 361,000 361,000 New Service Pipe U-3 1,554,000 777,000 777,000 New Service Pipe U-4 2,154,000 1,077,000 1,077,000 New Service Lift Station LS #62 1,724,000 862,000 862,000 CITY-WIDE PROJECTS Chemical Coating Program Rehabilitation Pipe 10,181,000 2,259,500 1,131,500 1,131,500 1,131,500 1,131,500 1,131,500 1,131,500 1,131,500 Rehabilitation Pipe 14,299,000 1,588,778 1,588,778 1,588,778 1,588,778 1,588,778 1,588,778 1,588,778 1,588,778 1,588,778 CCTV Inspections Rehabilitation Pipe 749,000 93,625 93,625 93,625 93,625 93,625 93,625 93,625 93,625 Rehabilitation Pipe 842,000 93,556 93,556 93,556 93,556 93,556 93,556 93,556 93,556 93,556 Lift Station Stand-By Generators Reliability Generators 484,000 242,000 242,000 Storm Runoff Removal Existing storm drain and rockwell storm connections Storm Drain 10,200,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 1,020,000 Projects Currently on City CIP La Loma Rehabilitation (B609) Lift Station LS#21 225,000 225,000 Engineering System Analysis (A209) Capacity 199,000 159,000 40,000 Shackelford Crossing (N143) Pipe 105,000 105,000 Scenic Sewer Lift Station (B491) Lift Station LS#63 1,649,000 906,000 743,000 PRRP1-WQC Lab Remodel - Secondary (B584) WWTP 500,000 500,000 Annual Capital Costs 1,895,000 13,324,500 19,145,625 9,066,125 11,051,125 8,667,625 5,458,125 8,462,125 9,156,125 4,945,625 7,018,833 7,331,333 3,961,833 7,199,333 12,130,333 9,820,833 6,528,833 9,918,833 7,066,833 5,035,500 4,846,000 2,903,000 2,338,500 0 0 Cumulative Capital Costs 1,895,000 15,219,500 34,365,125 43,431,250 54,482,375 63,150,000 68,608,125 77,070,250 86,226,375 91,172,000 98,190,833 105,522,167 109,484,000 116,683,333 128,813,667 138,634,500 145,163,333 155,082,167 162,149,000 167,184,500 172,030,500 174,933,500 177,272,000 177,272,000 177,272,000 ---PAGE BREAK--- FINAL - March 2007 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto APPENDIX C - TREATMENT AND DISPOSAL IMPROVEMENTS CAPITAL IMPROVEMENTS SCHEDULE ---PAGE BREAK--- Capital Improvement Program Implementation Schedule Wastewater Treatment and Disposal Improvements City of Modesto Wastewater Treatment Plant Facilities Capital Improvement Program Schedule (Cost shown in Million Dollars Per Year) Project Phase/ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Element Project FY05/06 FY06/07 FY07/08 FY08/09 FY09/10 FY10/11 FY11/12 FY12/13 FY13/14 FY14/15 FY15/16 FY16/17 FY17/18 FY18/19 FY19/20 FY20/21 FY21/22 FY22/23 FY23/24 FY24/25 FY25/26 FY26/27 FY27/28 FY28/29 FY29/30 Total Total Sutter Avenue Primary Treatment Plant Influent Flume Addition and Hydraulic Improvements $0.15 $0.45 $0.45 $0.45 $1.50 Bar Screen $0.06 $0.18 $0.18 $0.18 $0.60 Influent Pump $0.11 $0.33 $0.33 $0.33 $1.10 Grit Removal Unit $0.03 $0.09 $0.09 $0.09 $0.30 Primary Clarifier Improvements $0.00 $0.00 $0.00 $0.00 $0.00 Primary Effluent Pump Station $0.57 $1.71 $1.71 $1.71 $5.70 Anaerobic Digester $0.48 $1.44 $1.44 $1.44 $4.80 Flood Control Levee $1.40 $4.20 $4.20 $4.20 $14.00 Stormwater Pump Station $0.56 $1.68 $1.68 $1.68 $5.60 Lining of Sludge Drying Beds $0.76 $2.28 $2.28 $2.28 $7.60 $41.20 Primary Effluent Pipeline Lining of Existing Pipeline $1.24 $11.16 $12.40 $12.40 Jennings Road Secondary Treatment Plant Dissolved Air Flotation Facility $5.50 $5.50 $11.00 $11.00 Conversion of Chlorine to Sodium Hypochlorite $0.50 $0.50 $0.50 Phase 1A Improvements $0.86 $7.74 $8.60 $8.60 Phase 1B Improvements Secondary Effluent Pump Station $0.04 $0.12 $0.12 $0.12 $0.40 Aeration for Recirculation Channel $1.00 $3.00 $3.00 $3.00 $10.00 Secondary Clarifiers $0.36 $1.08 $1.08 $1.08 $3.60 RAS/WAS Pump Station $0.60 $1.80 $1.80 $1.80 $6.00 High Rate Flocculation/Sedimentation $0.20 $0.60 $0.60 $0.60 $2.00 Media Filtration $0.14 $0.42 $0.42 $0.42 $1.40 Chemical Storage/Feed Facilities $0.08 $0.24 $0.24 $0.24 $0.80 UV Disinfection $0.10 $0.30 $0.30 $0.30 $1.00 Gravity Belt Thickening ('GBT) $0.98 $2.94 $2.94 $2.94 $9.80 Sludge Drying Beds $0.02 $0.06 $0.06 $0.06 $0.20 Effluent Pipeline from FFRs to Outfall $0.72 $2.16 $2.16 $2.16 $7.20 Effluent Pump Station Improvements $0.30 $0.90 $0.90 $0.90 $3.00 Outfall Improvements and Diffuser $0.40 $1.20 $1.20 $1.20 $4.00 Flood Control Improvements $0.02 $0.06 $0.06 $0.06 $0.20 Fixed Film Reactor Improvements $0.18 $0.54 $0.54 $0.54 $1.80 $51.40 Phase 2 Improvements Secondary Effluent Pump Station $0.28 $0.84 $0.84 $0.84 $2.80 Secondary Clarifiers $2.88 $8.64 $8.64 $8.64 $28.80 RAS/WAS Pump Station $0.47 $1.41 $1.41 $1.41 $4.70 High Rate Flocculation/Sedimentation $1.60 $4.80 $4.80 $4.80 $16.00 Media Filtration $0.99 $2.97 $2.97 $2.97 $9.90 Chemical Storage/Feed Facilities $0.60 $1.80 $1.80 $1.80 $6.00 UV Disinfection $0.80 $2.40 $2.40 $2.40 $8.00 Gravity Belt Thickening ('GBT) $0.78 $2.34 $2.34 $2.34 $7.80 Sludge Drying Beds $0.18 $0.54 $0.54 $0.54 $1.80 $85.80 Phase 3 Improvements Secondary Effluent Pump Station $0.07 $0.21 $0.21 $0.21 $0.70 Secondary Clarifiers $0.72 $2.16 $2.16 $2.16 $7.20 RAS/WAS Pump Station $0.12 $0.36 $0.36 $0.36 $1.20 High Rate Flocculation/Sedimentation $0.40 $1.20 $1.20 $1.20 $4.00 Media Filtration $0.28 $0.84 $0.84 $0.84 $2.80 Chemical Storage/Feed Facilities $0.14 $0.42 $0.42 $0.42 $1.40 UV Disinfection $0.20 $0.60 $0.60 $0.60 $2.00 Gravity Belt Thickening ('GBT) $0.20 $0.60 $0.60 $0.60 $2.00 Sludge Drying Beds $0.05 $0.15 $0.15 $0.15 $0.50 $21.80 Land Application Study $1.00 $1.00 $1.00 Annual Capital Costs $8.10 $34.66 $27.78 $27.78 $27.78 $0.00 $8.58 $25.74 $25.74 $25.74 $0.00 $0.00 $0.00 $2.18 $6.54 $6.54 $6.54 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Cumulative Capital Costs $8.10 $42.76 $70.54 $98.32 $126.10 $126.10 $134.68 $160.42 $186.16 $211.90 $211.90 $211.90 $211.90 $214.08 $220.62 $227.16 $233.70 $233.70 $233.70 $233.70 $233.70 $233.70 $233.70 $233.70 $233.70 $233.70 ---PAGE BREAK--- FINAL - March 2007 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto APPENDIX D - GLOSSARY OF TERMS ---PAGE BREAK--- FINAL - March 2007 D-1 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc City of Modesto APPENDIX D - GLOSSARY OF TERMS 10-Year, 24-Hour Storm Event: A 10-year, 24-hour storm event means the maximum 24-hour precipitation event with a probable recurrence interval of once in 10 years. 10TH PERCENTILE RIVER FLOWS: The lowest 10th percentile flows in the San Joaquin River based on historical records for Patterson. ADWF: Average Dry Weather Flow; is the average flow though the system during dry weather. ANAEROBIC DIGESTION: Digestion of organic and inorganic matter in the absence of oxygen. By products of anaerobic digestion are methane and carbon dioxide gas. BNR/Tertiary Treatment: Biological Nutrient Removal and Tertiary Treatment. This is a two- phase process in which Nitrogen is removed, followed by additional filtration, and a high level of disinfection. BOD5: Five Day - Biochemical Oxygen Demand; is a widely used parameter for measuring organic pollution; BOD5 is a measurement of the oxygen demand of microorganisms used in the biochemical oxidation of organic matter. Measure by the amount of oxygen depleted in a sample after five days. CCTV: Closed Circuit Television Cameras that monitor sewer lines CIP: Capital Improvement Program CPD: Comprehensive Planning Districts CSL: Cannery Segregation Line, a separate line to isolate cannery process flows from domestic wastewater. d/D: The maximum flow depth to pipe diameter ratio is the maximum ratio of depth of the water in the pipe to the diameter of the pipe. DAF: Dissolved Air Flotation. Used to separate particles from a liquid phase by using fine air bubbles to float the particles to the surface. Used to remove algae from treatment pond effluent. DISINFECTION: Disinfection of treated water before discharge to remove pathogens or organisms carried over from treatment process. FIRM CAPACITY: Maximum designed capacity of the system. FIXED FILM REACTOR: A biological reactor that employs a biological film or slime layer adhered to either a plastic or natural media. The purpose of the reactor is waste stabilization and the removal of organics. gpm: Gallons per minute GRIT REMOVAL: Removal of sand and similar debris before wastewater treatment ---PAGE BREAK--- FINAL - March 2007 D-2 H:\Final\Modesto_WCO\6887C00\Rpt\Final\EngineerRpt.doc HYDRAULIC MODEL: Mathematical hydraulic model used to calculate flows and capacity of the collection system. Jennings Road Secondary Treatment Facility mgd: Million Gallons Per Day. NPDES: National Pollutant Discharge Elimination System is a permit program enforced by the USEPA to limit pollution from point sources and non-point sources. O&M: Operations and Maintenance. OUTFALL: Conveyance pipeline transporting primary effluent to Jennings Road treatment facility. OXIDATION PONDS: Stabilization ponds that may be aerated to supply oxygen in order to remove organic matter and settle solids. PDWF: Peak Dry Weather Flow; the maximum flow during dry weather conditions. PWWF: Peak Wet Weather Flow; the maximum flow during wet weather conditions. RECIRCULATION CHANNEL: Channel associated with the oxidation ponds, used to provide initial treatment prior to the oxidation ponds. RCP: Reinforced Concrete Pipe, is concrete pipe with steel rebar added in the concrete to increase strength. RCP may be susceptible to corrosion. SAPTF: Sutter Avenue Primary Treatment Facility SCADA: Supervisory Control and Data Acquisition; monitoring and control equipment within wastewater treatment plants and collection system (lift stations). SOI: Sphere of Influence. SSO: Sanitary Sewer Overflows; exceedance of sewer collection system capacity. STORAGE PONDS: Ponds for storing treated wastewater. TRUNK SEWER: Backbone sewer pipeline used for conveyance of sewer flows from smaller diameter collection mains. TSS: Total Suspended Solids UV: Ultra violet radiation. Used for disinfection of wastewater effluent. VCP: Vitrified Clay Pipe WWTP: Waste Water Treatment Plant