Chapter 4 - Preferred Alternative...25

Preliminary Design Report Chapter 1 - Background... 1 Introduction... 1 Condition Assessment... 1 Reliable Capacity... 2 Forcemain Header Structural Integrity... 2 Wetwell Corrosion... 2 Manhole Corrosion... 2 O&M and Safety Concerns... 2 Chapter 2 - Design Criteria... 3 Flow... 3 Additional Pumping to Handle Emerald Relief Trunk Flows... 3 Reliability and Redundancy... 3 Pumping Systems... 4 Piping... 5 Flow Monitoring... 5 Valves, Gates, and Actuators... 6 Pump Backflow Protection Valve... 6 Pump Discharge Isolation Valves... 6 Forcemain Isolation Valve... 6 Wetwell Isolation Gate... 6 Wetwell... 6 Emergency Bypass Pumping... 7 Odor Control... 7 Standby Power... 7 Sound Attenuation... 7 Auxiliary Systems... 7 Ventilation... 7 Compressed Air System... 8 Water System... 8 Hoist and Monorail Systems... 8 Operations and Maintenance... 8 Architectural/Landscape Requirements... 8 Electrical Power/Lighting... 8 Instrumentation and Control... 9 Chapter 3 - Alternatives Analysis...10 Alternative 1 Drywell/Wetwell Expansion... 10 Alternative 1 Construction Sequencing... 13 Alternative 1 Advantages and Disadvantages... 13 Cost Estimate... 13 Alternative 2 Trench Style Lift Station in Existing Facility... 15 Alternative 2 Construction Sequencing... 16 Alternative 2 Advantages and Disadvantages... 16 Cost Estimate... 18 Alternative 3 New Trench Style Lift Station... 19 Alternative 3 Construction Sequencing... 20 Alternative 3 Advantages and Disadvantages... 20 Cost Estimate... 23 Alternatives Analysis Summary and Recommendations... 24 Chapter 4 - Preferred Alternative...25! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report Project Description... 25 Reliability and Redundancy... 26 Hydraulic Analysis... 26 Inlet Gravity Sewer Sizing... 26 Effluent Force Main Sizing... 27 Lift Station Pump and System Curves... 28 Demolition... 28 Site Improvements... 34 Trench Style Lift Station... 34 Lift Station Odor Control... 36 Emergency Bypass Pumping... 37 Access Provisions... 37 Piping, Valves, and Flow Monitoring... 38 Electrical Power/Lighting... 43 Standby Power... 43 Instrumentation and Control... 44 Pump Operation... 44 Operations Building... 52 Chapter 5 - Project Implementation...53 Construction Sequencing... 53 Project Schedule... 54 Drawings and Specifications... 54 Construction Cost Estimate... 57,- Figure 1. Existing Emerald Lift Station Site Plan... 1 Figure 2. Site Plan Alternative 1... 12 Figure 3. Site Plan Alternative 2... 17 Figure 4. Site Plan - Alternative 3... 21 Figure 5. Alternative 3 Section... 22 Figure 6. System Curve... 30 Figure 7. Emerald Site Demolition Plan... 31 Figure 8. Emerald Lift Station Demolition Plans... 32 Figure 9. Emerald Lift Station Demolition Sections... 33 Figure 10. Emerald Site Plan... 35 Figure 11. Emerald Site Piping Plan... 39 Figure 12. Emerald Enlarged Lift Station Plan... 40 Figure 13. Emerald Lift Station Section A... 41 Figure 14. Emerald Lift Station Electrical Site Plan... 46 Figure 15. Emerald Lift Station MCC Elevation... 47 Figure 16. Emerald Lift Station Single Line Diagram... 48 Figure 17. Emerald Lift Station Process and Instrumentation Diagram... 49 Figure 18. Lift Station Pump Set Point Operation... 51! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report. Table 1. Flow Velocity Design Criteria... 5 Table 2. Flow Meter Design Criteria... 5 Table 3. Preliminary Pump Selection... 10 Table 4. Alternative 1 Advantages and Disadvantages... 13 Table 5. Alternative 1 Cost Estimate... 14 Table 6. Alternative 2 Advantages and Disadvantages... 16 Table 7. Alternative 2 Cost Estimate... 18 Table 8. Alternative 3 Advantages and Disadvantages... 20 Table 9. Alternative 3 Cost Estimate... 23 Table 10. Matrix Analysis... 24 Table 11. Preliminary Pump Selection... 25 Table 12. Inlet Sewer Sizing Calculation Summary... 27 Table 13. Project Schedule... 54 Table 14. Proposed List of Drawings... 54 Table 15. Proposed List of Specifications... 56 Table 16. Preliminary Design Cost Estimate... 57 / Appendix A Hydraulics Appendix B Manufacturer Information Appendix C Meeting Agendas and Minutes Appendix D Survey Report Appendix E Geotechnical Report Appendix F Existing Lift Station Drawings! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report The Emerald Lift Station is located between 307 North Emerald Avenue and the Modesto Irrigation District Lateral No. 4, near the intersection of Emerald and Laurel Avenues. The station was constructed in 1953, underwent a ventilation project in 1988, and was significantly rehabilitated in 1994. The lift station receives flow from the east through a 36-inch gravity sewer from a manhole within Emerald Avenue and from the west through a 10-inch gravity sewer from a manhole in the alley behind the station. The two gravity sewers combine at a manhole on site prior to entering the wetwell through a 36-inch gravity sewer. The drywell contains two Fairbanks Morse 20 hp pumps with shafted motors and one 30 hp Wemco Hidrostal dry pit submersible pump. Each pump s suction piping contains an isolation valve and their discharge piping contains an isolation and check valve. The pumps discharge piping combines into a single 24-inch header located in the drywell on the intermediate level on the south side of the building before reducing to a 20-inch cast iron forcemain. The 20-inch forcemain crosses beneath the Modesto Irrigation District Lateral No. 4 and discharges to gravity at a manhole within Emerald Avenue. The station contains a permanent 100 kw standby generator for backup power. The Emerald Lift Station site plan is shown in Figure 1. The Emerald Lift Station cannot currently pump incoming PWWF reliably with one of the three pumps out of service. The required firm capacity of the station should be 3,100 gpm with the largest pump out of service. In addition, the City indicated that in the future, flow will be diverted from the Emerald Trunk to the West Trunk through the new Emerald Relief Trunk. If the Emerald Relief Trunk is taken out of service in the future for inspection or repair work, the Emerald Lift Station s anticipated incoming PWWF will be 6,800 gpm. A condition assessment of the Emerald Lift Station was conducted under the City of Modesto s 2007 Wastewater Collection System Master Plan. Based on the findings of the condition assessment, the Master Plan concluded that the Emerald Lift Station should be remodeled or replaced.! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report The pump station currently has the following notable deficiencies: Reliable Capacity All three existing pumps at the Emerald Lift Station operate during peak wet weather flow events. In addition, two of the three pumps have shafts with motors installed on the intermediate floor. These motors are still located below grade and are susceptible to flooding. The third pump was replaced with a dry pit submersible unit. Pumps at Emerald Lift Station Forcemain Header Structural Integrity The 24-inch forcemain header piping currently leaks within the pump station. The structural integrity of the pipeline is compromised as indicated by the City s lift station O&M staff during the site visit. Wetwell Corrosion The wetwell surfaces are severely corroded and the structural integrity of the wetwell portion of the building is in question. The existing protective coating is peeling away from the concrete. Manhole Corrosion The gravity sewer manhole on site is corroded with exposed aggregate. O&M and Safety Concerns The lift station contains ship ladders to access the below grade portions of the drywell where the pumps, motors, and isolation and check valves are located. All below grade drywell equipment must be manually removed and positioned beneath the openings within the floors above for removal from the station since no cranes or monorail equipment are provided. Not only is this practice labor intensive, but dangerous, since the grating just inside the pump station door must be removed to facilitate the operation. If the grating is not present when the station is entered, a fatal fall could occur to the entering personnel. Other safety concerns also exist at the station including the odor control blower which does not meet NFPA 820 explosion proof requirements. Forcemain Header Structural Integrity Wetwell Corrosion Manhole Corrosion Steep Stairs within Drywell Removable Access Grating at Entrance to Drywell! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report Design criteria for the Emerald Lift Station includes: The Emerald Lift Station must be capable of pumping incoming flows between minimum dry weather flow (MDWF) and peak wet weather flow (PWWF). The PWWF for the Emerald Lift Station is defined as the required reliable/firm capacity (largest pump out of service) for the station as provided by the City of Modesto. PWWF (with flow diverted to Emerald Relief Trunk) = 3,100 gpm (4.5 mgd) PWWF (without flow diverted to Emerald Relief Trunk) = 6,800 gpm (9.8 mgd) The pump station will be designed with a firm capacity of 3,100 gpm (4.5 mgd). During times when the Emerald Relief Trunk s flow is diverted to the Emerald Lift Station (or prior to diverting flows to the Emerald Relief Sewer), the pump station will be required to pump 6,800 gpm (9.8 mgd) with all units in operation. The flow of 6,800 gpm assumes that the upstream storm drain cross connections have been removed. When flows of 6,800 gpm are required to be pumped, a portable generator will be required to provide standby power to all four pumps. Additional Pumping to Handle Emerald Relief Trunk Flows The Emerald Pump Station will be designed to reliably pump PWWF without flows from the Emerald Relief Trunk. However, provisions will be included in the lift station to accommodate the increased flows. The lift station must have a firm capacity of 3,100 gpm and a total capacity of 6,800 gpm. Four electric-driven submersible pumps will be provided and will be capable of handling the PWWF with flow from the Emerald Relief Trunk. It should be noted that during this operation there will not be a standby pump nor will the permanent standby generator installed onsite be capable of handling the loads from all four submersible pumps. The standby generator will provide standby power for two of the four pumps required to pump the PWWF of 3,100 gpm which does not include the Emerald Relief Trunk flows. An electrical Tap Box will be included to facilitate the connection of a supplementary emergency generator should it be required to connect additional pumping capacity to emergency power. It should be no standby pump is provided under this situation. Reliability and redundancy minimizes the probability of wastewater overflows at the pumping station and within its service area. Reliable pumping capacity is defined by the City as the ability to pump the station's PWWF with the largest pump out of service and without Modesto Irrigation District (MID) power. The station's reliability will also be improved in other areas as part of this project. Equipment reliability is required to reduce call-outs and unscheduled! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report maintenance. Pumping units and all critical auxiliary equipment will meet reliability requirements. Reliability requirements include: Permanent standby power to pump 3,100 gpm (4.5 mgd). Ability to pump 3,100 gpm (4.5 mgd) with the largest pump, motor, and VFD out of service. Redundant pump, motor, and VFD for each size of pump when pumping 3,100 gpm (4.5 mgd). Fuel storage for the standby generator is 170 gallons. The existing tank is sized for 24 hours at full load. Solids handling wastewater pumps (Wemco submersible). Redundant critical auxiliary equipment. Proven equipment. Structural and seismic design to meet codes. Structural elements and equipment bracing. " # Pumping system design involves evaluation of forcemain hydraulics, pump characteristics, proper and efficient sizing, proper wetwell size, and operation and maintenance considerations. The pumping system will meet the following criteria: Capable of pumping flows from minimum dry weather flow to PWWF without starting any pump more than 10 starts per hour. Initial analysis of wetwell size and with consideration of site constraints has shown that VFDs will be required to prevent pump cycling above 10 starts per hour. Pump PWWF with the largest pump, motor, and VFD out of service when pumping 3,100 gpm (4.5 mgd). Pumps suitable for raw wastewater. Operate pumps with high efficiency range on pump curve and within manufacturer's recommended operating range. Provide premium efficiency motors. Provide sufficient NPSH. Prevent vortexing. Prevent cavitation. Provide accessible isolation and check valves conforming to the City specifications. Implement pre-rotation basin (Wemco) to remove floatables and grease.! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report " Piping will be in accordance with the following criteria. All wastewater piping will be ductile iron, pressure class 350, complying with ANSI/AWWAC151. Fittings will conform to ANSI/AWWA C110. Pipe located in the wet well will be flanged. Exposed piping will be adequately supported for dead and seismic loading. Hydraulic Institute Standard 9.6.6, Rotodynamic Pumps for Pump Piping shall be used. Pipe lining and coating will be suitable to protect the pipe from its environment. Lining will be ceramic epoxy, Protecto 401, or equal. Buried piping will be protected by polyethylene encasement complying with ANSI/AWWA C105. Sewage piping will be sized to meet the flow velocity design criteria outlined below. Pipe Segment Velocity Discharge Pipe 8 fps (maximum) % A magnetic style flow meter will be provided at Emerald Pump Station. The flow meter will be installed in a subgrade concrete vault on the common pump station discharge to monitor total flow from the pump station. The recommended velocity through the flow meter is between 2 and 20 feet per second (fps). Flow velocity outside of this range will result in reduced accuracy of flow monitoring. The PWWF (including West Trunk flows) is 6,800 gpm; under normal operation the PWWF is 3,100 gpm. Both flows are considered in the sizing of the flow meter. The pumps will be installed on variable frequency drives where the resulting minimum flow from the pump station will be 850 gpm, half the capacity of a single pump. This flow is also considered in the recommended flow meter size. However, based on the hydraulic analysis performed at Emerald Pump Station, the headlosses are too significant through a 12-inch or 14-inch flow meter thus drastically increasing the motor size of the pumps. Therefore, it has been determined that the optimum size flow meter is 16-inches.! Flow Meter Size (in) Flow and Velocity (fps) 775 gpm 3,100 gpm 6,800 gpm 12 2.2 8.8 19.3 14 1.6 6.5 14.2 16 1.2 4.9 10.9! "#$%%&%&%%' ( $ )$*+%%

Preliminary Design Report '()*) Proper valve selection and placement is critical to the station's ease of maintenance and operation, overall station flexibility, and reliability. The following criteria have been developed for valves at the lift station. Valve location will be selected for accessibility. Submersible pumps will have discharge valves located in a valve vault. All installed valves will be constructed of material resistant to corrosion and suitable for wastewater service. Pump Backflow Protection Valve Each pump discharge will include a swing check valve to prevent backflow in the system from damaging the pump. Check valves will comply with AWWA C508. Bronze materials containing more than 16 percent zinc will be prohibited per AWWA C508. Pump Discharge Isolation Valves Each pump will be provided with its own discharge valve to isolate the pump from the system. Isolation valves will be non-lubricated eccentric plug type valves and be manually operated. Valve will be lined with fusion bonded epoxy. Valves will be DeZurik Model No. PEC, diameter as shown, F1, CI, T, CR*GS-6-HP8, SB, or equal. Forcemain Isolation Valve There is currently no isolation valve on the system between the pump station and the discharge manhole in Emerald Avenue. A manually operated plug valve is recommended downstream of the flow meter in order to isolate the flow meter and accommodate maintenance. Wetwell Isolation Gate + A type 316 stainless steel slide gate will be provided on the wetwell influent to isolate the pump station from the gravity system. The gate will be electrically operated. Per Hydraulic Institute Standards, the maximum velocity through this gate will be 4 feet per second. The following design criteria have been developed for the wetwell. A single wetwell will be installed for Emerald Pump Station. Dual wetwells are not required. All equipment to be installed in the wetwell will be suitable for submergence. All equipment installed in the wetwell will be suitable for the atmosphere and its intended use and will meet the classification requirements of the wetwell. Adequate space will be provided upstream of 90 degree elbows and Ogee ramps of trench-style wetwell to prevent turbulence in the flow and increased odor and hydraulic performance.! "#$%%&%&%%' ( & )$*+%%

Preliminary Design Report The new wet well will be provided with PVC T-Lock or HDPE Stud Liner on all interior surfaces. - " No emergency bypass pumping provisions will be provided at the Emerald Lift Station.. The City has indicated that the soil bed at Emerald Pump Station is operating properly and no improvements are currently required. # " Standby power is currently provided to the Emerald Pump Station via a 100kW emergency diesel generator located onsite just southwest of the pump station. The generator was installed as part of the Emerald Avenue Sewage Pump Station Rehabilitation completed in 1994. Standby power will continue to be provided by the existing on site diesel engine generator with automatic transfer switch capable of running all electrical equipment including two VFD driven 30 HP pumps. The starting ramps for these pumps may be modified to reduce starting inrush during a power outage as well as to limit full running load to a maximum of 70.0 KVA, or approximately 90% of normal full running load. This will provide an emergency pumping capacity of more than 3,400 gpm. This capacity exceeds the reliable PWWF capacity of 3,100 gpm (4.5 mgd) required to be provided with standby power. We therefore recommend the generator unit be retained. The existing 170 gallon base tank provides the recommended 24 hours operation of the standby generator at full load. # The pumps and motors will be installed subgrade and will not present a noise pollution issue. The existing standby generator is located within a sound attenuation enclosure. / # Ventilation Ventilation will be provided at 6 air changes per hour for the new pump station. The wet well will not be ventilated for entry, but for odor control only. All wetwell ventilation will be discharged through the existing odor control soil filter. No wetwell ventilation duct work will pass into or through the non-wetwell portions of the building. All dry well and above grade portions of the building will be ventilated at 12 air changes per hour. Building ventilation systems will be provided with fans for supply and exhaust. Building fans shall be sized to provide positive pressure.! "#$%%&%&%%' (, )$*+%%

Preliminary Design Report Compressed Air System No compressed air will be required at the lift station. Water System Potable water is currently supplied to Emerald Pump Station via a 1-inch diameter pipe south of the pump station building. This will be the only source of water to the site. Hoist and Monorail Systems The maximum force required to unseat submersible pumps at this station is approximately 3,060 pounds (double the weight of the pump). The capacity of the City s boom truck at a lifting height of 10 feet and a vertical reach of 10 feet is approximately 2,900 pounds, and due to site constraints and locations of above grade infrastructure, the City s boom truck will not be able to be used for pump removal. The installation of monorails for pump and valve removal is required.. % Operation and maintenance design criteria includes items and components necessary to provide safe and effective operation and maintenance of the lift station. The following items have been identified and will be incorporated into lift station improvements and upgrades. Site access Space for equipment removal, vacuum truck, and parking. The existing entrance and exit for truck access will be retained. The top of structures, except the flow meter vault and valve vault will be 6 above grade. This allows the use of 300 LB heavy-duty access hatches as opposed to H20 traffic-rated. The flow meter vault and valve vault will be H20 traffic-rated. Spare parts. HSQ system to be utilized. Toilet and sink facilities will be provided. No surveillance system will be installed onsite. The addition of a building entry alarm shall be evaluated during final design. 123 Changes to the existing building architectural features and to the existing landscaping will not be implemented under this project. - " 12 The existing electrical service from MID is derived form an existing pad mounted transformer, and it rated for 400 amps, 480/277 volt, three-phase four-wire system. This system has the capacity to operate the pumping station general loads plus up to 170 HP of pumping loads, and! "#$%%&%&%%' ( 0 )$*+%%

Preliminary Design Report is therefore adequate for the planned expansion of the Station. The physical condition is noted as generally sound and of recent manufacture. The retention and reuse of this system is recommended. Minimum site/security lighting shall be retained with the addition of switched enhanced lighting as may be required for operational/service lighting. The existing 400 amp 480/277 volt electrical service which has adequate capacity to serve the proposed loads will be reused. The existing main electrical service panel will be left in place, and under the various alternative designs, the MCC and related controls will be removed after by-pass pumping is in place. The new MCC and related controls will then be installed within the small room adjacent to the electrical room. The new MCC will feature VFD drives for all pumps, and shall be fully enclosed and of the type standardized by the City for this application. SCADA system shall be a new HSQ RTU system expanded to provide security and other inputs such as flow. The system shall use Siemens Hydroranger controllers, utilizing redundant units with immediate backup capability for continuity of operation in the event of a RTU failure. Building and site lighting shall be vandal resistant, vapor proof and Class 1, Division 1 rated as required.! "#$%%&%&%%' ( 4 )$*+%%

Preliminary Design Report ( The firm capacity of the Emerald lift station shall be designed for 3,100 gpm. Per direction at the project kickoff meeting, the station will be designed to reliably pump 3,100 gpm (4.5 mgd) with permanent standby power. In addition, the station shall be designed to pump 6,800 gpm (9.8 mgd) with all units operating, no standby power. It was originally envisioned that a selfpriming diesel-driven portable pump would make up the difference between 6,800 gpm and all installed pumps (duty and standby). Upon additional information provided by the City, the maximum surcharge level within the wetwell/sewer at the Emerald site shall be no higher that an elevation 70.55 feet to prevent sewer backups. It was determined that use of an enginedriven pump for this application was not recommended. To meet low flow conditions and meet the capacity conditions identified for the station, four equally sized pumps were utilized for each alternative. Preliminary discussions with City staff indicated that Wemco or Flygt shall be used for submersible and dry pit submersible pumps. The pump specifics presented below for the alternatives analysis are as provided by Wemco. " # Criteria Unit Value Firm Capacity gpm 3,100 Total Capacity (all 4 pumps) gpm 6,800 Pump Capacity, each gpm 1,700 Total Dynamic Head ft 28 Pump Suction Flange in 10 Pump Discharge Flange Diameter in 10 Motor Size hp 30 Motor Speed rpm 1,200 Pump Weight lb 1,530 Unseating Pump Weight lb 3,060 The pump used for all alternatives under this analysis is manufactured by Wemco which can be configured in either a dry pit or wet pit installation. Minor impeller adjustments may be required depending on the selected alternative; however, each alternative results in 30 hp motors. Each alternative includes the installation of a 16-inch diameter magnetic flow meter in a precast concrete vault located onsite. A 16-inch plug valve would also be provided downstream of the flow meter for isolation. Upon selection of an alternative, the design criteria will be further defined for the preferred alternative. (6 1+ -/ The first alternative includes the rehabilitation of the existing lift station for use as a drywell/wetwell station including expansion of both the existing drywell and wetwell below grade. The rehabilitated lift station would operate similarly to current operation; however, the! "#$%%&%&%%' ( 5 )$*+%%

Preliminary Design Report drywell would be expanded to accommodate installation of OSHA approved standard stairs, new pumps, improved operations and maintenance, and optimize sequenced construction of the station. The drywell and wetwell would be expanded by approximately 6 feet to the south and the drywell would be expanded 3 feet to the east. The footprint of the expanded drywell, including the access stairs, is approximately 25-feet by 18- feet. The extension of the subgrade facilities to the south and east will encroach on the existing electrical facilities and the potable water line, which would each need to be relocated. All of the existing above grade structure would remain in place and a monorail would be installed and extended through the south wall to facilitate pump and valve removal for maintenance. A new door in the south wall would allow pumps and valves to be moved out of the building. The installed monorails would require a minimum capacity of 1,530 lbs to lift the pumps. A second monorail would be installed at the intermediate floor to lift valves and transport them to the larger pump hatch in the upper floor. The changes to the existing building will require structural modifications to bring the facility up to compliance with the 2010 California Building Code (CBC). The subgrade structure will require significant upgrades to comply with the CBC. Each pump suction pipe would be 16-inch diameter and extend through the wall into the wetwell with a suction bell. Each pump discharge would include a new isolation plug valve and check valve. No changes or improvements will be required to the influent 36-inch gravity sewer as the inlet into the structure would remain at its current location, however the influent manhole on the site will be rehabilitated. The new magnetic flow meter would be installed on the force main discharge and include two 20-inch x 16-inch reducers and one 16-inch plug valve before tying into the existing 20-inch diameter force main. Five pipe diameters upstream and three pipe diameters downstream of straight length of the flow meter will be provided. The vault would include a sump pump to collect and discharge any drainage collected from the vault. The proposed expansion of the below grade structures will require relocation of the electrical service lateral. The existing service will however be retained and reconnected to the MID transformer. Standby power will be used to operate the station during this brief reconnection period. The relatively confined spaces within the existing electrical room will require the new MCC and related equipment to be located within the small room adjacent to the existing electrical room, or should space constraints be encountered, within the existing space and the existing MCC and related equipment will be removed after bypass pumping is in place and operational. The new equipment will then be connected to the new pumping systems and fully tested before removal of bypass pumping systems.! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report Alternative 1 Construction Sequencing In order to construct the new lift station a detailed construction sequencing plan will be required. It is envisioned that portions of the new wetwell and drywell will be completed while the lift station remains in service by following the construction sequencing plan below. Relocate any required buried utilities, including electrical. Construct drywell and wetwell below grade additions. House new MCC and related equipment in existing storage room. Install Pump No. 4 and temporary submersible pump to serve as standby for Pump No. 4 during dry weather installation of Pumps No. 1, 2, and 3. Connect to forcemain and new wetwell addition. Use Pump No. 4 and emergency bypass pumping to reliably pump flows. This task must be done during the dry weather season for lower flows. Complete remaining critical work including the installation of the remaining pumps and the rehabilitation of the wetwell. Test remodeled lift station civil, mechanical, electrical and instrumentation facilities. Place remodeled lift station into service. Alternative 1 Advantages and Disadvantages ' % &% & & Advantages Alleviates current pump station deficiencies. No modifications required to influent gravity sewers. Resolves all station deficiencies and meets design criteria. Includes standard stairs for maintenance access. New pumps with reliable capacity. Openings above pumps and overhead monorail crane for access. New forcemain header. Rehabilitated wetwell and influent manhole. Increased capacity to meet projected flows. Cost Estimate Disadvantages Difficult/risky construction including extensive bypass pumping operations. Long construction period. Requires reuse of existing wetwell including structural and corrosion rehabilitation. Reuse of existing building with significant modifications results in Code compliance upgrades. Significant and costly structural modifications required to existing lift station drywell and wetwell. No self-cleaning wetwell. Relocation of and impact to existing utilities. Highest cost alternative. Limited space for the three pumps in existing drypit. The estimated cost of Alternative 1 is $2,780,000. An itemized breakdown of this cost is presented below.! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report ( % & ITEM QUANTITY UNITS UNIT COST TOTAL COST Mobilization/Demobilization 5% LS $69,350 $69,350 Demolition/Abandonment of Existing Facilities 1 LS $50,000 $50,000 Relocation of Existing Electrical and Water Utility 1 LS $50,000 $50,000 Construction Sequencing and Constraints 1 LS $100,000 $100,000 Dry/Wetwell Excavation/Backfill 400 CY $75 $30,000 Pipe Trench Excavation/Backfill 150 CY $75 $11,250 Shoring 4250 SF $50 $212,500 Miscellaneous Formwork 1 LS $25,000 $25,000 Dewatering 1 LS $30,000 $30,000 Pump Station Concrete 165 CY $1,000 $165,000 Wetwell Grating 1 LS $25,000 $25,000 Structural Rehab and Wetwell Coating 1 LS $25,000 $25,000 Bypass Pumping System and Operation 1 LS $100,000 $100,000 Asphalt Pavement Repair 1 LS $7,500 $7,500 Drypit Submersible Pumps 4 EA $20,000 $80,000 Flow Meter Vault incl. Hatch 1 LS $20,000 $20,000 Vault Sump Pump 1 EA $500 $500 Pump Suction Piping and Bells 1 LS $30,000 $30,000 16" Suction Plug Valves 4 EA $12,000 $48,000 16" Flow Meter 1 EA $20,000 $20,000 20" x 16" Reducer (DI) 2 EA $1,500 $3,000 20" Ductile Iron Pipe (Forcemain) 35 LF $200 $7,000 16" Ductile Iron Pipe 12 LF $160 $1,920 16" Plug Valve 1 EA $12,000 $12,000 12" Ductile Iron Pipe 110 LF $120 $13,200 12" Swing Check Valve 4 EA $6,000 $24,000 12" Plug Valve 4 EA $9,000 $36,000 36" SS Slide Gate w/ Motor Actuator 1 EA $35,000 $35,000 Supports 1 LS $10,000 $10,000 Misc. Piping, Valves, Fittings, etc. 1 LS $10,000 $10,000 Pipe/System Connections 1 LS $5,000 $5,000 Aluminum Access Stairs 1 LS $20,000 $20,000 Structural Modifications for Code Compliance 1 LS $125,000 $125,000 Monorail/Hoist 1 LS $35,000 $35,000 Identification Devices 1 LS $10,000 $10,000 Painting and Protective Coatings 1 LS $10,000 $10,000 Electrical 1 LS $349,000 $349,000 Controls 1 LS $72,000 $72,000! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report ITEM QUANTITY UNITS UNIT COST TOTAL COST SUBTOTAL $1,387,000 TOTAL $1,878,000 BONDS, INSURANCE, OVERHEAD AND PROFIT 18% $339,000 CONTINGENCY 30% $564,000 TOTAL WITH CONTINGENCY $2,781,000 (67 # 28# -/ The second option is to rehabilitate the existing lift station for use as a submersible selfcleaning trench-style station, including structural modifications and reconfiguration of the wetwell. The building above the wetwell would be removed and a new concrete roof with pump access hatches would be installed 6 above grade. The lowest portion of the drywell will be abandoned in place (filled with gravel and concrete placed in existing floor openings) and the existing floor above the pump room would be used as an area to house the valves. To facilitate a self cleaning wetwell and efficient operation of the trench style wetwell, a new below grade channelized inlet structure would be constructed to the north of the existing wetwell. The existing 36-inch and 10-inch gravity sewer lines would merge into the inlet structure upstream of the wetwell. The 10-inch sewer will drop inside the structure down to the channel. The gravity system upstream will be isolated from the wetwell with a 36-inch motor operated stainless steel slide gate. Submersible pumps manufactured by Wemco would be provided for this option. Each pump would have a new 12-inch discharge plug valve and check valve located inside the existing pump room prior to the 20-inch force main header. This area would be modified to allow support of the discharge pipes and provide access for maintenance. Access could be via the existing steep stairs or new access stairs could be provided similar to Alternative 1. The cost estimate and site plan prepared reflect the re-use of the existing stairs. The removal of the valves would be through new access hatched in the floor. A new 16-inch magnetic flow meter in a precast concrete vault would be installed on the discharge force main. Based on preliminary layouts, the required five diameter upstream and three diameter downstream straight lengths can be maintained. The vault would include a sump pump to collect and discharge any drainage collected from the vault. A 16-inch plug valve will also be provided downstream of the flow meter to isolate the lift station. Due to the site constraints and the locations of above grade infrastructure, the City s boom truck will not be able to be used directly for pump and valve removal. A monorail is recommended to move the pumps to a location where the boom truck could reach the equipment. The installed monorail would require a minimum capacity of 3,060 lbs to lift the pumps. New access hatches would be installed over the valves for removal. A monorail would be installed in the building and extended through the south wall to facilitate valve removal. The valves would be moved out of the building through a new door in the south wall.! "#$%%&%&%%' ( $ )$*+%%

Preliminary Design Report The changes to the existing building will require structural modifications to bring the facility up to compliance with the 2010 California Building Code (CBC). The subgrade structure will require significant upgrades to comply with the CBC. Alternative 2 Construction Sequencing Modifications to the existing wetwell structure would be provided, including a new west wall and a concrete ogee ramp. The existing station along with the 36-inch and 10-inch gravity sewers can remain in operation while the new inlet structure is constructed. The inlet structure can be constructed around the existing gravity sewers and during the transition to the new station operation these pipes can be demolished and redirected into the new wetwell. In order to complete structural rehabilitation, coating work, modifications inside the existing wetwell, and installation of new pumps and piping, a bypass pumping system will be required. It is possible that piping inside the existing pump room can be completed while the lift station remains in service. Once the substructure expansion is completed, pump operation can be shut down and temporary pumping can commence while the connections are made. Bypass pumping will be significant and the existing lift station flows must be bypassed around the pump station during an entire dry weather season to complete the work. Since surcharging of the existing sewers is not possible, it is envisioned that a temporary submersible pump structure would be constructed around the existing 36-inch gravity sewer onsite to facilitate a deep temporary wetwell for bypass pumping. A portion of the 36-inch sewer will need to be removed and later replaced. The new MCC and related equipment will be installed within the existing small room adjacent to the electrical room, or if space constraints are encountered, the existing MCC and related equipment will be removed after establishment of by-pass pumping. The new MCC and related equipment will then be installed in place of the existing equipment and controls. Alternative 2 Advantages and Disadvantages ) % & % & & Advantages Self-cleaning wetwell. No new valve vault required. No need for personnel to enter wetwell Rehabilitated influent manhole. Meets project flow requirements Disadvantages Wetwell rehabilitation and long duration of bypass pumping system required. Modifications required to influent gravity sewer. Structural modifications required to lift station for Code compliance. Monorail needed for valve removal. Maintains use of steep existing stairs. Modified wetwell without plastic lining. Requires demolition of existing structure adjacent to new facilities.! "#$%%&%&%%' ( & )$*+%%

Preliminary Design Report Cost Estimate The estimated cost of Alternative 2 is $2,450,000. An itemized breakdown of this cost is presented below. * % & ITEM QUANTITY UNITS UNIT COST TOTAL COST Mobilization/Demobilization 5% LS $59,900 $59,900 Demolition/Abandonment of Existing Facilities 1 LS $75,000 $75,000 Construction Sequencing and Constraints 1 LS $100,000 $100,000 Wetwell Excavation/Backfill 150 CY $75 $11,250 Dewatering 1 LS $30,000 $30,000 Shoring 3000 SF $50 $150,000 Miscellaneous Formwork 1 LS $25,000 $25,000 Pipe Trench Excavation/Backfill 300 CY $75 $22,500 Wetwell Concrete 135 CY $1,000 $135,000 Bypass Pumping System and Operation 1 LS $100,000 $100,000 Asphalt Pavement Repair 1 LS $5,000 $5,000 Submersible Pumps 4 EA $20,000 $80,000 Flow Meter Vault incl. Hatch 1 LS $20,000 $20,000 Vault Sump Pump 2 EA $500 $1,000 16" Flow Meter 1 EA $20,000 $20,000 20" x 16" Reducer (DI) 2 EA $1,500 $3,000 20" Ductile Iron Pipe (Forcemain) 35 LF $200 $7,000 16" Ductile Iron Pipe 12 LF $160 $1,920 16" Plug Valve 1 EA $12,000 $12,000 12" Ductile Iron Pipe 130 LF $120 $15,600 12" Swing Check Valve 4 EA $6,000 $24,000 12" Plug Valve 4 EA $9,000 $36,000 36" Gravity Sewer 12 LF $360 $4,320 36" SS Slide Gate w/ Motor Actuator 1 EA $35,000 $35,000 Supports 1 LS $10,000 $10,000 Misc. Piping, Valves, Fittings, etc. 1 LS $15,000 $15,000 Pipe/System Connections 1 LS $10,000 $10,000 Structural Modifications for Code Compliance 1 LS $100,000 $100,000 Monorail/Hoist 1 LS $35,000 $35,000 Identification Devices 1 LS $10,000 $10,000 Painting and Protective Coatings 1 LS $20,000 $20,000 Baffles 1 LS $10,000 $10,000 Access Hatches 4 EA $2,000 $8,000 Core Drilling 1 LS $10,000 $10,000 Pump Station Wetwell Coating 1800 SF $12 $21,600! "#$%%&%&%%' ( 0 )$*+%%

Preliminary Design Report ITEM QUANTITY UNITS UNIT COST TOTAL COST Wetwell and Dry Well Ventilation System 1 LS $4,000 $4,000 Miscellaneous Civil Construction 1 LS $20,000 $20,000 Miscellaneous Architectural Construction 1 LS $10,000 $10,000 Electrical 1 LS $311,000 $311,000 Controls 1 LS $72,000 $72,000 SUBTOTAL $1,198,000 TOTAL $1,656,000 BONDS, INSURANCE, OVERHEAD AND PROFIT 18% $299,000 CONTINGENCY 30% $497,000 TOTAL WITH CONTINGENCY $2,452,000 (69 7 # 28# Alternative 3 at Emerald Lift Station includes replacing the existing lift station with a new submersible self-cleaning trench style type lift station. The new trench style lift station would be located at the west side of the existing site. Following construction of the new wetwell and successful testing of the new facilities, the wetwell would be abandoned in place and filled with gravel. The below-grade areas of the drywell will be abandoned in place (filled with gravel and concrete placed in existing floor openings), and the above grade drywell and existing wetwell entrance portion of the building will be reused for electrical equipment. The lift station would be self cleaning with submersible Wemco pumps and an ogee ramp would be constructed. Modifications to the influent gravity sewer would include a new 36-inch pipe and a new 72-inch diameter manhole to intercept the existing 10-inch gravity sewer just north of the proposed location of the lift station. Discharge piping and 12-inch plug valves and swing check valves, dedicated for each pump, will be located in a valve vault with removable checkered plate. The dedicated discharge lines would connect to a 20-inch force main which would include two 20-inch x 16-inch reducers, a 16-inch magnetic flow meter, and a 16-inch plug valve. The flow meter would be installed in a precast concrete vault and the plug valve would allow the lift station to be isolated from the system. The vault would include a sump pump to collect and discharge any drainage collected from the vault. Alternative 3 does not require the need for any bypass pumping system or risky construction sequencing and constraints. The system can be completed aside from the connections to the existing forcemain and gravity sewers which will reduce overall construction risks and costs.! "#$%%&%&%%' ( 4 )$*+%%

Preliminary Design Report Once the construction is complete, the final connections can be made and the lift station can begin normal operation. Due to the site constraints and the locations of above grade infrastructure, the City s boom truck will not be able to be used for pump removal. In order to remove the pumps for maintenance, a monorail and hoist is recommended. The City s boom truck could be used to remove the valves from the valve vault. Alternative 3 Construction Sequencing The preliminary construction sequencing plan for Alternative 3 is as follows: Re-route existing 10-inch gravity sewer and odor control bed piping. Construct new submersible lift station, 36-inch gravity sewer, and 20-inch force main while existing lift station remains in operation. Connect both lift stations to existing force main. Test new lift station while using existing lift station as backup. Decommission existing lift station and perform demolition of below-grade and abovegrade wetwell. Alternative 3 Advantages and Disadvantages + % &"% & & Advantages Meets design criteria and alleviates current lift station deficiencies. No bypass pumping or risky construction sequencing and constraints. Existing station can remain in operation. New, plastic lined self-cleaning wetwell. Lowers risk and less construction time than with rehabilitation options. Cost competitive with full rehabilitation options. Rehabilitated influent manhole. New lift station with no code compliant requirements as required with the use of existing facilities and no rehabilitation of existing wetwell. Lowest cost alternative Flexibility to defer demolition of existing structure. Disadvantages Significant demolition and lack of reuse of existing infrastructure. Modifications required to influent gravity sewer.! "#$%%&%&%%' ( 5 )$*+%%

Preliminary Design Report Cost Estimate The estimated cost of Alternative 3 is $2,070,000. An itemized breakdown of this cost is presented below. - % &" ITEM QUANTITY UNITS UNIT COST TOTAL COST Mobilization/Demobilization 5% LS $48,400 $48,400 Demolition/Abandonment of Existing Facilities 1 LS $100,000 $100,000 Wetwell Excavation/Backfill 400 CY $75 $30,000 Pipe Trench Excavation/Backfill 600 CY $75 $45,000 Dewatering 1 LS $30,000 $30,000 Shoring 1800 SF $50 $90,000 Wetwell Concrete 200 LS $1,000 $200,000 New Manhole 1 EA $15,000 $15,000 Asphalt Pavement Repair 1 LS $5,000 $5,000 Submersible Pumps 4 EA $20,000 $80,000 Flow Meter Vault incl. Hatch 1 LS $20,000 $20,000 Valve Vault with Access Hatches 1 LS $25,000 $25,000 Vault Sump Pump 1 EA $500 $500 16" Flow Meter 1 EA $20,000 $20,000 20" x 16" Reducer (DI) 2 EA $1,500 $3,000 20" Ductile Iron Pipe 40 LF $200 $8,000 16" Ductile Iron Pipe 12 LF $160 $1,920 16" Plug Valve 1 EA $12,000 $12,000 12" Ductile Iron Pipe 110 LF $120 $13,200 12" Swing Check Valve 4 EA $6,000 $24,000 12" Plug Valve 4 EA $9,000 $36,000 Supports 1 LS $10,000 $10,000 36" Gravity Sewer 50 LF $360 $18,000 36" SS Slide Gate w/ Motor Actuator 1 EA $35,000 $35,000 Misc. Piping, Valves, Fittings, etc. 1 LS $20,000 $20,000 Pipe/System Connections 1 LS $10,000 $10,000 Monorail/Hoist 1 EA $35,000 $35,000 Identification Devices 1 LS $10,000 $10,000 Painting and Protective Coatings 1 LS $20,000 $20,000 Baffles 1 LS $10,000 $10,000 Pump Station Plastic Liner 1800 SF $5 $9,000 Access Hatches 4 EA $2,000 $8,000 Ventilation System 1 LS $4,000 $4,000 Miscellaneous Civil Construction 1 LS $20,000 $20,000! "#$%%&%&%%' ( )$*+%%

Preliminary Design Report ITEM QUANTITY UNITS UNIT COST TOTAL COST Electrical 1 LS $313,000 $313,000 Controls 1 LS $70,000 $70,000 SUBTOTAL $968,000 TOTAL $1,400,000 BONDS, INSURANCE, OVERHEAD AND PROFIT 18% $252,000 CONTINGENCY 30% $420,000 TOTAL WITH CONTINGENCY $2,072,000 ( # Based on the analysis of the three alternatives for the rehabilitation of Emerald Lift Station a matrix analysis is presented in Table 10. The ranking provides a score between 0 and 10, with a higher number indicating a more favorable outcome..! % Cost Constructability Ease of Operation and Maintenance Structural Modifications Construction Duration Flow Bypassing Duration Risk during Construction TOTAL Alternative 1 6 4 5 4 4 6 5 34 Alternative 2 7 6 7 6 6 4 6 42 Alternative 3 8 9 8 10 8 10 9 62 Based on the preliminary analysis Alternative 3 is the recommended alternative for Emerald Lift Station.! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report! " 8 ( " : Based on the preliminary alternatives analysis and discussions with the City, Alternative 3 as previously identified is the preferred alternative. HDR worked with the City to further develop and refine Alternative 3 which is presented in this chapter. Alternative 3 at Emerald Lift Station includes replacing the existing lift station with a new submersible self-cleaning trench style type lift station. The new trench style lift station will be located at the west side of the existing site. Following construction of the new lift station and successful testing of the new facilities, the existing wetwell will be abandoned in place and filled with controlled density fill (CDF). The below-grade areas of the drywell will be abandoned in place (filled with CDF and concrete placed within the existing floor openings at grade), and the above grade drywell including the existing maintenance room will be reused for electrical equipment and restroom facilities. The above grade portion of the wetwell entrance will be demolished to three feet below grade to facilitate site access to the new lift station. The firm capacity of the Emerald lift station shall be designed for 3,100 gpm. Per direction at the project kickoff meeting, the station will be designed to reliably pump 3,100 gpm (4.5 mgd) with permanent standby power. In addition, the station shall be designed to pump 6,800 gpm (9.8 mgd) with all units operating, no standby power. It was originally envisioned that a selfpriming diesel-driven portable pump would make up the difference between 6,800 gpm and all installed pumps (duty and standby). Upon additional information provided by the City, the maximum surcharge level within the wetwell/sewer at the Emerald site shall be no higher than an elevation 70.55 feet to prevent sewer backups. It was determined that use of an enginedriven pump for this application was not recommended. To meet the flow conditions identified for the station, four equally sized pumps with a total pumping capacity of 6,800 gpm will be installed. City staff has indicated that Wemco pumps shall be used for the submersible pumps with the last pump having a Wemco pre-rotation basin installed. The pump specifics presented below have been provided by Wemco. Between the alternatives analysis and the preferred alternative phase the hydraulic analysis was further defined to more accurately select the correct pump for the application. # Firm Capacity Criteria Total Capacity (all 4 pumps) Pump Capacity, each (w/ four pumps operating) Total Dynamic Head at 3,100 gpm Total Dynamic Head at 6,800 gpm Pump Suction Flange Pump Discharge Flange Motor Size Value 3,100 gpm 6,800 gpm 1,700± 1 gpm 20 ft 28 ft 10 in 10 in 30 HP! "#$%%&%&%%' ( $ )$*+%%

Preliminary Design Report Motor Speed Criteria Pump No. 1 Maximum Speed Pump No. 2 4 Speed, maximum (limited) Pump Weight Value 1,200 rpm 1,150 rpm 1,060 rpm 1,530 lb Unseating Pump Weight 3,060 lb 1. Pump capacity for each pump will increase with fewer pumps in operation. The pump selected is a Wemco Model F10K-HD with a 30 hp motor. The motor is Wemco Model FE4A6 which will be rated for a maximum speed of 1200 rpm. When a single pump is running, the motor speed will be a maximum of 1150 rpm. Pump No. 1 will run at a maximum speed of 1150 rpm to meet the low flow conditions and create more seamless operation with Pump No. 2. In order to optimize the operation to meet the design conditions when more than one pump is running, the motor speed of multiple running pumps will be limited to 1060 rpm. Minimum motor speed for all pumps will be limited to 850 rpm, which is the lowest speed curve provided on the Wemco Model F10K-HD pump as shown in Appendix B. Reliability and Redundancy Reliability and redundancy minimizes the probability of wastewater overflows at the pumping station and within its service area. Any backups or failures of the pump station may result in wastewater backflow into neighboring residential basements. Reliable pumping capacity is defined by the City as the ability to pump the peak flow of 3,100 gpm with the largest pump out of service and without relying on Modesto Irrigation District (MID) for power. The station's reliability will also be improved in other areas as part of this project to reduce call-outs and unscheduled maintenance. Pumping units and all critical auxiliary equipment will meet reliability requirements. The permanent standby generator is capable of operating two of the submersible pumps at full speed. The fuel storage tank with a capacity of 170 gallons is sufficient to run the two pumps for 24 continuous hours at full load. A redundant submersible pump, motor, and VFD will be called if one of the duty pumps fails. ; Inlet Gravity Sewer Sizing The inlet gravity sewer was sized to match the existing influent 36-inch diameter line. However, calculations were completed to ensure that the inlet gravity sewer pipe is sufficiently sized handle the PWWF plus the West Trunk Relief Flows of 6,800 gpm using Manning s Equation for full flowing circular channels. Table 12 below summarizes the Manning s Equation calculations and results: Manning s Equation: Q = 1.49 / n * A * R 2/3 * S 1/2 Where: Q = Flow Rate (in cubic feet per second (cfs))! "#$%%&%&%%' ( & )$*+%%

Preliminary Design Report n = Manning s Roughness Coefficient (unitless) d = Pipe Diameter A = Cross-Sectional Area of pipe (in ft 2 ) R = Hydraulic Radius (in ft) S = Slope of pipe (ft/ft) D= Flow Depth / 0 Inputs Value Note Diameter (d) 36 in Inside Pipe Diameter Manning s Roughness Coefficient (n).013 Typical for Ductile Iron Pipe Slope (S) 0.005 ft/ft Set to match existing Calculated Values Value Note Cross Sectional Area (A) 7.07 ft 2 A = pi * (d/2) 2 Depth at Design Flow (D) 14 in Hydraulic Radius (R) at Design Flow 0.63 ft Results Value Note Maximum Flow Rate (Q) per Manning s Equation with the inputs listed above 17,710 gpm Converted from cfs to gpm (pipe flowing approximately 70% full) As mentioned, the influent pipe was sized at 36-inches to match the existing influent into the pump station. Per the City s Master Plan the new pipe shall be sized to flow at maximum 70% full. At the given slope a 24-inch or 30-inch diameter pipe would have a maximum flow capacity (70% full) of approximately 6,010 gpm or 10,890 gpm, respectively. The 24-inch diameter pipe more closely reflects the maximum design condition; however, the velocity at this flow is approximately 5.7 feet per second through a 24-inch pipe. Given the close proximity of the lift station to the upstream manhole, and the change in flow direction, the 36- inch diameter pipe presents the best selection which flows at approximately 39% full at the maximum capacity. Effluent Force Main Sizing A majority of the existing effluent force main will be reused in this project. However, portions on the pump station site will be removed and an additional section near the discharge manhole will be replaced. The existing 20-inch force main runs approximately 150 linear feet from the site fence under the MID canal to the discharge manhole in Emerald Avenue. An additional 25 linear feet is located within the site which will be removed during construction and replaced with an alignment from the new lift station. During construction, a 10 foot section of 20-inch force main that connects to the discharge manhole will be removed and replaced. The rim of the discharge manhole is flush with the street at elevation 86.05± feet. The 20-inch forcemain from the Emerald Lift Station to the northwest enters the manhole at an invert elevation of 80.05± feet. A 36-inch gravity pipe exits the discharge manhole at an invert elevation of 79.33± feet and travels south within Emerald Avenue.! "#$%%&%&%%' (, )$*+%%

Preliminary Design Report Lift Station Pump and System Curves The system curve for the station is calculated by combining static and dynamic pressure head losses in the piping from the submersible pumps in the new wet well to the discharge manhole southeast of the site in Emerald Avenue. Based on the influent elevation and the required operating elevations of each pump which will be discussed, the wet well invert elevation was determined. The static elevations have been used with the dynamic losses seen through the onsite valves, flow meter, and piping to determine the system curve as shown in Figure 6. The pump selection shown in Table 11 is based on the system curve presented. Since the pumps will be operated on variable frequency drives (VFDs) reduced speed pump curves are also provided. This set of curves shows that at lower flows, the lift station will continue to operate properly. Significant changes are required to accommodate the construction of the new Emerald Lift Station. The above grade portion of the existing drywell (electrical room and maintenance room) will be utilized for the installation of new electrical equipment and for the new restroom facilities. To facilitate construction, the City has indicated that the SCADA panel will be relocated prior to construction. A large portion of the existing wall between the electrical room and maintenance room will be removed to aid construction as shown in Figure 7. The wall will be removed and a structural beam installed below the roof to provide approximately 8.0 feet of headroom above the finished floor as shown in Figure 7. This will allow the electrical panels to be installed on the southern wall and a new double door to be installed in the existing west wall of the pump station. All existing electrical panels removed will be salvaged and returned to the City. To improve site access the City requested the ability to drive over the northeast portion of the existing wetwell (which is currently located slightly above grade). The top of the below grade wetwell in this location will be removed and the existing below-grade portion of the below grade areas will be abandoned and filled with controlled density fill (CDF) to avoid maintaining ventilation and drainage below grade. The wetwell will be abandoned and the top 3 feet of the above grade wetwell structure will be demolished and paved over. This includes the existing wetwell access stairs. CDF will be used to backfill all of the below grade areas as shown in Figure 9. Per the structural engineer, the rigid backfill shall be installed in a manner so that full support of the structure to remain above the wetwell will be achieved. Once this is complete, the portions of the walls and slabs noted can be removed. Additional subgrade demolition will be required with the removal or abandonment of portions of the existing gravity sewer and forcemain. As shown in Figure 7, the existing 36-inch and 10-inch gravity sewers will be plugged with concrete, filled with CDF, and abandoned in place. The pipe will be left in place due to the burial depth and the associated cost of removal. The! "#$%%&%&%%' ( 0 )$*+%%

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Preliminary Design Report The west side of the site is bordered by an existing odor control bed which consists of a series of 6-inch perforated PVC pipe embedded in a 2 foot layer of aggregate. Portions of this system must be temporarily modified to allow construction of the new lift station and the re-routing of the 10-inch gravity sewer. At construction completion, this system must be restored. A detailed construction sequencing plan is included in Chapter 5. The existing electrical equipment in the building will remain in service until the new lift station is operational. # ( The site is currently accessed via two driveways from Emerald Avenue on the east side of the site as shown on Figure 10. The driveways and existing rolling gates will remain in place and no improvements will be made. The site is located adjacent to a residence on the north and an MID canal on the south. The Contractor will be required to work within the site and conform to construction sequencing and constraints throughout the construction as discussed in Chapter 5. The existing site is currently paved with AC paving. The site demolition work will include the removal of all paving. At project completion, the entire Emerald Lift Station site currently paved will be repaved with concrete. The site currently drains within the site with stormwater flowing to the dirt or landscaped areas around the site. The new concrete paving will be designed to maintain drainage to adjacent dirt and landscaped areas. Work will be required adjacent to the existing soil bed odor control system, including temporary relocation of some of the piping to allow for construction of the lift station and 10-inch gravity sewer. At project completion, the Contractor will be required to reinstall all piping and restore to the soil bed to its preconstruction operating condition. The flow meter vault and valve vault will be constructed with H20 rated materials and be configured so that City operations can drive over them. 7 # 28# The existing Emerald Lift Station will be replaced with a new submersible self-cleaning trench style type lift station. The new trench style lift station will be located at the northwest corner of the existing site as shown in Figure 10. The pump station will be located to optimize vacuum truck and site access. Following construction of the new lift station and successful testing of the new facilities, the existing wetwell will be abandoned in place and filled with CDF. The below-grade areas of the drywell will be abandoned in place (filled with CDF and concrete placed in existing floor openings), and the above grade drywell, including the existing maintenance and electrical rooms, will be reused for electrical equipment and restroom facilities. The existing above grade portion of the wet well (i.e. stairs) will be demolished to 3 feet below grade and the area paved with concrete.! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report The new trench style lift station will measure approximately 23 feet long by 8 feet wide. The lift station will be self cleaning with submersible Wemco pumps and an ogee ramp. Modifications to the influent gravity sewer will include a new 36-inch pipe and a new 72-inch diameter manhole to intercept the existing 10-inch gravity sewer just north of the proposed location of the lift station. Figure 10 shows the lift station plan view and Figure 11 shows a section view of the lift station. The goal of the ogee ramp is to enhance the cleaning of the pump station in combination with a pre-rotation basin. To fully utilize the ogee ramp, the 36-inch slide gate on the influent will be closed to build up flow in the 36-inch gravity sewer. When the slide gate opens the lift station will see a surge of flow that will sweep any settled material to the pre-rotation basin at the far end of the trench. A smooth transition of the ogee ramp to the lift station floor is required to avoid the creation of aerosols. The pre-rotation basin will be installed at the far end of the lift station, away from the station s inlet. The basin will be set in a recess in the floor to enhance the cleaning operations of the station. Only one of the pumps will be installed in the pre-rotation basin. The other three pumps will be installed at a higher elevation than the fourth pump. However, the pump fittings, including suction bells and guide shoes, will be interchangeable between all four pumps. Since the fourth pump is set at a lower elevation, the pump will have a different off set point than the other three pumps. The prerotation pump could be started when the water level is just 18 inches above the main wet well floor, which with the 18 inch depth, provides the minimum 36 inches of submergence. All other pumps will be shut off when the water level reaches 18 inches above the floor. The pumps will not operate correctly if the water level drops below this elevation. A concrete pump washdown area with a drain will be constructed on the south side of the wetwell so that washwater from pump cleaning will drain back into the wetwell. The area will be sloped to a center drain and the west side of the area will be contained with a 6-inch high concrete curb. No curb will be placed on the east side of the area to accommodate truck access. The floor drain will be covered with a removable grate and the invert of the discharge into the wet well will be significantly above the high water level to eliminate any potential backflow conditions. To accommodate cleaning and maintenance, a hose bibb will be installed adjacent to the area and connected to the existing onsite water line. As shown in Figure 10, the washdown area has been configured so that a maintenance truck can pull into the area and allow the monorail hoist to set a removed pump in the truck bed. Lift Station Odor Control To reduce onsite odors and prevent complaints from the surrounding residents, an odor control fan will be located adjacent to the standby generator to draw air from the wetwell and discharge it to the existing soil bed system. An 8-inch diameter FRP pipe will be hard piped from the wetwell to the fan. The pipe will penetrate the wet well wall and turn down to terminate 12- inches above the grating. A backup standby fan will not be provided. The existing soil bed! "#$%%&%&%%' ( & )$*+%%

Preliminary Design Report odor control system and new fan are shown on Figure 10. The soil bed will need to be reinstalled to its pre-existing condition after the new lift station is completed and the 10-inch gravity sewer as been realigned as shown in Figure 7 and Figure 10. Emergency Bypass Pumping Construction of the new lift station does not require the need for any bypass pumping and eliminates risky construction sequencing and constraints. The system can be completed, aside from the connections to the existing forcemain and gravity sewers, without impacting the existing pumping facilities, which will reduce overall construction risks and cost. Once the construction is complete, the final connections can be made, and the lift station can be tested while the existing lift station remains in service. The detailed construction sequencing plan is included in Chapter 5. Access Provisions Since the pump station is a submersible type installation, access for maintenance into the wetwell is more complicated than in dry pit or above grade installations. Although it is not envisioned that wetwell access or man entry is required for normal maintenance activities, the City has indicated a preference for one large opening over the wet well above the pumps for access, instead of smaller hatches over each pump. To allow complete access to the wetwell and for pump removal, the entire wetwell will be covered with two 8 x 8 and one 10 x 8 aluminum checker plates as shown in Figure 12. The plates will be supported by removable mid-span beams. The specific purpose of these large checker plates is for pump removal. Small 2 x 2 access hatches within the main access plates will be provided for periodic inspection of the wetwell without requiring removal of the main access plates. Stainless steel angle supports will be provided on the north and south walls of the wetwell to support the removable checker plates between the pumps. Temporary grating will be installed one foot above the crown of the influent pipe within the wetwell to facilitate access. Permanent stainless steel angle supports will be located on the wetwell walls to support the temporary grating. No ladder will be provided for access. The City will lower personnel in and out of the wetwell with a portable safety harness system. The checker plates, pumps, and temporary grating will be removed and installed using the 2-ton monorail beam and hoist. Holes, or pockets, will be provided on the top of the wetwell walls to allow placement of removable handrail sections to be provided by the Contractor. Under normal operation the handrails would remain in place for safety of City personnel. The handrails will only be removed under conditions where pumps are removed or activities are hindered by the handrails. Due to the site constraints and the locations of above grade infrastructure, the City s boom truck will not be able to be used for pump removal. In order to remove the pumps for maintenance, a monorail has been provided. The monorail will be installed with its centerline over the pumps and is preferred by the City due to current difficulties removing pumps at the Jefferson Lift Station with the boom truck. The monorail will be cantilevered over the wet well, with the foundation supports located on the west side of the pump station. The existing! "#$%%&%&%%' (, )$*+%%

Preliminary Design Report odor control piping will need to be rerouted to allow for construction. The monorail will extend to the south beyond the wetwell to allow a checker plate to be removed clear of the support structure and be set on a truck. The preliminary hoist selected would have a capacity of 2-tons. The horsepower of the hoist is dependent on the lifting speed desired. A 15 feet per minute (fpm) speed would require a 2 hp motor; a 4 hp motor would be required to double the lifting speed to 30 fpm. The trolley would require a ½ hp motor and the trolley would travel at a speed of either 50 or 100 fpm. The City s boom truck could be used to remove valves and piping from the valve vault. Piping, Valves, and Flow Monitoring All onsite sewer piping will be Class 350 ductile iron complying with ANSI/AWWA C151. Fittings will conform to ANSI/AWWA C110 and pipe located in the wet well will be flanged. The existing lift station is currently fed via a 36-inch gravity sewer from the northeast and a 10- inch gravity sewer from the west. To allow placement of the new lift station on the west side of the property, a new 72-inch diameter precast concrete manhole will be placed at the northwest corner of the site as shown on Figure 10 and Figure 11, indicated as Manhole 2. This manhole will facilitate the re-routing of the previously mentioned 36-inch and 10-inch diameter gravity sewers to the new wetwell. After intercepting the two pipelines, an additional 10 foot section of 36-inch gravity sewer will connect the new manhole and new lift station. Existing segments of 36-inch and 10-inch gravity sewer pipe will be abandoned in place or removed as needed to facilitate construction of the new infrastructure. To isolate the influent gravity system from the lift station, a 36-inch 316 stainless steel slide gate will be installed with an electric operator as shown on Figure 12 and Figure 13. This will allow the City to isolate and access the pump station for maintenance. Per Hydraulic Institute standards the maximum velocity through the slide gate shall be 4 ft/sec. The 36-inch slide gate, which matches the influent gravity sewer diameter, results in a flow velocity of 0.8 and 1.7 ft/sec at flows of 3,100 and 6,800 gpm, respectively. The slide gate will be manufactured by Rodney Hunt, HydroGate, Waterman, or equal. The gate will be designed to not exceed 0.1 gpm per foot of sealing perimeter when closed which exceeds the requirements of the applicable AWWA standards. The electronic operator will allow an operator to remotely open and close the gate. The gate operation may also be connected to the levels in the wet well to close and/or open at preset elevations. Per information from Wemco, the pump will have a 10-inch diameter discharge flange. To reduce velocity through the discharge system and the resulting headloss a flanged 12x10-inch increaser will be connected to each pump s discharge elbow. Since the selected lift station design is a submersible type, the pumps do not have any isolation on their suction side. The aforementioned slide gate will accomplish this isolation. Each pump discharge will have two valves: a swing check valve for backflow prevention and a plug valve for individual pump isolation.! "#$%%&%&%%' ( 0 )$*+%%

Preliminary Design Report The swing check valve will prevent backflow into the wetwell and also prevent damage to the pump. Check valves will comply with AWWA C508. Bronze materials containing more than 16 percent zinc will be prohibited per AWWA C508. Since the pumps will be operated on VFDs, concern was expressed that the low flows and pressures would not be capable of holding the check valves open during pump operation. To ensure the valves are hydraulically held open the low flows will be limited by the low speed of the Wemco pump, 850 rpm. The hydraulic requirements for the station and operational set points established are consistent with this criteria. Additional discussions regarding the check valve performance shall be conducted with the check valve manufacturer during detailed design. The isolation plug valves will be non-lubricated eccentric type valves and be manually operated. Valve will be lined with fusion bonded epoxy. Valves will be DeZurik Model No. PEC, diameter as shown, F1, CI, T, CR*GS-6-HP8, SB, or equal. The swing check valves and plug valves will be located in an H20 rated cast-in-place concrete vault adjacent to the wet well. The top of the vault will be located flush with grade and will be covered with two H20 rated spring assisted access hatches as shown in Figure 12. Beams will be used for mid-span support. The middle beam will be fixed and the two outer beams adjacent to the hatch openings will be removable. The hatches will have hinges in the north-south orientation. The vault will also include an exhaust fan. Each individual pump discharge will be connected to a common 20-inch force main which will connect to the existing 20-inch sanitary sewer force main on the west side of the site. To facilitate operations and maintenance a flow meter and an additional isolation plug valve will be installed. The flow meter will be a 16-inch magnetic type meter and two 20x16-inch reducers will be utilized to change the pipe diameter. The diameter was selected based on the design criteria discussed in Chapter 2. A smaller diameter flow meter would result in a higher accuracy during low flow events; however, as flows increase with the addition of the Emerald Relief Trunk flows, the head loss through a 16-inch diameter section would become significant and higher horsepower pumps would be required to overcome the increased headloss. Standard engineering practice recommends five pipe diameters straight length upstream and three pipe diameters straight length downstream to enhance monitoring accuracy. Both dimensions have been accommodated as shown in Figure 11. The flow meter will be installed in a concrete vault which will include an exhaust fan. The exhaust fan shall operate at all times and be sized for 6 air changes per hour. The vault and access hatch will be H20 traffic rated to accommodate vehicular traffic throughout the site. A flanged coupling adapter (FCA) will be installed adjacent to the flow meter to permit flow meter removal. In some cases water may accumulate in the vault. To prevent standing water the vault, a sump pump will be installed to collect and pump any drainage collected from the vault to the wetwell.! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report A non-lubricated eccentric plug valve will be provided downstream of the flow meter to facilitate flow meter removal and isolate the station from the downstream forcemain. This valve will also facilitate full shutdown of the lift station for maintenance. - " 12 A new lift station will be constructed adjacent to the existing pump station building. The existing station will remain fully operational until the new station is fully tested and accepted by the City. The installation of a new temporary generator panel will be of adequate rating to allow connection of the new line-up into the existing distribution while maintaining operation. This approach will allow for no interruptions to the existing station during the course of construction. This same panel will be the point of connection for a larger temporary generator post construction for higher flows when the Emerald Relief Trunk is taken out of service and additional pumps are required for operation in the absence of normal utility power. The existing 480 Volt, 3 Phase electrical service will remain in place and be used for the new lift station. A new MCC line-up will be installed in the existing building adjacent to the existing MCC as detailed in Figure 15. The new MCC will be a line up consisting of VFD drives and related components, all per the established City of Modesto Standards. The controls shall meet the City of Modesto Standards Milltronics/HSQ control system which will integrate various security alarm features. General site lighting will be supplemented to illuminate the new facilities. The current recommendation is an LED solution with hi-low setting for the greatest energy and maintenance saving. New interior lighting in the pump station will continue to be served by the emergency generator. Emergency power will be provided utilizing the existing 100 kw emergency generator and fuel tank. The existing generator will have the capability of operating two of the four new pumps only. A control lockout will be designed which will lock out pumps in excess of two pumps in the event of a utility power failure to prevent overloading the existing generator. The full complement of instrumentation including flow meter and related devices will be included. The system shall be functionally tested in the presence of the engineer prior to acceptance of the City. The existing electrical service from MID is derived form an existing pad mounted transformer, and is rated for 400 amps, 480/277 volt, three-phase four-wire system. This system has the capacity to operate the pumping station general loads plus up to 172 HP of pumping loads, and is therefore adequate for the planned rehabilitation. The physical condition is noted as generally sound and of recent manufacture. The retention and reuse of this system is recommended. Standby Power The existing standby generator is capable of operating two of the pumps which will meet the maximum capacity under normal operating conditions. When the Emerald Relief Trunk flows are directed to the lift station, additional standby power will be required. To accommodate this! "#$%%&%&%%' (! )$*+%%

Preliminary Design Report operation a portable generator to be brought to the site to run all of the pumps which will be connected to the temporary generator panel. The station will not be designed to allow both the permanent and a portable generator to be operated at the same time. The portable generator shall be sized to operate all four pumps plus station loads. Shutdown of the Emerald Relief Trunk will be planned so that provisions for emergency standby power can be in place prior to the shutdown. The existing 400 amp 480/277 volt electrical service which has adequate capacity to serve the proposed loads will be reused. The new MCC and related controls will be installed adjacent to the existing equipment to allow both the new and existing pumps to operate during testing of the new station. The new MCC will feature VFD drives for all pumps, and shall be fully enclosed and of the type standardized by the City for this application. SCADA system shall be a new HSQ RTU system expanded to provide security and other inputs such as flow. The system shall use Siemens Hydroranger controllers, utilizing redundant units with immediate backup capability for continuity of operation in the event of a RTU failure. Building and site lighting shall be vandal resistant and rated as required. Provisions for CATV surveillance will be provided with an IT based interface. ". Under normal operation only two pumps will be required to meet Peak Wet Weather Flows (PWWF) of 3,100 gpm. The third pump will serve as standby under such conditions. The third and fourth pumps will only be utilized as duty pumps during planned outages of the Emerald Relief Trunk. Pump operation will be set up to alternate operation of all pumps in service as lead to ensure even hours operation for all pumps. When such flow is directed to the Emerald Lift Station the minimum speed of any pump will be limited to 850 rpm speed to ensure the associated check valve opens, and remains open, during operation due to the low head conditions at the lift station. Discussions shall be held with the check valve manufacturer during detailed design to install check valves that will operate properly. There are two options to alternate pump usage. The first is to have the PLC automatically alternate pumps based on pump starts. For example, Pump No. 1 will be the lead pump and Pump No. 2 would be the lag pump, as required. As the lift station continues operation and flow decreases to the low water level the pumps will turn off. The next cycle would start with Pump No. 2 and Pump No. 3 would be the second pump to operate based on flow demands. This sequence would continue to cycle through all four pumps and return to Pump No. 1 as the lead pump. This means that all four pumps would likely need repair or replacement at, or around, the same time. Alternatively, the pumps could be manually selected for lead and lag pumps. For example, Pump No. 1 and Pump No. 2 could be selected as lead and lag pumps, respectively, for a given! "#$%%&%&%%' (!! )$*+%%

Preliminary Design Report duration. At the end of this duration Pump No. 2 would be manually designated as the lead pump, with Pump No. 3 becoming the lag pump.! "#$%%&%&%%' (!$ )$*+%%

Preliminary Design Report Level monitoring and control in the wetwell will be provided by ultrasonic transducers. The ultrasonic level sensors will be installed in the wetwell with enough free area to avoid conflicts with obstructions to ensure accurate measurement. The City currently uses HydroRanger equipment at other lift stations. The HydroRanger 200 series transducer is manufactured by Siemens and is capable of monitoring depth up to 50 feet and has proven accuracy in severe wastewater conditions. Based on discussions with Siemens and data provided, the Hydroranger transducer has a 6-degree zone of influence. This means that for every 10 feet of depth requiring level monitoring it will monitor a 1 foot diameter. It is important that no objects are installed in this range that will interfere with the instrument. Additional space will be provided between the last and second to last pump in the wetwell to allow proper operation of the transducer. The transducer will be installed in a 1-inch diameter stainless steel standpipe that will be attached to the access hatch frame and braced at the end. The transducer will be installed at the bottom of this standpipe, located below the grating as shown in Figure 13. Each pump in the operational sequence will have a designated operational level band. As the level in the wet well rises or drops, the pumps will start and stop based on these levels. The pumps will also vary in speed to provide for a smooth transition and allow pumping to match incoming flows. Since low flows at the station may be less than a single pump, an additional wetwell band was created to allow a single pump at low speed to cycle on and off to accommodate very low incoming station flows. The minimum volume in the wet well within this band was established based on the maximum 6 minute cycle time recommended by the pump manufacturer. This equates to 10 starts per hour. However, since the station will always have a minimum of two duty pumps installed in the wetwell, two pumps will alternate during low flow conditions and the equivalent starts per hour for the minimum storage volume will be a total of 20 starts per hour. Since the third and fourth pumps will only operate on the rare occasion when the Emerald Relief Trunk is out of service, the City indicated that to minimize the lift station s depth, these pumps could operate within the incoming sewer if water was not backed up into the sewer. The proposed levels and associated pump operational conditions are illustrated in Figure 18. The proposed operation plan of the pump station is below. This program will be built into the PLC for automatic operation. 1. All pumps are variable speed pumps. Pumps must be designated as the lead and lag pumps. 2. The lead pump starts at minimum speed (850 rpm) when the wet well level rises to elevation 62.6. Between elevation 62.6 and 63.6, the lead pump will ramp up on speed linearly from minimum speed to full speed, 1150 rpm.! "#$%%&%&%%' ( $5 )$*+%%

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Preliminary Design Report 3. When the wet well level drops to the bottom of a control band, one pump will stop. If the wet well level again drops to the bottom of the next control band another pump will stop until just the lead pump is in operation. The lead pump will continue to operate at minimum speed until it stops at elevation 61.6. If the lead pump is pump #4, the pump installed in the pre-rotation basin, it will continue to operate until elevation 60.6 where it will turn off. 4. High and low level alarms will annunciate at the operator interface screen and at SCADA. 5. If any pump fails during operation or fails to start when called, an alarm will be generated and the next pump in the sequence will start.. A new restroom stall will be constructed in the existing building in the northeast corner of the building in what is currently the control room. The 1 water service line that runs south of the building will be utilized to provide water. A toilet within a partitioned stall and a service sink outside of the stall will be installed; no new walls will be required. The service sink will be wall mounted and have a front stainless steel cap. The service sink will be installed with an electric water heater. All HVAC equipment will be replaced inside of the building. For ventilation, a new supply fan will be installed in the north wall which optimizes the typical wind direction from the northwest. Air will be drawn through both the electrical panels and the room by an exhaust fan in the south wall. To accommodate access into the building and to provide a line of site from the electrical panels to the lift station, a double door will be added in the west wall of the existing maintenance room. To reduce onsite odors and prevent complaints from the surrounding residents, an odor control blower will be provided adjacent to the new wetwell which will be tied into the existing odor control bed.! "#$%%&%&%%' ( $ )$*+%%

Preliminary Design Report $ " : #3 Construction of the new lift station does not require the need for any bypass pumping and eliminates risky construction sequencing and constraints. The new lift station and associated facilities can be constructed, aside from the connections to the existing forcemain and gravity sewers, without impacting the existing pumping facilities, which will reduce the overall construction risks and costs. Once the construction is completed, the final connections can be made, and the lift station can be tested while the existing lift station remains in service. The preliminary construction sequencing plan is as follows: Re-route existing 10-inch gravity sewer and odor control bed piping to allow construction of the new lift station, new Manhole No. 2, and new 36-inch gravity sewer. Maintain 10-inch gravity sewer flow to existing lift station. Construct new submersible lift station, 36-inch gravity sewer, Manhole No. 2, 10-inch gravity sewer, valve vault, flow meter and vault, and 20-inch force main while the existing lift station remains in service. Upgrade all above grade facilities, including installation of the new electrical equipment while existing electrical equipment remains in service to continue operation of existing lift station. Modifications to the existing ventilation will be required during the installation of the new electrical panels. Pressure test all new piping and valves. Connect both lift stations to the existing 20-inch sanitary sewer force main on the south side of the site. Test new lift station while the existing lift station remains in service as backup. Set operational levels in the existing wetwell above the new station s set points or allow for a passive bypass to the existing wetwell. This will allow the existing station to automatically operate upon failure of the existing station. After successful testing, disconnect the existing lift station from the existing 20-inch sanitary sewer force main and remove 36-inch gravity sewer connection from Manhole No. 1 to existing lift station. Remove temporary 10-inch gravity sewer re-routed during initial construction. Commence full operation of new lift station. Decommission existing lift station and demolish all above grade and below grade infrastructure as shown on Figure 8 and Figure 9 and install new bathroom stall. Salvage all equipment to the City. Repave site with concrete as shown on Figure 10.! "#$%%&%&%%' ( $ )$*+%%

Preliminary Design Report " :# The preliminary project schedule for design and construction is shown in Table 13. The noticeto-proceed for design, bidding, and construction of the project is unknown at the time of this report and the schedule shown below outlines the anticipated duration. " 23 50 Percent Design Milestone Calendar Days Working Days 50 Percent Submittal 60 40 50 Percent Submittal City Review 14 10 95 Percent Design 95 Percent Submittal 75 50 95 Percent Submittal City Review 14 10 Final Design Final Design Submittal 14 10 Bid Period TOTAL DESIGN DURATION 147 110 Bid Period 45 30 Bid Review and Award Contract 30 20 Bonds, Insurance, and NTP 30 20 Pre-Construction, Mobilization, and Submittals 60 40 Field Construction 1 300 215 Construction Punchlist Items and Project Closeout 30 20 TOTAL CONSTRUCTION DURATION 495 355 1. Assumes dry weather construction of the new wetwell and includes excavation. If project NTP places the work in the wet season, then a longer duration will result. #8 The following table presents the preliminary list of drawings. The number of and the organization of sheets may vary from this preliminary list. ' # No. General Sheet No. Sheet Title 1 G01 Title Sheet, Location Map, and Sheet Index 2 G02 Vicinity Map and Key Index 3 G03 Abbreviations and Symbols, Pothole Table, Easements 4 G04 Hydraulic Profile Demolition 5 D01 Site Demolition 6 D02 Building Demolition Plans 7 D03 Building Demolition Section and Details Civil 8 C01 Site Grading and Paving 9 C02 Site Piping! "#$%%&%&%%' ( $! )$*+%%

Preliminary Design Report No. Sheet No. 10 C03 Site Piping Profiles Sheet Title 11 C05 Flow Meter Vault Plans, Sections and Details 12 C06 Odor Control Plan 13 C07 Civil Details 1 14 C08 Civil Details 2 15 C09 City of Modesto Standard Details 1 16 C10 City of Modesto Standard Details 2 17 C11 Force Main and Gravity Sewer Tie-in Details Structural 18 S01 General Structural Notes 19 S02 Structural Details 1 20 S03 Structural Details 2 21 S04 Structural Details 3 22 S05 Structural Details 4 23 S06 Existing Lift Station Modifications Plan 24 S07 Existing Lift Station Modifications Details 25 S08 Lift Station Sectional Plan 1 26 S09 Lift Station Sectional Plan 2 27 S10 Lift Station Sections and Details 1 28 S11 Lift Station Sections and Details 2 29 S12 Lift Station Sections and Details 3 30 S13 Monorail Plan and Details Process 31 P01 Process Details 1 32 P02 Process Details 2 33 P03 Process Details 3 34 P04 Lift Station Ground Level Plan 35 P05 Lift Station Lower Plan 36 P06 Lift Station Sections 1 37 P07 Lift Station Sections 2 38 P08 HVAC Details 39 P09 Restroom Plan and Details Electrical 40 E01 Electrical Symbols and Abbreviations 41 E02 Electrical One-Line Diagram 42 E03 Electrical Site Plan 43 E04 Lift Station Electrical Plan 44 E05 Existing Lift Station Electrical Plan 45 E06 Existing Lift Station Lighting Plan 46 E07 Conduit Schedules 47 E08 Electrical Schedules and Panel Elevations 48 E09 Electrical Control Diagrams 49 E10 Electrical Details 1 50 E11 Electrical Details 2! "#$%%&%&%%' ( $$ )$*+%%

Preliminary Design Report No. Instrumentation Sheet No. 51 I01 Instrumentation Symbols 52 I02 SCADA Block Diagram Sheet Title 53 I03 Process and Instrumentation Diagram 54 I04 Instrumentation Details The following table presents the preliminary list of technical specifications. These specifications will be found in the subsequent design submittal. ( # # Section Division 2 Site Work Section Title 02072 DEMOLITION, CUTTING AND PATCHING 02100 CONTROLLED DENSITY FILL (CDF) 02110 SITE CLEARING 02200 EARTHWORK 02221 TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES 02227 SHAFT EXCAVATION AND SUPPORT 02260 TOPSOILING AND FINISHED GRADING 02502 CONCRETE PAVEMENT 02515 PRECAST CONCRETE MANHOLE STRUCTURES 02930 SEEDING, SODDING AND LANDSCAPING Division 3 Concrete 03002 CONCRETE 03208 REINFORCEMENT 03348 CONCRETE FINISHING AND REPAIR OF SURFACE DEFECTS 03431 PRECAST AND PRESTRESSED CONCRETE Division 5 - Metals 05505 METAL FABRICATIONS 05522 ALUMINUM RAILING Division 7 Thermal and Moisture Protection 07101 PVC SHEET LINER Division 8 Doors and Windows 08305 ACCESS DOORS AND FRAMES Division 9 Finishes 09905 PAINTING AND PROTECTIVE COATINGS Division 10 - Specialties 10400 IDENTIFICATION DEVICES Division 11 - Equipment 11005 EQUIPMENT: BASIC REQUIREMENTS 11060 PUMPING EQUIPMENT: BASIC REQUIREMENTS 11076 PUMPING EQUIPMENT: SUBMERSIBLE NON-CLOG Division 13 Special Construction 13442 PRIMARY ELEMENTS AND TRANSMITTERS 13448 CONTROL PANELS AND ENCLOSURES! "#$%%&%&%%' ( $& )$*+%%

Preliminary Design Report Section Section Title Division 14 Conveying Systems 14301 HOISTS, TROLLEYS, AND MONORAILS Division 15 - Mechanical 15060 PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS 15062 PIPE - DUCTILE 15064 PIPE - PLASTIC 15090 PIPE SUPPORT SYSTEMS 15100 VALVES - BASIC REQUIREMENTS 15101 GATE VALVES 15102 PLUG VALVES 15106 CHECK VALVES 15114 MISCELLANEOUS VALVES 15440 PLUMBING FIXTURES 15605 HVAC: EQUIPMENT 15890 HVAC: DUCTWORK Division 16 - Electrical 16010 ELECTRICAL: BASIC REQUIREMENTS 16060 GROUNDING 16120 WIRE AND CABLE - 600 VOLT AND BELOW 16130 RACEWAY AND BOXES 16135 ELECTRICAL - EXTERIOR UNDERGROUND 16220 MOTORS 16415 AUTOMATIC TRANSFER SWITCHES 16460 DRY-TYPE TRANSFORMERS 16480 VARIABLE FREQUENCY DRIVES 16500 STREET LIGHTING ELECTRICAL WORK - Based on the preliminary design presented herein, a cost estimate has been prepared as provided in Table 16. ) ITEM QUANTITY UNITS UNIT COST TOTAL COST Mobilization/Demobilization 5% LS $97,131 $97,131 Construction Sequencing and Constraints (Civil, Mech, Struct., Elec) 1 LS $75,000 $75,000 Demolition/Abandonment of Existing Facilities 1 LS $75,000 $75,000 CDF in Existing Wet Well 750 CY $60 $45,000 Structural Modifications 1 LS $25,000 $25,000 Double Door 1 EA $2,000 $2,000 Wet Well and Valve Vault Excavation 565 CY $75 $42,375 Wet Well and Valve Vault Backfill 251 CY $75 $18,825 Pipe Trench Excavation/Backfill 400 CY $75 $30,000 Dewatering 1 LS $30,000 $30,000! "#$%%&%&%%' ( $, )$*+%%

Preliminary Design Report ITEM QUANTITY UNITS UNIT COST TOTAL COST Structural Shoring 2700 SF $50 $135,000 SS Pipe Shoring 2400 SF $30 $72,000 Wet Well Concrete 230 CY $1,000 $230,000 72" Dia Precast Manhole 2 EA $15,000 $30,000 Asphalt Pavement Repair 1 LS $5,000 $5,000 Concrete Pavement and Aggregate Base 650 SY $40 $26,000 Wemco Submersible Pumps 4 EA $45,000 $180,000 Aluminum Checker Plate 290 SF $50 $14,500 Wet Well Access Hatches (2'x 2') 3 EA $2,000 $6,000 Precast Flow Meter Vault and Double Leaf Hatch 1 LS $30,000 $30,000 Valve Vault Concrete 35 CY $1,000 $35,000 Valve Vault Access Hatches 2 EA $7,500 $15,000 Vault Sump Pump 2 EA $200 $400 16" Flow Meter 1 EA $20,000 $20,000 20" x 16" Reducer (DI) 2 EA $1,500 $3,000 20" Ductile Iron Pipe 50 LF $200 $10,000 20" 90 degree elbow 1 EA $3,200 $3,200 20" 45 degree elbow 2 EA $2,500 $5,000 16" Ductile Iron Pipe 12 LF $160 $1,920 16" Plug Valve 1 EA $12,000 $12,000 12" Ductile Iron Pipe 110 LF $120 $13,200 12" x 8" Reducer (DI) 4 EA $1,000 $4,000 12" Swing Check Valve 4 EA $12,000 $48,000 12" Plug Valve 4 EA $9,000 $36,000 12" 45 degree elbow 4 EA $1,000 $4,000 Pipe Supports 1 LS $10,000 $10,000 10" Gravity Sewer 20 LF $100 $2,000 36" Gravity Sewer 50 LF $360 $18,000 36" SS Slide Gate w/ Motor Actuator 1 EA $35,000 $35,000 Misc. Piping, Valves, Fittings, etc. 1 LS $25,000 $25,000 Pipe/System Connections 1 LS $15,000 $15,000 Monorail/Hoist 1 EA $50,000 $50,000 Removable Aluminum Handrail 70 LF $150 $10,500 Bollards 6 EA $600 $3,600 Identification Devices 1 LS $10,000 $10,000 Painting and Protective Coatings 1 LS $20,000 $20,000 Stainless Steel Baffles 1 LS $20,000 $20,000 Wet Well Interior Platform Supports 250 SF $50 $12,500! "#$%%&%&%%' ( $0 )$*+%%

Preliminary Design Report ITEM QUANTITY UNITS UNIT COST TOTAL COST Pump Station Plastic Liner 1800 SF $12 $21,600 Building Ventilation System 1 LS $4,000 $4,000 Odor Control Fan and Soil Bed Modifications 1 LS $15,000 $15,000 Restroom and Sink 1 LS $5,000 $5,000 Electrical 1 LS $313,000 $313,000 Controls 1 LS $70,000 $70,000 SUBTOTAL $2,040,000 BONDS, INSURANCE, OVERHEAD AND PROFIT 18% $368,000 CONTINGENCY 25% $510,000 TOTAL WITH CONTINGENCY $2,918,000! "#$%%&%&%%' ( $4 )$*+%%

Discharge Piping 20" Existing Cast Iron Force Main 20" Station Discharge 12" Pump Discharge 16" Flow Meter Section Item Length (ft) Quantity K value Length (ft) Quantity K value Length (ft) Quantity K value Length (ft) Quantity K value Notes Increaser 1 0.20 90 deg fitting 2 0.50 Piping 30 Check Valve 2.00 Plug Valve 1 1.00 Tee - Branch to Line 1 1.00 TOTAL 30 4.70 Force main Pipe 150 Tee - Straight Line 3 0.6 Pipe 50 90 deg Fitting 1 0.25 45 deg Fitting 2 0.6 45 deg Fitting 2 0.60 Flow Meter 1 0.25 Pipe 15 Reducer for Flow Meter 2 1.00 Isolation Valve 1 0.30 TOTAL 150.0 0.60 50.0 1.45 0.0 0.0 15.0 1.55 Pipe Dimensions Nominal Diameter Actual ID Emerald Hydraulic Analysis (Pump F10K-HD)Pipe&Fitting Takeoff

Emerald Lift Station System Curve System Curve LWL HWL Friction Losses Minor Losses Total Losses Friction Losses Minor Losses Total Losses Q Q Pipe Dia. V V^2/2g L C S S x L K K x (v^2/2g) Q Total Losses TDH Q Q Pipe Dia. V V^2/2g L C S S x L K K x (v^2/2g) Q Total Losses TDH (gpm) (cfs) (in) (fps) (ft) (ft) (ft) (gpm) (ft) (ft) (gpm) (cfs) (in) (fps) (ft) (ft) (ft) (gpm) (ft) (ft) 0.0 0.00 16.00 0.00 0.000 15.0 100 0.0000 0.00 1.550 0.00 0.00 0.0 0.00 20.12 0.0 0.00 16.00 0.00 0.000 15.0 100 0.0000 0.00 1.550 0.00 0.00 0.0 0.00 15.12 0.0 0.00 20.00 0.00 0.000 50.0 100 0.0000 0.00 1.450 0.00 0.00 250.0 0.01 20.13 0.0 0.00 20.00 0.00 0.000 50.0 100 0.0000 0.00 1.450 0.00 0.00 250.0 0.01 15.13 0.0 0.00 20.00 0.00 0.000 150.0 100 0.0000 0.00 0.600 0.00 0.00 500.0 0.05 20.16 0.0 0.00 20.00 0.00 0.000 150.0 100 0.0000 0.00 0.600 0.00 0.00 500.0 0.05 15.16 0.00 750.0 0.10 20.22 0.00 750.0 0.10 15.22 1000.0 0.18 20.29 1000.0 0.18 15.29 250.0 0.56 16.00 0.40 0.002 15.0 100 0.0001 0.00 1.550 0.00 0.00 1250.0 0.27 20.39 250.0 0.56 16.00 0.40 0.002 15.0 100 0.0001 0.00 1.550 0.00 0.00 1250.0 0.27 15.39 250.0 0.56 20.00 0.26 0.001 50.0 100 0.0000 0.00 1.450 0.00 0.00 1500.0 0.39 20.51 250.0 0.56 20.00 0.26 0.001 50.0 100 0.0000 0.00 1.450 0.00 0.00 1500.0 0.39 15.51 250.0 0.56 20.00 0.26 0.001 150.0 100 0.0000 0.00 0.600 0.00 0.00 1700.0 0.50 20.61 250.0 0.56 20.00 0.26 0.001 150.0 100 0.0000 0.00 0.600 0.00 0.00 1700.0 0.50 15.61 0.01 2000.0 0.68 20.80 0.01 2000.0 0.68 15.80 2500.0 1.05 21.16 2500.0 1.05 16.16 500.0 1.11 16.00 0.80 0.010 15.0 100 0.0003 0.00 1.550 0.02 0.02 3000.0 1.49 21.61 500.0 1.11 16.00 0.80 0.010 15.0 100 0.0003 0.00 1.550 0.02 0.02 3000.0 1.49 16.61 500.0 1.11 20.00 0.51 0.004 50.0 100 0.0001 0.00 1.450 0.01 0.01 3100.0 1.59 21.70 500.0 1.11 20.00 0.51 0.004 50.0 100 0.0001 0.00 1.450 0.01 0.01 3100.0 1.59 16.70 500.0 1.11 20.00 0.51 0.004 150.0 100 0.0001 0.01 0.600 0.00 0.02 3500.0 2.01 22.13 500.0 1.11 20.00 0.51 0.004 150.0 100 0.0001 0.01 0.600 0.00 0.02 3500.0 2.01 17.13 0.05 4000.0 2.25 22.36 0.05 4000.0 2.25 17.36 4500.0 2.83 22.95 4500.0 2.83 17.95 750.0 1.67 16.00 1.20 0.022 15.0 100 0.0006 0.01 1.550 0.03 0.04 4650.0 3.48 23.60 750.0 1.67 16.00 1.20 0.022 15.0 100 0.0006 0.01 1.550 0.03 0.04 4650.0 3.48 18.60 750.0 1.67 20.00 0.77 0.009 50.0 100 0.0002 0.01 1.450 0.01 0.02 5000.0 4.01 24.13 750.0 1.67 20.00 0.77 0.009 50.0 100 0.0002 0.01 1.450 0.01 0.02 5000.0 4.01 19.13 750.0 1.67 20.00 0.77 0.009 150.0 100 0.0002 0.03 0.600 0.01 0.04 5500.0 4.83 24.94 750.0 1.67 20.00 0.77 0.009 150.0 100 0.0002 0.03 0.600 0.01 0.04 5500.0 4.83 19.94 0.10 6000.0 5.71 25.83 0.10 6000.0 5.71 20.83 6500.0 6.67 26.79 6500.0 6.67 21.79 1000.0 2.23 16.00 1.60 0.040 15.0 100 0.0010 0.02 1.550 0.06 0.08 6800.0 7.28 27.40 1000.0 2.23 16.00 1.60 0.040 15.0 100 0.0010 0.02 1.550 0.06 0.08 6800.0 7.28 22.40 1000.0 2.23 20.00 1.02 0.016 50.0 100 0.0003 0.02 1.450 0.02 0.04 7000.0 7.70 27.82 1000.0 2.23 20.00 1.02 0.016 50.0 100 0.0003 0.02 1.450 0.02 0.04 7000.00 7.70 22.82 1000.0 2.23 20.00 1.02 0.016 150.0 100 0.0003 0.05 0.600 0.01 0.06 7500.0 8.81 28.93 1000.0 2.23 20.00 1.02 0.016 150.0 100 0.0003 0.05 0.600 0.01 0.06 7500.00 8.81 23.93 0.18 8000.0 9.98 30.10 0.18 8000.00 9.98 25.10 8500.0 11.23 31.35 8500.00 11.23 26.35 1250.0 2.79 16.00 1.99 0.062 15.0 100 0.0015 0.02 1.550 0.10 0.12 9000.0 12.55 32.67 1250.0 2.79 16.00 1.99 0.062 15.0 100 0.0015 0.02 1.550 0.10 0.12 9000.00 12.55 27.67 1250.0 2.79 20.00 1.28 0.025 50.0 100 0.0005 0.03 1.450 0.04 0.06 9500.0 13.94 34.06 1250.0 2.79 20.00 1.28 0.025 50.0 100 0.0005 0.03 1.450 0.04 0.06 9500.00 13.94 29.06 1250.0 2.79 20.00 1.28 0.025 150.0 100 0.0005 0.08 0.600 0.02 0.09 1250.0 2.79 20.00 1.28 0.025 150.0 100 0.0005 0.08 0.600 0.02 0.09 0.27 0.27 Assumptions 1500.0 3.34 16.00 2.39 0.089 15.0 100 0.0022 0.03 1.550 0.14 0.17 1500.0 3.34 16.00 2.39 0.089 15.0 100 0.0022 0.03 1.550 0.14 0.17 IE at Discharge Manhole 80.05 ft 1500.0 3.34 20.00 1.53 0.036 50.0 100 0.0007 0.04 1.450 0.05 0.09 1500.0 3.34 20.00 1.53 0.036 50.0 100 0.0007 0.04 1.450 0.05 0.09 Pipe Crown in Discharge Manhole 81.71667 ft 1500.0 3.34 20.00 1.53 0.036 150.0 100 0.0007 0.11 0.600 0.02 0.13 1500.0 3.34 20.00 1.53 0.036 150.0 100 0.0007 0.11 0.600 0.02 0.13 Lift Station HWL Elevation 66.60 ft 0.39 0.39 Static head at HWL= 15.12 ft PS Floor Elevation = 59.60 ft 1700.0 3.79 16.00 2.71 0.114 15.0 100 0.0027 0.04 1.550 0.18 0.22 1700.0 3.79 16.00 2.71 0.114 15.0 100 0.0027 0.04 1.550 0.18 0.22 Pumps 2, 3, 4 Min Start 3.00 ft 1700.0 3.79 20.00 1.74 0.047 50.0 100 0.0009 0.05 1.450 0.07 0.11 1700.0 3.79 20.00 1.74 0.047 50.0 100 0.0009 0.05 1.450 0.07 0.11 Pumps 2, 3, 4 Off 2.00 ft 1700.0 3.79 20.00 1.74 0.047 150.0 100 0.0009 0.14 0.600 0.03 0.17 1700.0 3.79 20.00 1.74 0.047 150.0 100 0.0009 0.14 0.600 0.03 0.17 Pump Station LWL 61.60 ft 0.50 0.50 Static head at LWL= 20.12 ft 2000.0 4.46 16.00 3.19 0.158 15.0 100 0.0037 0.05 1.550 0.25 0.30 2000.0 4.46 16.00 3.19 0.158 15.0 100 0.0037 0.05 1.550 0.25 0.30 2000.0 4.46 20.00 2.04 0.065 50.0 100 0.0012 0.06 1.450 0.09 0.16 2000.0 4.46 20.00 2.04 0.065 50.0 100 0.0012 0.06 1.450 0.09 0.16 2000.0 4.46 20.00 2.04 0.065 150.0 100 0.0012 0.19 0.600 0.04 0.22 2000.0 4.46 20.00 2.04 0.065 150.0 100 0.0012 0.19 0.600 0.04 0.22 C (DIP)= 100 0.68 0.68 C (CI)= 110 C (PVC)= 120 2500.0 5.57 16.00 3.99 0.247 15.0 100 0.0055 0.08 1.550 0.38 0.47 2500.0 5.57 16.00 3.99 0.247 15.0 100 0.0055 0.08 1.550 0.38 0.47 2500.0 5.57 20.00 2.55 0.101 50.0 100 0.0019 0.09 1.450 0.15 0.24 2500.0 5.57 20.00 2.55 0.101 50.0 100 0.0019 0.09 1.450 0.15 0.24 2500.0 5.57 20.00 2.55 0.101 150.0 100 0.0019 0.28 0.600 0.06 0.34 2500.0 5.57 20.00 2.55 0.101 150.0 100 0.0019 0.28 0.600 0.06 0.34 1.05 1.05 3000.0 6.68 16.00 4.79 0.356 15.0 100 0.0078 0.12 1.550 0.55 0.67 3000.0 6.68 16.00 4.79 0.356 15.0 100 0.0078 0.12 1.550 0.55 0.67 3000.0 6.68 20.00 3.06 0.146 50.0 100 0.0026 0.13 1.450 0.21 0.34 3000.0 6.68 20.00 3.06 0.146 50.0 100 0.0026 0.13 1.450 0.21 0.34 3000.0 6.68 20.00 3.06 0.146 150.0 100 0.0026 0.39 0.600 0.09 0.48 3000.0 6.68 20.00 3.06 0.146 150.0 100 0.0026 0.39 0.600 0.09 0.48 1.49 1.49 3100.0 6.91 16.00 4.95 0.380 15.0 100 0.0083 0.12 1.550 0.59 0.71 3100.0 6.91 16.00 4.95 0.380 15.0 100 0.0083 0.12 1.550 0.59 0.71 3100.0 6.91 20.00 3.17 0.156 50.0 100 0.0028 0.14 1.450 0.23 0.36 3100.0 6.91 20.00 3.17 0.156 50.0 100 0.0028 0.14 1.450 0.23 0.36 3100.0 6.91 20.00 3.17 0.156 150.0 100 0.0028 0.42 0.600 0.09 0.51 3100.0 6.91 20.00 3.17 0.156 150.0 100 0.0028 0.42 0.600 0.09 0.51 1.59 1.59 3500.0 7.80 16.00 5.58 0.484 15.0 100 0.0103 0.15 1.550 0.75 0.91 3500.0 7.80 16.00 5.58 0.484 15.0 100 0.0103 0.15 1.550 0.75 0.91 3500.0 7.80 20.00 3.57 0.198 50.0 100 0.0035 0.17 1.450 0.29 0.46 3500.0 7.80 20.00 3.57 0.198 50.0 100 0.0035 0.17 1.450 0.29 0.46 3500.0 7.80 20.00 3.57 0.198 150.0 100 0.0035 0.52 0.600 0.12 0.64 3500.0 7.80 20.00 3.57 0.198 150.0 100 0.0035 0.52 0.600 0.12 0.64 2.01 2.01 4000.0 8.91 16.00 6.38 0.633 15.0 100 0.0132 0.20 1.550 0.98 1.18 4000.0 8.91 16.00 6.38 0.633 15.0 100 0.0132 0.20 1.550 0.98 1.18 4000.0 8.91 20.00 4.08 0.259 15.0 100 0.0045 0.07 1.550 0.40 0.47 4000.0 8.91 20.00 4.08 0.259 15.0 100 0.0045 0.07 1.550 0.40 0.47 4000.0 8.91 20.00 4.08 0.259 50.0 100 0.0045 0.22 1.450 0.38 0.60 4000.0 8.91 20.00 4.08 0.259 50.0 100 0.0045 0.22 1.450 0.38 0.60 2.25 2.25 Emerald Hydraulic Analysis (Pump F10K-HD) 8/30/2011

Emerald Lift Station Friction Losses Minor Losses Total Losses Friction Losses Minor Losses Total Losses Q Q Pipe Dia. V V^2/2g L C S S x L K K x (v^2/2g) Q Total Losses TDH Q Q Pipe Dia. V V^2/2g L C S S x L K K x (v^2/2g) Q Total Losses TDH (gpm) (cfs) (in) (fps) (ft) (ft) (ft) (gpm) (ft) (ft) (gpm) (cfs) (in) (fps) (ft) (ft) (ft) (gpm) (ft) (ft) 4500.0 10.03 16.00 7.18 0.801 15.0 100 0.0165 0.25 1.550 1.24 1.49 4500.0 10.03 16.00 7.18 0.801 15.0 100 0.0165 0.25 1.550 1.24 1.49 4500.0 10.03 20.00 4.60 0.328 15.0 100 0.0055 0.08 1.550 0.51 0.59 4500.0 10.03 20.00 4.60 0.328 15.0 100 0.0055 0.08 1.550 0.51 0.59 4500.0 10.03 20.00 4.60 0.328 50.0 100 0.0055 0.28 1.450 0.48 0.75 4500.0 10.03 20.00 4.60 0.328 50.0 100 0.0055 0.28 1.450 0.48 0.75 2.83 2.83 4650.0 10.36 16.00 7.42 0.855 15.0 100 0.0175 0.26 1.550 1.33 1.59 4650.0 10.36 16.00 7.42 0.855 15.0 100 0.0175 0.26 1.550 1.33 1.59 4650.0 10.36 20.00 4.75 0.350 50.0 100 0.0059 0.29 1.450 0.51 0.80 4650.0 10.36 20.00 4.75 0.350 50.0 100 0.0059 0.29 1.450 0.51 0.80 4650.0 10.36 20.00 4.75 0.350 150.0 100 0.0059 0.88 0.600 0.21 1.09 4650.0 10.36 20.00 4.75 0.350 150.0 100 0.0059 0.88 0.600 0.21 1.09 3.48 3.48 5000.0 11.14 16.00 7.98 0.988 15.0 100 0.0200 0.30 1.550 1.53 1.83 5000.0 11.14 16.00 7.98 0.988 15.0 100 0.0200 0.30 1.550 1.53 1.83 5000.0 11.14 20.00 5.11 0.405 50.0 100 0.0067 0.34 1.450 0.59 0.92 5000.0 11.14 20.00 5.11 0.405 50.0 100 0.0067 0.34 1.450 0.59 0.92 5000.0 11.14 20.00 5.11 0.405 150.0 100 0.0067 1.01 0.600 0.24 1.25 5000.0 11.14 20.00 5.11 0.405 150.0 100 0.0067 1.01 0.600 0.24 1.25 4.01 4.01 5500.0 12.25 16.00 8.78 1.196 15.0 100 0.0239 0.36 1.550 1.85 2.21 5500.0 12.25 16.00 8.78 1.196 15.0 100 0.0239 0.36 1.550 1.85 2.21 5500.0 12.25 20.00 5.62 0.490 50.0 100 0.0080 0.40 1.450 0.71 1.11 5500.0 12.25 20.00 5.62 0.490 50.0 100 0.0080 0.40 1.450 0.71 1.11 5500.0 12.25 20.00 5.62 0.490 150.0 100 0.0080 1.21 0.600 0.29 1.50 5500.0 12.25 20.00 5.62 0.490 150.0 100 0.0080 1.21 0.600 0.29 1.50 4.83 4.83 6000.0 13.37 16.00 9.57 1.423 15.0 100 0.0280 0.42 1.550 2.21 2.63 6000.0 13.37 16.00 9.57 1.423 15.0 100 0.0280 0.42 1.550 2.21 2.63 6000.0 13.37 20.00 6.13 0.583 50.0 100 0.0095 0.47 1.450 0.85 1.32 6000.0 13.37 20.00 6.13 0.583 50.0 100 0.0095 0.47 1.450 0.85 1.32 6000.0 13.37 20.00 6.13 0.583 150.0 100 0.0095 1.42 0.600 0.35 1.77 6000.0 13.37 20.00 6.13 0.583 150.0 100 0.0095 1.42 0.600 0.35 1.77 5.71 5.71 6500.0 14.48 16.00 10.37 1.670 15.0 100 0.0325 0.49 1.550 2.59 3.08 6500.0 14.48 16.00 10.37 1.670 15.0 100 0.0325 0.49 1.550 2.59 3.08 6500.0 14.48 20.00 6.64 0.684 50.0 100 0.0110 0.55 1.450 0.99 1.54 6500.0 14.48 20.00 6.64 0.684 50.0 100 0.0110 0.55 1.450 0.99 1.54 6500.0 14.48 20.00 6.64 0.684 150.0 100 0.0110 1.64 0.600 0.41 2.06 6500.0 14.48 20.00 6.64 0.684 150.0 100 0.0110 1.64 0.600 0.41 2.06 6.67 6.67 6800.0 15.15 16.00 10.85 1.828 15.0 100 0.0353 0.53 1.550 2.83 3.36 6800.0 15.15 16.00 10.85 1.828 15.0 100 0.0353 0.53 1.550 2.83 3.36 6800.0 15.15 20.00 6.94 0.749 50.0 100 0.0119 0.60 1.450 1.09 1.68 6800.0 15.15 20.00 6.94 0.749 50.0 100 0.0119 0.60 1.450 1.09 1.68 6800.0 15.15 20.00 6.94 0.749 150.0 100 0.0119 1.79 0.600 0.45 2.24 6800.0 15.15 20.00 6.94 0.749 150.0 100 0.0119 1.79 0.600 0.45 2.24 7.28 7.28 7000.0 15.60 16.00 11.17 1.937 15.0 100 0.0373 0.56 1.550 3.00 3.56 7000.0 15.60 16.00 11.17 1.937 15.0 100 0.0373 0.56 1.550 3.00 3.56 7000.0 15.60 20.00 7.15 0.794 50.0 100 0.0126 0.63 1.450 1.15 1.78 7000.0 15.60 20.00 7.15 0.794 50.0 100 0.0126 0.63 1.450 1.15 1.78 7000.0 15.60 20.00 7.15 0.794 150.0 100 0.0126 1.89 0.600 0.48 2.36 7000.0 15.60 20.00 7.15 0.794 150.0 100 0.0126 1.89 0.600 0.48 2.36 7.70 7.70 7500.0 16.71 16.00 11.97 2.224 15.0 100 0.0424 0.64 1.550 3.45 4.08 7500.0 16.71 16.00 11.97 2.224 15.0 100 0.0424 0.64 1.550 3.45 4.08 7500.0 16.71 20.00 7.66 0.911 50.0 100 0.0143 0.71 1.450 1.32 2.04 7500.0 16.71 20.00 7.66 0.911 50.0 100 0.0143 0.71 1.450 1.32 2.04 7500.0 16.71 20.00 7.66 0.911 150.0 100 0.0143 2.14 0.600 0.55 2.69 7500.0 16.71 20.00 7.66 0.911 150.0 100 0.0143 2.14 0.600 0.55 2.69 8.81 8.81 8000.0 17.82 16.00 12.77 2.530 15.0 100 0.0478 0.72 1.550 3.92 4.64 8000.0 17.82 16.00 12.77 2.530 15.0 100 0.0478 0.72 1.550 3.92 4.64 8000.0 17.82 20.00 8.17 1.036 50.0 100 0.0161 0.81 1.450 1.50 2.31 8000.0 17.82 20.00 8.17 1.036 50.0 100 0.0161 0.81 1.450 1.50 2.31 8000.0 17.82 20.00 8.17 1.036 150.0 100 0.0161 2.42 0.600 0.62 3.04 8000.0 17.82 20.00 8.17 1.036 150.0 100 0.0161 2.42 0.600 0.62 3.04 9.98 9.98 8500.0 18.94 16.00 13.56 2.857 15.0 100 0.0534 0.80 1.550 4.43 5.23 8500.0 18.94 16.00 13.56 2.857 15.0 100 0.0534 0.80 1.550 4.43 5.23 8500.0 18.94 20.00 8.68 1.170 50.0 100 0.0180 0.90 1.450 1.70 2.60 8500.0 18.94 20.00 8.68 1.170 50.0 100 0.0180 0.90 1.450 1.70 2.60 8500.0 18.94 20.00 8.68 1.170 150.0 100 0.0180 2.70 0.600 0.70 3.40 8500.0 18.94 20.00 8.68 1.170 150.0 100 0.0180 2.70 0.600 0.70 3.40 11.23 11.23 9000.0 20.05 16.00 14.36 3.203 15.0 100 0.0594 0.89 1.550 4.96 5.85 9000.0 20.05 16.00 14.36 3.203 15.0 100 0.0594 0.89 1.550 4.96 5.85 9000.0 20.05 20.00 9.19 1.312 50.0 100 0.0200 1.00 1.450 1.90 2.90 9000.0 20.05 20.00 9.19 1.312 50.0 100 0.0200 1.00 1.450 1.90 2.90 9000.0 20.05 20.00 9.19 1.312 150.0 100 0.0200 3.00 0.600 0.79 3.79 9000.0 20.05 20.00 9.19 1.312 150.0 100 0.0200 3.00 0.600 0.79 3.79 12.55 12.55 9500.0 21.17 16.00 15.16 3.568 15.0 100 0.0656 0.98 1.550 5.53 6.52 9500.0 21.17 16.00 15.16 3.568 15.0 100 0.0656 0.98 1.550 5.53 6.52 9500.0 21.17 20.00 9.70 1.462 50.0 100 0.0221 1.11 1.450 2.12 3.23 9500.0 21.17 20.00 9.70 1.462 50.0 100 0.0221 1.11 1.450 2.12 3.23 9500.0 21.17 20.00 9.70 1.462 150.0 100 0.0221 3.32 0.600 0.88 4.20 9500.0 21.17 20.00 9.70 1.462 150.0 100 0.0221 3.32 0.600 0.88 4.20 13.94 13.94 Emerald Hydraulic Analysis (Pump F10K-HD) 8/30/2011

Emerald Lift Station Discharge Losses Friction Losses Minor Losses Total Losses Q Q Pipe Dia. V V^2/2g L C S S x L K K x (v^2/2g) Q Total Losses (gpm) (cfs) (in) (fps) (ft) (ft) (ft) (gpm) (ft) 0.0 0.00 12 0.00 0.000 30.0 110 0.0000 0.00 4.700 0.00 0.00 0 0.00 0.0 0.00 6 0.00 0.000 0.0 110 0.0000 0.00 0.000 0.00 0.00 250 0.04 0.0 0.00 8 0.00 0.000 0.0 110 0.0000 0.00 0.000 0.00 0.00 500 0.18 0.00 750 0.39 1000 0.69 250.0 0.56 12 0.71 0.008 30.0 110 0.0003 0.01 4.700 0.04 0.04 1250 1.07 250.0 0.56 6 2.84 0.125 0.0 110 0.0078 0.00 0.000 0.00 0.00 1500 1.54 250.0 0.56 8 1.60 0.040 0.0 110 0.0019 0.00 0.000 0.00 0.00 1700 1.97 0.04 1750 2.09 2000 2.72 500.0 1.11 12 1.42 0.031 30.0 110 0.0010 0.03 4.700 0.15 0.18 2250 3.44 500.0 1.11 6 5.67 0.500 0.0 110 0.0280 0.00 0.000 0.00 0.00 2500 4.24 500.0 1.11 8 3.19 0.158 0.0 110 0.0069 0.00 0.000 0.00 0.00 2750 5.12 0.18 3000 6.08 3250 7.12 750.0 1.67 12 2.13 0.070 30.0 110 0.0020 0.06 4.700 0.33 0.39 3500 8.25 750.0 1.67 6 8.51 1.125 0.0 110 0.0593 0.00 0.000 0.00 0.00 3750 9.46 750.0 1.67 8 4.79 0.356 0.0 110 0.0146 0.00 0.000 0.00 0.00 0.39 Assumptions 1000.0 2.23 12 2.84 0.125 30.0 110 0.0035 0.10 4.700 0.59 0.69 1000.0 2.23 6 11.35 1.999 0.0 110 0.1011 0.00 0.000 0.00 0.00 C = 110 1000.0 2.23 8 6.38 0.633 0.0 110 0.0249 0.00 0.000 0.00 0.00 0.69 1250.0 2.79 12 3.55 0.195 30.0 110 0.0052 0.16 4.700 0.92 1.07 1250.0 2.79 6 14.18 3.124 0.0 110 0.1528 0.00 0.000 0.00 0.00 1250.0 2.79 8 7.98 0.988 0.0 110 0.0376 0.00 0.000 0.00 0.00 1.07 1500.0 3.34 12 4.26 0.281 30.0 110 0.0073 0.22 4.700 1.32 1.54 1500.0 3.34 6 17.02 4.499 0.0 110 0.2142 0.00 0.000 0.00 0.00 1500.0 3.34 8 9.57 1.423 0.0 110 0.0527 0.00 0.000 0.00 0.00 1.54 1700.0 3.79 12 4.82 0.361 30.0 110 0.0092 0.28 4.700 1.70 1.97 1700.0 3.79 6 19.29 5.778 0.0 110 0.2700 0.00 0.000 0.00 0.00 1700.0 3.79 8 10.85 1.828 0.0 110 0.0665 0.00 0.000 0.00 0.00 1.97 1750.0 3.90 12 4.96 0.383 30.0 110 0.0097 0.29 4.700 1.80 2.09 1750.0 3.90 6 19.86 6.123 0.0 110 0.2849 0.00 0.000 0.00 0.00 1750.0 3.90 8 11.17 1.937 0.0 110 0.0702 0.00 0.000 0.00 0.00 2.09 2000.0 4.46 12 5.67 0.500 30.0 110 0.0125 0.37 4.700 2.35 2.72 2000.0 4.46 6 22.69 7.997 0.0 110 0.3648 0.00 0.000 0.00 0.00 2000.0 4.46 8 12.77 2.530 0.0 110 0.0899 0.00 0.000 0.00 0.00 2.72 2250.0 5.01 12 6.38 0.633 30.0 110 0.0155 0.47 4.700 2.97 3.44 2250.0 5.01 6 25.53 10.122 0.0 110 0.4538 0.00 0.000 0.00 0.00 2250.0 5.01 8 14.36 3.203 0.0 110 0.1118 0.00 0.000 0.00 0.00 3.44 2500.0 5.57 12 7.09 0.781 30.0 110 0.0189 0.57 4.700 3.67 4.24 2500.0 5.57 6 28.37 12.496 0.0 110 0.5515 0.00 0.000 0.00 0.00 2500.0 5.57 8 15.96 3.954 0.0 110 0.1358 0.00 0.000 0.00 0.00 Emerald Hydraulic Analysis (Pump F10K-HD) 8/30/2011

Emerald Lift Station 2750.0 6.13 12 7.80 0.945 30.0 110 0.0225 0.67 4.700 4.44 5.12 2750.0 6.13 6 31.20 15.120 0.0 110 0.6580 0.00 0.000 0.00 0.00 2750.0 6.13 8 17.55 4.784 0.0 110 0.1621 0.00 0.000 0.00 0.00 5.12 3000.0 6.68 12 8.51 1.125 30.0 110 0.0264 0.79 4.700 5.29 6.08 3000.0 6.68 6 34.04 17.994 0.0 110 0.7731 0.00 0.000 0.00 0.00 3000.0 6.68 8 19.15 5.693 0.0 110 0.1904 0.00 0.000 0.00 0.00 6.08 3250.0 7.24 12 9.22 1.320 30.0 110 0.0306 0.92 4.700 6.20 7.12 3250.0 7.24 6 36.88 21.118 0.0 110 0.8966 0.00 0.000 0.00 0.00 3250.0 7.24 8 20.74 6.682 0.0 110 0.2208 0.00 0.000 0.00 0.00 7.12 3500.0 7.80 12 9.93 1.531 30.0 110 0.0352 1.05 4.700 7.19 8.25 3500.0 7.80 6 39.72 24.492 0.0 110 1.0285 0.00 0.000 0.00 0.00 3500.0 7.80 8 22.34 7.749 0.0 110 0.2533 0.00 0.000 0.00 0.00 8.25 3750.0 8.36 12 10.64 1.757 30.0 110 0.0399 1.20 4.700 8.26 9.46 3750.0 8.36 6 42.55 28.116 0.0 110 1.1687 0.00 0.000 0.00 0.00 3750.0 8.36 8 23.94 8.896 0.0 110 0.2878 0.00 0.000 0.00 0.00 9.46 4.24 Emerald Hydraulic Analysis (Pump F10K-HD) 8/30/2011

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Emerald Lift Station Q Suction/ Discharge Losses System Curve at LWL System Curve at HWL Wemco Pump Curve F10K-HD (1150 rpm) Wemco F10K-HD Adjusted Pump Curve (1150 rpm) Wemco Pump Curve F10K-HD (1060 rpm) Wemco F10K-HD Adjusted Pump Curve (1060 rpm) Wemco F10K-HD Adjusted Pump Curve for (2) Pumps in Parallel (1060 rpm) Wemco F10K-HD Adjusted Pump Curve for (3) Pumps in Parallel (1060 rpm) Wemco F10K-HD Adjusted Pump Curve for (4) Pumps in Parallel (1060 rpm) Wemco F10K- HD Pump Curve (850 rpm) Wemco F10K- HD Adjusted Pump Curve (850 rpm) Wemco F10K-HD Adjusted Pump Curve for (2) Pumps in Parallel (850 rpm) Wemco F10K-HD Adjusted Pump Curve for (3) Pumps in Parallel (850 rpm) (gpm) (ft) (ft) (ft) (ft) (ft) (ft) (ft) gpm gpm gpm (ft) (ft) 0.0 0.00 1150 gpm Pump Curve from Wemco 1060 rpm Pump Curve from Wemco 850 rpm Pump Curve from Wemco 250.0 0.04 - - - - - - - - - - - - 500.0 0.18 - - - - - - - - - - - - 750.0 0.39 - - 41.0 40.6 1500.0 2250.0 3000.0 25.0 24.6 1500.0 2250.0 3000.0 1000.0 0.69 45.00 44.31 38.0 37.3 2000.0 3000.0 4000.0 22.0 21.3 2000.0 3000.0 4000.0 1250.0 1.07 41.00 39.93 34.0 32.9 2500.0 3750.0 5000.0 20.0 18.9 2500.0 3750.0 5000.0 1500.0 1.54 37.50 35.96 31.0 29.5 3000.0 4500.0 6000.0 17.0 15.5 3000.0 4500.0 6000.0 1700.0 1.97 34.00 32.03 28.5 26.5 3400.0 5100.0 6800.0 15.3 13.3 3400.0 5100.0 6800.0 1750.0 2.09 33.50 31.41 28.0 25.9 3500.0 5250.0 7000.0 15.0 12.9 3500.0 5250.0 7000.0 2000.0 2.72 30.00 27.28 25.5 22.8 4000.0 6000.0 8000.0 12.5 9.8 4000.0 6000.0 8000.0 2250.0 3.44 27.50 24.06 22.5 19.1 4500.0 6750.0 9000.0 10.0 6.6 4500.0 6750.0 9000.0 2500.0 4.24 25.00 20.76 20.0 15.8 5000.0 7500.0 10000.0 7.0 2.8 5000.0 7500.0 10000.0 2750.0 5.12 22.00 16.88 17.0 11.9 5500.0 8250.0 11000.0 4.0-1.1 5500.0 8250.0 11000.0 3000.0 6.08 18.50 12.42 13.5 7.4 6000.0 9000.0 12000.0 0.5-5.6 6000.0 9000.0 12000.0 3250.0 7.12 14.50 7.38 9.5 2.4 6500.0 9750.0 13000.0 - - - - - 3500.0 8.25 11.00 2.75 6.0-2.2 7000.0 10500.0 14000.0 - - - - - 3750.0 9.46 7.00-2.46 - - - - - - - - - - 0.0 20.12 15.12 250.0 20.13 15.13 500.0 20.16 15.16 750.0 20.22 15.22 1000.0 20.29 15.29 1250.0 20.39 15.39 1500.0 20.51 15.51 1700.0 20.61 15.61 2000.0 20.80 15.80 2500.0 21.16 16.16 3000.0 21.61 16.61 3100.0 21.70 16.70 3500.0 22.13 17.13 4000.0 22.36 17.36 4500.0 22.95 17.95 4650.0 23.60 18.60 5000.0 24.13 19.13 5500.0 24.94 19.94 6000.0 25.83 20.83 6500.0 26.79 21.79 6800.0 27.40 22.40 7000.0 27.82 22.82 7500.0 28.93 23.93 8000.0 30.10 25.10 8500.0 31.35 26.35 9000.0 32.67 27.67 9500.0 34.06 29.06 Wemco F10K-HD Adjusted Pump Curve for (4) Pumps in Parallel (850 rpm) Emerald Hydraulic Analysis (Pump F10K-HD) 8/30/2011

37.5 Head (ft) 30 22.5 15 HIDROSTAL PRE-ROTATION PERFORMANCE 80 Eff (%) 60 40 Pumps: Model: Speed: F10K-HD 1060 F10K-HD 850 F10K-HD 1060 30 F10K-HD 850 20 BHP (hp) 10 PreRotation Range 0 400 800 1200 1600 2000 2400 2800 3200 3600 Flow (gpm) 0 Customer Name: Modesto Emerald Lift Station Date: 08-26-2011 Pump ID: F10K-HD By: Frank Zgoda Quote No: Curve No.:

WEMCO-HIDROSTAL PUMPS IMMERSIBLE SINGLE SPEED MOTOR DATA FOR TYPE F PUMPS Synchronous Speed 1800 1200 900 Motor Model 230 V FE4C4 FE4T4 FE5B4 FE5B4 FE5V4 FEXW6 FE4A6 FE4A6 FEXQ8 FEXW8 Motor Model 460 V FE4C4 FE4T4 FE5B4 FE5B4 FE5V4 FEXW6 FE4A6 FE4A6 FEXQ8 FEXW8 HP 38.0 51.0 60.0 74.0 101.0 13.8 21.0 30.0 10.5 12.8 FULL RPM 1752 1760 1775 1766 1770 1122 1145 1145 816 795 LOAD Efficiency 88 90 88 88 91 78 86 86 78 78 PERF Power Factor 81 85 84 85 90 60 87 80 74 76 DATA Input KW 32.0 42.0 51.0 63.0 82.0 13.2 18.6 26.0 10.0 12.2 Amps (460V) 50.0 63.0 76.0 92.0 115.0 28.0 27.0 40.0 17.0 20.0 HP 28.5 38.3 45.0 56.0 75.4 10.4 15.8 22.5 7.9 9.6 75% RPM 1777 1772 1787 1778 1777 1141 1162 828 807 LOAD Efficiency 87 90 87 88 91 78 87 87 78 80 PERF Power Factor 76 81 81 83 85 52 86 75 67 70 DATA Input KW 24.0 31.5 38.3 46.9 61.5 9.7 13.8 19.2 7.6 9.0 Amps (460V) 39.0 49.0 55.0 72.0 87.0 24.5 32.0 13.0 16.0 HP 19.0 26.0 30.0 37.0 50.3 6.9 10.5 15.0 5.3 6.4 50% RPM 1789 1783 1795 1786 1785 1157 1177 838 816 LOAD Efficiency 83 87 83 85 89 76 84 86 77 78 PERF Power Factor 66 70 70 75 78 42 80 64 53 56 DATA Input KW 16.0 21.0 26.0 32.4 41.0 6.7 9.4 13.4 5.1 6.1 Amps (460V) 32.0 38.0 37.0 54.0 64.0 21.9 26.0 9.0 11.0 Start Amps (460 V) 315 473 593 598 955 95 124 192 71 70 NEMA/NEC Code Letter H J J H J F E F F D Cable Type (230 V) XD1A7 XD1A8 XD1B7 XD1B7 XD1B8 XC1A5 XC1A5 XD1A7 XC1A3 XC1A4 Cable OD 1 1/2" 1 3/4" 1 1/2" 1 1/2" 1 3/4" 1 1/8" 1 1/8" 1 1/2" 7/8" 7/8" Cable Leads (# X mm) 4 X 25 4 X 35 (2) 4X25 (2) 4X25 (2) 4X35 4X10 4X10 4 X 25 4 X 4 4 X 6 Cable Type (460 V) XC1A5 XD1A6 XD1A7 XD1A7 XD1A8 XC1A3 XC1A3 XC1A5 XC1B1 XC1A2 Cable OD 1 1/8" 1 1/4" 1 1/2" 1 1/2" 1 3/4" 7/8" 7/8" 1 1/8" Cable Leads (# X mm) 4 X 10 4 X 16 4 X 25 4 X 25 4 X 35 4 X 4 4X4 4X10 10X1.5 7X2.5 Locked rotor/run torque 3.3 3.7 3.5 2.0 3.6 3.4 1.5 1.9 2.8 2.0 Wiring Diagram 96-EL 5431E 98-EL 5808E 96-EL 5431E These motors have a thermal control cable with 4 leads of 1.5mm2 (5/8"OD) and a moisture protection cable with 5 leads of 1.5mm2 (3/4"OD). Motor Service Factor: 1.0 Maximum Temperature Rise (of windings): 115C Maximum Ambient Temperature: 40C Page 4 79716 Rev 5 6/9/10 RF

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station KICKOFF/WORKSHOP No. 1 MEETING Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni,, Miller Pezzoni & Associates Meeting Agenda Items I. Work Plan A. Project Introduction B. Project Team 1. Roles and Responsibilities 2. Communication C. Scope of Work 1. Project Tasks and Subtasks 2. Optional Tasks D. Project Schedule 1. Project Schedule 2. Deliverables, City Input, and Review Schedule 1) Workshop Meetings 2) Preferred Alternative Selection (1 week) 3) Draft Preliminary Design Report Submittal July 27, 2011 4) Draft Preliminary Design Report review period (3 weeks) 5) Final Preliminary Design Report Submittal August 31, 2011 3. Meeting Dates/Time/Attendees APRIL 5, 2011 9:00 AM- NOON AGENDA 1) Kickoff Meeting/Workshop Meeting No. 1 and Site Visit April 5, 2011 (Today) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 3

2) Workshop Meeting No. 2 and Site Visit May 11, 2011 (9am-Noon) 3) Workshop Meeting No. 3 and Site Visit June 8, 2011 (9am-Noon) 4) Draft Preliminary Design Report Meeting July 27, 2011 (9am-11am) E. Project Budget II. III. Lift Station Alternatives A. Emerald Lift Station 1) Develop up to three conceptual level lift station alternatives including a combination of Rehabilitation and Replacement alternatives. 2) Discussion Items a) Rehabilitation vs. Replacement b) Dry pit/wet pit vs. Submersible station c) Preferences, input, concerns B. Hahn Lift Station 1) Develop up to two conceptual level lift station alternatives for replacement of the lift station on the new site. 2) Discussion Items a) Dry pit/wet pit vs. Submersible station b) Structures, walls/fence, landscaping, etc. c) Preferences, input, concerns Design Criteria A. Pump Station Items for Discussion (Hahn and Emerald) 1) Grinders/Bar Racks 2) Sump Pumps (location) 3) Auxiliary Systems (water, compressed air, etc.) 4) Forcemain Isolation Valve 5) Wetwell Isolation Gate 6) Single vs Dual Wetwell (isolation capability). 7) Emergency bypass pumping capability (pump vs connections) (Flow?) 8) Hoist and Monorail Systems 9) Permanent vs. Portable Standby Generator (Hahn Lift Station) 10) Flow Meters 11) Variable Speed vs Constant Speed 12) Monitoring, SCADA, and alarms for equipment failures and out of range process conditions. Alarm annunciation location. 13) Uninterruptible power supply for instrumentation, controls, and telemetry. 14) Other items B. See Design Criteria attachment IV. Other Scope of Work Tasks A. Task 2 Review Background Information B. Task 3 Utility Coordination C. Task 4 Survey 1) Survey Notice-to-Proceed/Schedule HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 3

V. Background Information Request VI. Site Visits VII. Workshop Meeting No. 2/Site Visit A. Date/Time: 1) May 11, 2011; 9am-Noon B. Discussion Topics: 1) Design Criteria (Finalize) 2) Lift Station Alternatives Discussion (Preferred Alternative Selection) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 3

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station KICKOFF/WORKSHOP No. 1 MEETING Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Gregg Miller, Miller Pezzoni & Associates Kevin Pezzoni,, Miller Pezzoni & Associates Meeting Minutes I. Work Plan A. Scope of Work 1. The scope of work has been modified per City input from the contractual scope to provide two separately bound Preliminary Design Reports for Emerald and Hahn Lift Stations. This is a no cost change. B. Project Schedule APRIL 5, 2011 9:00 AM- NOON Meeting Minutes Revised 1. Meeting Dates/Time/Attendees a) Kickoff Meeting/Workshop Meeting No. 1 and Site Visit April 5, 2011 (Today) b) Workshop Meeting No. 2 and Site Visit May 12, 2011 (9am-Noon) (Note: Meeting date revision due to City conflict c) Workshop Meeting No. 3 and Site Visit June 9, 2011 (9am-Noon) (Note: Meeting date was mistyped in the Work Plan provided) d) Draft Preliminary Design Report Meeting July 27, 2011 (9am-11am) 2. All meetings have been scheduled. a) Lou has scheduled the meetings noted above with City staff. b) Dana has scheduled the meeting noted above with HDR and Miller-Pezzoni staff. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 5

II. Lift Station Alternatives A. General 1. HDR will evaluate up to two alternatives for the Hahn Lift Station and up to three alternatives for the Emerald Lift Station. 2. Upon discussion at the meeting, the following alternatives were selected for evaluation. a) Emerald Lift Station 1) Rehabilitate the existing lift station for use as a drywell/wetwell station similar to the approach shown in the HDR interview presentation, including drywell and wetwell below grade expansions, standard stairs, overhead crane for pump removal, and drypit submersible pumps (Wemco or Flygt). 2) Rehabilitate the existing lift station for use as a submersible self-cleaning trench style type station, including structural modifications and potential wetwell below grade expansion(s). Above grade portions of the station above the wetwell will be demolished. The below grade portion of the drywell will be abandoned in place (filled and concrete placed in existing floor openings) Pumps manufacturers may include: Wemco or Flygt. The existing above grade portion of the drywell will be reused for electrical equipment. 3) Replace the existing list station with a new submersible self-cleaning trench style type station similar to the approach shown in the HDR proposal and interview presentation. The above grade portion of the station above the wetwell will be demolished for site access. The below grade portion of the drywell will be abandoned in place (filled and concrete placed in existing floor openings).the existing above grade portion of the drywell will be reused for electrical equipment. Pumps manufacturers may include: Wemco or Flygt. b) Hahn Lift Station 1) The only alternative to be evaluated for Hahn includes replacement of the existing lift station on the new site with two-pump submersible station (1 duty pump plus 1 standby pump) similar to the approach shown in the HDR proposal and interview presentation, with the following exceptions as noted in the meeting. - The parcel information for the site was provided by Lou. Map #25MO32. - The site within the fence/walled area as shown in the proposal and interview will be enlarged as outlined below. - Place pump station away from residence (NE corner of site) and locate control panel near wetwell. The other electrical panels (including the meter and transfer switch) shall be placed to accommodate incoming power and located to park the portable generator. The panels shall be placed back to back and likely on the east side of the site. - Locate the fence set back from the two streets for the site a total distance of 20 feet (This includes 8 inches for curb, 4 foot sidewalk, 5 4 additional space to the property line, and an additional 10 feet beyond the property line which is the public utility easement (PUE). The entire area behind the curb to the fence shall be landscaped under this project and the 10 foot PUE may be used in the future for a soil bed odor control bed if needed. The property line location shall be confirmed by surveyor. Landscaping shall be like Rose Celeste site outside of fence; however, plant materials may be different. - Provide rectangular wetwell with Wemco Pumps w/ pre-rotation basins similar to Northgate Drive Lift Station (plans provided by Lou to HDR). A rectangular station wetwell configuration is preferred over round configuration. - Wetwell and Vault shall be elevated with non-traffic rated hatches. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 5

- Permanent generator will not be provided. - Site shall have concrete pavement, fence and sound walls similar to Rose Celeste List Station. - Provide two gates for drive-thru and a man gate. B. Emerald Lift Station Input and Direction 1. The firm capacity of the Emerald lift station shall be designed 3,100 gpm based on the Master Plan. Per direction at the meeting, the station shall be designed to pump 3,100 gpm = 4.5 mgd (reliably) with permanent standby power. In addition, the station shall be designed to pump 6,800 gpm = 9.8 mgd with all units operating, no standby power. The direction at meeting was to use a self priming portable unit to make up the difference between 6,800 gpm = 9.8 mgd and all installed pumps (duty and standby) since this will be a rare occasion when the West Truck is taken out of service in the future. It should be noted that 6,800 gpm = 9.8 mgd is the PWWF and the West Trunk will likely not be take out of service in the winter unless it is an emergency. a) Provide adequate space on site for the engine driven pump. b) Three electric submersible pumps (2 duty pumps plus 1 standby) plus the engine driven pump will be required to pump 6,800 gpm of flow. No standby pumps to be provided. c) The wetwell levels will have to be raised when operating the portable pump since there are limitations to the self-priming pump s lift. The City was consulted and believes that surcharging will not be an issue. The City will provide the maximum water elevation within the sewer at the lift station site that can be accommodated without impacting the upstream sewer system. 2. Lou provided information that the maximum surcharge level within the wetwell/ sewer at the Emerald site shall be no higher than elevation 70.55 (current datum). 3. Cleaning sand and grit from the existing Emerald Lift Station is difficult. Provide access for a vacuum truck on site. 4. No grease issue now, but also do not want to create a grease issue with the new station design. 5. The new Emerald Lift Station alternative would be the largest submersible station the City would have if it is replaced or rehabilitated to be a submersible station. The City is not adverse to trench style wetwells, although they would like examples of past projects to get a handle on the required O&M. The submersible stations have the advantage of not requiring staff to enter the wetwell. 6. The soil bed at Emerald is functioning properly and does not need to be replaced. 7. The City questioned the use of a 90 turn at the entrance to the wetwell in the alternative for the new proposed submersible station, since they were concerned that it may create more shearing and odor issues. Unfortunately, the site constraints provide limitations on the layout for a new submersible station. The layout will be evaluated to provide addition space between the 90 entrances and the ogee weir. Under normal operation the wetwell will run higher and splashing and shearing of flow is not anticipated to occur. 8. Rose Celeste is a trench style. Lou will send drawings to HDR as an example. 9. Provide a wetwell isolation gate. 10. Dual wetwells are not required. 11. If pump removal is from the interior of the building (drypit/wetpit alternative) a monorail and hoist are required. If pump removal is from the outside (hatch), the City s boom truck could possibly be used. The City s boom truck has a capacity of 5,000 LBS. City will verify the capacity of their boom truck to determine if it can unseat and lift the pumps. HDR will provide the selected equipment weight and force HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 5

required to unseat pump to the City. If a boom truck can not be used, a permanent monorail with crane will be provided. 12. Provide flow meter at Emerald. Flow meter shall be magnetic type. The flow meter may neck down in size from 20 diameter to save cost, but it is not required.. The diameter of the flow meter shall be appropriate for accurate readings upto 6,800 gpm. 13. Emerald pumps shall have variable frequency drives for the submersible alternatives. ABB is a preferred manufacturer. The existing pump station is constant speed due to the large non-self cleaning wetwell volume. 14. Emerald shall mimic the Scenic lift station as far as alarms, etc. 15. Tasks 8 to 9 are optional for Emerald Lift Station and will not be authorized until the preferred alternative is selected assuming that the existing pump station is reused. Based on the discussion, a worst case cost should be assumed in the alternatives cost analysis. C. Hahn Lift Station Input and Direction 1. Surface drainage at Hahn drains into the existing wetwell (via a pipe near the curb near the existing drywell) when the rock wells flood. The existing wetwell will be reused as a sewer manhole in the system; however, the new station shall separate storm drainage from sewer flows by potentially converting the current Hahn dry pit into a rock well, provided the topography does not drain the location to another rockwell (drainage to be confirmed with survey of site). This information shall be included in the preliminary design report so it gets noted in the final design. City will have to address storm drain issues as part of a separate project. 2. 900 gpm is the firm capacity and shall be accomplished with one duty and one standby pump. HDR will send pump selection to City when selection is finalized. The City may have existing pumps in the system and wishes to standardize if possible. Currently the Hahn Lift Station has no grease issues. 3. Provide adequate space on the site for a vacuum truck. Path of travel in the site shall be designed to prevent staff from having to backup on the site. Provide two gates for drive-thru and a man gate. Provide a motorized gate with remote clicker. Door King is one manufacturer the City prefers. Keep wetwell towards NE corner of the site. Maintain the control panel closer to wetwell at NE corner of the site. 4. CMU walls shall be constructed on west and south sides away from property line, leaving the existing neighbor fences. Provide space for soil bed at Hahn site. Locate on the inside of the site fence at a later date by moving the fence. A landscaping strip shall be provided around the fence at this time for potential soil bed use. Fence shall be the same type as at Rose Celeste Lift Station. Provide bollards between panel and fence. 5. No permanent standby generator is required. The City will provide a portable generator when needed. Put in a manual transfer switch and plug for connection to a City provided portable generator. Square wetwells are preferred for submersible stations with pre-rotation basins when using Wemco pumps. In addition, the square wetwells allows for better accuracy from the ultrasonic level transducers. 6. The Hahn design shall include the following meeting decisions: a) Two access hatches. b) A bypass connection for portable pump shall be provided. c) No intermediate valve vault platform shall be provided. d) Provide pump back flush piping and valve. Provide a switch in the vault to allow the pumps to be operated. e) No bar screens or grinders are required. f) No interconnecting gravity drain from valve vault to wetwell will be provided. A sump pump will be used for vault drainage. g) Precast valve vault. h) No wetwell isolation slide gate. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 4 of 5

i) No dual wetwells. j) Large hatches. k) No forcemain isolation valve. l) Raise hatches and provide non-traffic rated hatches. 7. The pumps at Hahn shall be constant speed. Hahn controls shall be similar to the other City submersible lift stations. Provide sump pump run signal. No flow meter is required. III. Design Criteria A. Provide T-Lock or HDPE Stud Liner on all interior surfaces of new wetwells, except the floors. Details will need to be provided for sealing the T-lock at the wall to floor interfaces. B. Top of structures shall be 6 above grade. This allows the use of 300 LB heavy-duty access hatches as opposed to H20 traffic-rated. Pumps and hatches shall be mounted closer to wetwell walls to allow easier access for staff and the vacuum trucks. C. Provide 1 water service and reduced pressure backflow preventer to each site. If seal water is required it will be from the potable water service with backflow preventor. No air compressors or air service is required. D. Slope forcemain up towards discharge manhole where new forcemain piping is installed. E. No intrusion switches required on access hatches. They are required at all other doors and electrical panels. F. Dezurik plug valves shall be provided for isolation and shall have fusion bonded epoxy lining. Check valve will be similar specification as La Loma Lift Station. G. HDR will update the design criteria and provide at the next meeting. IV. Other Scope of Work Tasks A. Task 4 Survey Work 1) Survey work will commence shortly and will be coordinated with Lou. V. Next Meeting - Workshop Meeting No. 2/Site Visit A. Date/Time: 1) May 11, 2011; 9am-Noon B. Discussion Topics: 1) Design Criteria (Finalize) 2) Lift Station Alternatives Discussion (Preferred Alternative Selection) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 5 of 5

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station WORKSHOP No. 2 MEETING Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni/Gregg Miller, Miller Pezzoni & Associates Meeting Agenda Items I. Lift Station Alternatives A. Emerald Lift Station 1) Develop three conceptual level lift station alternatives including a combination of Rehabilitation and Replacement alternatives. a) Alternative 1 Rehabilitation of the existing drypit/wetpit lift station b) Alternative 2 Rehabilitation of the existing lift station into a submersible lift station c) Alternative 3 Replacement of the existing lift station on site with a new submersible self cleaning trench style lift station 2) Alternative development includes conceptual level alternatives including background information,, design criteria, figures, descriptions, and cost estimates for City selection of the preferred alternative tive to be developed to the 35 percent level. B. Hahn Lift Station 1) Develop a single conceptual level lift station alternative for replacement of the lift station on the new site. 2) Alternative development includes conceptual level development including background information, design criteria, figures, description, and cost estimate for City review prior to development of the preferred alternative to the 35 percent level. C. City Review Period (1 week) MAY 12, 2011 9:00 AM- NOON AGENDA 1) City to provide direction on the preferred alternative for the Emerald Lift Station and comments on the information presented for incorporation into the preferred alternative HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 2

development and draft preliminary design report. Direction shall be provided to HDR by May 18 th per the project schedule. II. Other Scope of Work Tasks A. Task 3 Utility Coordination 1) Utility information will be obtained. B. Task 4 Survey 1) Survey information is expected this week. C. Task 5 Geotechnical Study 1) Geotechnical work is dependent on the preferred lift station alternatives. Work is scheduled to commence on May 18 th. D. Subtask 6.3 Develop Preferred Lift Station Alternative 1) HDR will proceed with development of the preferred lift station alternatives for Emerald and Hahn Lift Stations. E. Optional Task 8 Corrosion Evaluation 1) Corrosion evaluation work is dependent on the preferred lift station alternative selected for the Emerald Lift Station. If Alternative 1 or 2 is selected, work is scheduled to commence on May 18 th. HDR will need authorization from the City for this task. F. Optional Task 9 Structural Evaluation 1) Structural evaluation work is dependent on the preferred lift station alternative selected for the Emerald Lift Station. If Alternative 1 or 2 is selected, work is scheduled to commence following Task 8 on June 22 th. HDR will need authorization from the City for this task. III. Site Visit A. A site visit is optional following the meeting based on participants request. IV. Workshop Meeting No. 3/Site Visit A. Date/Time: 1) June 9, 2011; 9am-Noon B. Discussion Topic: 1) Preferred Lift Station Alternative development HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 2

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station WORKSHOP MEETING No. 2 Revised May 24, 2011 Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni,, Miller Pezzoni & Associates Meeting Minutes I. Emerald MAY 12, 2011 9:00 AM- NOON MEETING MINUTES A. The firm capacity of the Emerald lift station shall be designed for 3,100 gpm. Per direction at the Kickoff/ Workshop Meeting No. 1, the station shall be designed to pump 3,100 gpm = 4.5 mgd (reliably) with permanent standby power. In addition, the station shall be designed to pump 6,800 gpm = 9.8 mgd (total flow that must be pumped by the Emerald Lift Station in the future if the Emerald Relief Sewer is temporarily taken out of service for maintenance or any other reason) with all units operating with no standby power. The direction at Kickoff/ Workshop Meeting No. 1 was to use a self priming portable unit to make up the difference between 6,800 gpm = 9.8 mgd and all installed led pumps (duty and standby) since this will be a rare occasion when the West Truck is taken out of service in the future. Upon receipt of the maximum allowable surcharge elevation of 70.55 (based on current NAVD88 datum) within the incoming sewer at the Emerald Lift Station, it was determined that this elevation was too low for proper operation of a self-priming engine-driven pump. Based on this determination the alternatives analysis for the Emerald Lift Station included the use of four 20 hp submersible pumps to pump flows in parallel to achieve 6,800 gpm. This concept was accepted by the City. Two pumps are required to pump PWWFs of 3,100 gpm with a third pump serving as backup. The City may elect to not install the forth pump in the wetwell initially and have a pump on hand that can be installed if needed. The City s Jefferson Lift Station uses Wemco F10K submersible pumps. All four 20 hp pumps could be operated from the existing electrical service. B. HDR discussed the background information on the Emerald Lift Station, design criteria, and the three alternatives analyzed including layouts, construction costs, advantages and HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 4

disadvantages, and construction sequencing. The three alternatives are outlined below. The City indicated a preliminary selection of Alternative 3 based on the estimated construction cost and advantages and disadvantages outlined. A formal selection will be indicated in writing to HDR after the City review period (May 18, 2011). If the new lift station alternative is confirmed, the optional tasks for evaluating the corrosion and structural integrity of the existing lift station will not required in the project. 1) Alternative 1. Rehabilitate the existing lift station for use as a drywell/wetwell station similar to the approach shown in the HDR interview presentation, including drywell and wetwell below grade expansions, standard stairs, overhead crane for pump removal, and drypit submersible pumps (Wemco or Flygt). 2) Alternative 2. Rehabilitate the existing lift station for use as a submersible self-cleaning trench style type station, including structural modifications and potential wetwell below grade expansion(s). Above grade portions of the station above the wetwell will be demolished. The below grade portion of the drywell will be abandoned in place (filled and concrete placed in existing floor openings). Pumps manufacturers may include: Wemco or Flygt. The existing above grade portion of the drywell will be reused for electrical equipment. 3) Alternative 3. Replace the existing lift station with a new submersible selfcleaning trench style type station similar to the approach shown in the HDR proposal and interview presentation. The above grade portion of the station above the wetwell will be demolished for site access. The below grade portion of the drywell will be abandoned in place (filled and concrete placed in existing floor openings). The existing above grade portion of the drywell will be reused for electrical equipment. Pumps manufacturers may include Wemco or Flygt. C. Approximately 10 feet of the 20 forcemain just upstream of the existing manhole off site where the forcemain discharges to gravity is asbestos cement pipe. The pre-design report should include provisions for replacing this piping under the design project. D. The existing generator currently has 24 hours of fuel storage; therefore, no changes to the fuel tank will be required under the project. E. The City has difficulty when trying to remove and install pumps with their boom truck at the Jefferson Lift Station. These are the same size and model of pumps anticipated to be installed at the Emerald Lift Station. The pre-design report should address this issue. F. It is acceptable to drive over the valve vault portion of the new submersible lift station (Alternative 3) for improved access to the pumps and site. The access checkered plate or hatches would need to be designed for H20 loading. If a monorail is designed (which is preferred by the City due to current difficulty in removing pumps at the Jefferson Lift Station with a boom truck), the support frame should be configured so it does not conflict with the vacuum truck. G. The pre-design should incorporate more opening area in the top of wetwell to allow access to the wetwell for maintenance. The City would prefer one large opening if possible. HDR indicated that this may not be possible but if not, the beams could be designed to be removed with the hatches and/or checker plates. A series of larger access hatches or checkered plates with removable beams could be provided. Small access hatches within the main access hatches or checkered plates should be provided for periodic inspection of the wetwell without having to remove the main access hatches/checker plates. The City also requested that a frame be placed in the wetwell to allow a portable intermediate platform to be placed within the wetwell for better/closer access. H. The City has another submersible trench-style station where flow down the Ogee weir to the end wall creates an aerosol effect. The new station Ogee weir should be designed to minimize the aerosol effect. The City indicated that with the pre-rotation basin design the wetwell may not need to be as deep as shown on the drawing. HDR indicated that the depth HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 4

would be minimized but the pumps would be on VFDs and that approximately one foot of depth would be required for each pump (4 feet total) for proper operation of the pumps. I. Level monitoring and control should be provided by ultrasonic transducers. The ultrasonic level sensors require enough free area without obstructions to provide accurate measurement. The City uses HydroRanger equipment at the other stations. J. If there is not enough space within the existing building, the electrical gear could be located outside. The gear would require a minimum NEMA 3R rating. The City indicated a preference for the equipment to be located indoors. K. If the existing maintenance room is removed to allow additional access on site or used for restroom facilities and the new electrical equipment must be installed within the existing electrical room while keeping the existing electrical equipment in service during construction, the existing ship ladder could be replaced with a standard ladder for temporary access to dry pit to allow more space within the existing electrical room. City would like a restroom and a hand wash station with an electric water heater. The restroom could be added inside the existing maintenance room, if the room is kept rather than removed to provide additional site access. The City will provide direction on if restroom facilities should be provided and if the existing maintenance room should be removed to provide additional on-site access. Note: If the maintenance room is kept and used for the new electrical equipment, a restroom may be located in the existing electrical room after the existing electrical equipment is demolished. L. At the site visit after the meeting, the City requested the following: a. Repave the site with concrete. b. Maintain storm drainage within the site. The drainage currently flows into the dirt or landscaped areas. c. Provide a small curbed concrete area and drain adjacent to the wetwell so washwater from cleaning pumps can be drained back to the wetwell. d. Shift the new lift station to the north to allow the vacuum truck better access into the site. e. Bring in water to the new restroom from the existing water to the site. f. Replace existing HVAC in the building. g. Evaluate the switches and wires associated with the lighting and the receptacles and their associated wiring in the portion of the existing building that will remain on site. The receptacles were not replaced on previous projects and are outdated. The lighting controls should be upgraded. II. Hahn A. A single new 12 sewer from the existing Hahn lift station wetwell (future collection system manhole) will be routed to the new lift station on the northeast area of the site. B. The north and east fence lines should parallel with the property line along the street to maintain a constant 20 feet apron. Namely, match the onsite line of the PUE. C. Supports should be added towards the top of the wetwell to allow the City to lower an intermediate grating platform into the wetwell to facilitate maintenance. Grating shall be fiberglass. D. The hinges on the valve vault access hatch should be oriented in the proper position for access to the ladder. The piping within the vault should be shifted to provide more clearance between the ladder and piping. The ladder should not be located at the low spot in the vault. E. City requested that HDR talk with them prior to authorizing the geotechnical work at the site since they may want to position the boring appropriately or add additional geotechnical work to evaluate the drainage at the site. F. A self-priming emergency bypass pump can be used at Hahn since the sewer is deep and surcharging is not an issue. G. Two check valves shall be used on the discharge of the sump pump. H. A hatch shall be provided over the entire wetwell to allow the entire wetwell to be opened up. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 4

III. City Review Period A. City to provide direction on the preferred alternative for the Emerald Lift Station and comments on the information presented for incorporation into the preferred alternative development and draft preliminary design reports. Direction shall be provided to HDR by May 18 th per the project schedule. IV. Workshop Meeting No. 3/Site Visit A. Date/Time: 1) June 9, 2011; 9am-Noon B. Discussion Topic: 1) Preferred Lift Station Alternative development HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 4 of 4

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station WORKSHOP No. 3 MEETING Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni/Gregg Miller, Miller Pezzoni & Associates Meeting Agenda Items I. Preferred Lift Station Alternatives A. Emerald Lift Station 1) Preferred Alternative (Alternative 3) - Replace the existing lift station with a new submersible, self f cleaning trench style, pump station. a) Pump station will be provided with four submersible electric Wemco or Flygt pumps with VFDs. Two pumps shall be capable of pumping flows of 3,100 gpm. All four pumps shall be capable of pumping flows of 6,800 gpm. Permanent standby power shall be capable of operating 2 pumps. b) Reuse above grade portion of the existing drywell (electrical room and mechanical/storage room) for new electrical equipment and restroom. Provide ventilation with wall fans. c) Provide monorail crane over lift station wetwell to remove of pumps. d) Demolish the above grade portion of the wetwell (ie. stairs) to 3 feet below grade and pave. e) Abandon in place the below grade portion of the wetwell and drywell.. Remove equipment, place holes for groundwater movement (per structural engineer), and backfill structures. Place concrete with dowels and reinforcement at dry well top floor to fill in openings in areas of existing stairs and grating. 2) Design Criteria (Updated) 3) Pump Selection/Wetwell Setpoints JUNE 10, 2011 9:00 AM- NOON AGENDA HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 3

4) Drawings/Layouts 5) Preferred Alternative Description 6) Discussion Items a) Electrical/Instrumentation b) Building Layout (Electrical and Restroom) b) Re-use of existing soil bed odor control system w/ new pump station c) Location/height of removable grating d) Wetwell access/temporary Handrail e) Pump Removal (Monorail)/Washdown Area f) Other 7) Construction Cost Estimate (Construction Cost Estimate: $2.1M, to be updated in Draft Preliminary Design Report) 8) Construction Constraints and Sequencing (To be included in Draft Preliminary Design Report) 9) Construction Schedule (To be included in Draft Preliminary Design Report) B. Hahn Lift Station 1) Preferred Alternative - Replace the existing lift station with a new submersible pump station located on the new site. 2) Design Criteria (Updated) 3) Pump Selection/Wetwell Setpoints 4) Drawings/Layouts 5) Preferred Alternative Description 6) Discussion Items a) Electrical/Instrumentation b) Location/height of removable grating c) Other 7) Construction Cost Estimate (Construction Cost Estimate: $1.4M, to be updated in Draft Preliminary Design Report) 8) Construction Constraints and Sequencing (To be included in Draft Preliminary Design Report) 9) Construction Schedule (To be included in Draft Preliminary Design Report) II. Other Items A. Task 3 - Utility Coordination 1) Utility information will be obtained and incorporated into the Draft Preliminary Design Reports. 2) List of contacts used for the Tier 2 project B. Task 4 Survey 1) Survey information has been obtained and HDR is working with MVE to obtain missing information. Survey information will be incorporated into the Draft Preliminary Design Reports. 2) Per MVE, record drawings and latest survey show the incoming sewer to the lift station as sloping up C. Task 5 Geotechnical 1) Geotechnical work is underway. Geotechnical information will be incorporated into the Draft Preliminary Design Reports and the geotechnical reports will be provide as an appendix. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 3

D. Task 7 (Optional) Public Outreach Architectural/Landscape Assistance 1) Discuss if Task 7 should be included in the project and if so, obtain written authorization by the City. E. Task 8 (Optional) Corrosion Evaluation 1) Task 8 has not been authorized and this task will not be included in the project. F. Task 9 (Optional) Structural Evaluation 1) Task 9 has not been authorized and this task will not be included in the project. III. Site Visit A. A site visit is optional following the meeting based on participants request. IV. Draft Preliminary Design Report Review Meeting A. Date/Time: 1) July 27, 2011; 9am-11am B. Discussion Topic: 1) Draft Preliminary Design Report 1) Draft Preliminary Design Report Review Period for City Comments a. City Review Period: 1) July 27, 2011 August 17, 2011 b. City Review Comments to HDR 1) August 17, 2011 2) Final Preliminary Design Report a. Submittal Date: 1) August 31, 2011 (No Meeting) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 3

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station WORKSHOP MEETING No. 3 Participants Lou Schlitz, City of Modesto William Wong, City of Modesto (Partial Attendance) Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni,, Miller Pezzoni & Associates Meeting Minutes I. Emerald Lift Station June 10, 2011 9:00 AM- NOON MEETING MINUTES The preferred alternative is Alternative 3 - Replace the existing lift station with a new submersible, ble, self cleaning trench style wetwell.. The lift station will be provided with four submersible electric Wemco or Flygt pumps with variable frequency drives (the( City is considering various wetwell configurations which will likely impact the pump manufacturer to be specified. The City will provide direction to HDR by Friday June 17,, 2011. See below for additional information). Two pumps shall be capable of pumping flows of 3,100 gpm (min). All four pumps shall be capable of pumping flows of 6,800 gpm. All pumps will be sized identically. A. Existing generator will operate two pumps and a plug will be provided to allow a portable generator to be brought to the site for running all pumps. The station will not be designed to allow both the permanent and a portable generator (using the plug) to be operated at the same time. It is envisioned that a portable generator would be sized to operate all four pumps plus station loads. Shutdown of the Emerald Relief Trunk will be planned so that provisions for emergency standby power can be in place prior to the shutdown. B. The City would like to be able to drive over the northeast portion of wetwell (which is currently located slightly above grade) for improved access to the new lift station. The top of the belowrequest. The grade wetwell in this location will need to be removed to accommodate this structural engineer will need to evaluate the structural impact and identify any modifications to support the above grade portions of the building that remain. The existing below-grade portion of the dry well will l be abandoned and filled in with material to avoid having to maintain ventilation and drainage below grade. The wetwell will be abandoned and the top 3 feet of structure will be demolished and paved over. This includes the access stairs and the at-grade HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 3

portion. The structural engineer will review the impacts and identify any structural modifications required to support the above grade portions of the building (mechanical room) that will remain. The structural engineer has recommended uniform rock for filling the space below grade, although the City prefers controlled density fill to completely fill all spaces. This will be discussed with the structural engineer. Holes in the below-grade walls will be drilled to allow groundwater intrusion. C. The above grade portion of the existing drywell (electrical room and mechanical/storage room) will be used for new electrical equipment and restroom facilities. The City prefers a single electrical lineup on the south wall of the building. The City will relocate the existing SCADA panel prior to construction. The wall between the electrical room and maintenance room will need to be removed. The structural engineer will need to determine if any structural modifications are required to support the roof. A double door will be added in the west wall of the maintenance room after the wetwell access stairwell is demolished. Existing electrical panels should be salvaged. D. Ventilation will be required in the building. Supply air will be introduced by a fan in the north wall, air will be drawn through both the electrical panels and the room by an exhaust fan in the south wall. The supply/exhaust arrangement will provide positive pressure in the room. Wind direction is from the northwest. E. A toilet within a partitioned stall and service sink will be installed in the northeast corner of the building. No new walls are needed. The service sink will be wall mounted and have a front stainless steel cap. F. The new odor control blower for the new wetwell will be shown on the site plan. Only one fan is required. A standby fan is not required. The odor control soil bed will be reinstalled after construction of the new lift station. Wash water will be provided at the pump cleaning area. The pump washdown area will be configured so a truck can back up at an angle to remove and lift pumps. The monorail shall be extended farther south to allow pumps to be dropped on a flat bed. City will provide the height of their flat bed truck so the height of the monorail can be determined. G. The first draft of the survey information has been obtained and HDR is working with MVE to obtain missing information. Survey information will be incorporated into the Draft Preliminary Design Reports. MVE stated that based on the record drawings and the site survey, the pipe between the manhole in Emerald and the manhole in the site slope up. Upon review of existing drawings at the meeting this is not the case and the MVE will need to correct/reevaluate this. H. Pumps shall be centered with the influent sewer and monorail. Aluminum checkered plate with small hinged access hatches shall be provided above the wetwell. Stainless steel angle supports shall be provided on the north and south walls of wetwell to support removable grating between the pumps. Temporary grating should be located one foot above the crown of the influent pipe. City will lower personnel and grating with a safety harness system. No ladder is required inside the wetwell. An opening will be provided over the entire wetwell. A fixed wall support will be provided for the influent gate operator. Holes in top perimeter of wetwell walls will be provided to allow placement of removable handrail sections. Handrail shall be provided by the contractor. I. Provide two H20 rated spring assisted access hatches over the valve vault. The middle beam should be fixed and the two outer beams adjacent to the centerline of the hatch openings should be removable. Hatches should have hinges in the north/south orientation. J. The minimum speed of any pump may be limited to 70% speed to keep its associated check valve open. Wetwell setpoints for the four pumps were discussed at the meeting and will be provided in the Draft Preliminary Design Report. K. Two wetwell configurations were discussed. 1. A self-cleaning trench style wetwell with an Ogee ramp, a depressed sump at the far end, and Flygt submersible pumps. 2. A trench style wetwell with a sloped or Ogee ramp and the use of a Wemco prerotation basin. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 3

The City will let HDR know their preferred option within the next week. Option 1 will allow either Flygt or Wemco to bid on the project, although Flygt would have a cost advantage. A tight specification written around Flygt would have to be written. Wemco would be the only manufacturer to bid on option 2. L. The City requested additional space between the last and second to last pump in the wetwell to allow proper operation of the transducer. The distance depends on the pump start levels. The City will work with HDR to determine the distance. II. Hahn Lit Station A. Existing transformer will remain in place. Kevin will determine if a new transformer should be installed within the new site or if a new electrical service should be installed from the existing transformer to the lift station. All other existing panels should be salvaged. B. The two pumps should be configured as lead/lag although only one pump will normally operate at a time. At Pump On level (invert of the influent sewer), the Lead pump runs to pump down the wetwell. If the level continues to rise (to 6 above the invert of the influent sewer), the Lag pump will start and operate with the lead pump until both pump shut-off level is reached. Each pump shall alternate as Lead pump between starts. The wetwell should be sized for a maximum of 10 pump starts per hour (to be confirmed with the pump manufacturer). C. There is a 4 capped storm drain pipe at Hahn (lamp hole) that drains to the existing wetwell. City will let HDR know if it should be abandoned in this project. D. North fence of lift station site should parallel the curved property line through the use of direction changes at the fence posts. E. No ladder is required within the wetwell. The City will lower personnel and grating with safety harness system. Supports and removable grating will be located at the midpoint of the wetwell. Stainless steel angle supports shall be provided on three walls of wetwell to support removable grating. F. MVE will need to survey all manholes and pipe inverts at manholes, and not rely on existing record drawings. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 3

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station PRELIMINARY DESIGN REPORT MEETING Participants Lou Schlitz, City of Modesto William Wong, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Kevin Pezzoni/Gregg Miller, Miller Pezzoni & Associates Meeting Agenda Items I. Draft Preliminary Design Reports July 27, 2011 9:00 AM- 11:00 AM AGENDA A. Preliminary Draft Design Reports will be delivered for Emerald Lift Station and Hahn Lift Station and the contents of the deliverables will be discussed. II. Other Items A. Task 4 Survey 1) Survey information has been incorporated into the Draft Preliminary Design Reports Appendix. B. Task 5 Geotechnical 1) Geotechnical Reports has been incorporated into the Draft Preliminary Design Reports Appendix. C. Task 7 (Optional) Public Outreach Architectural/Landscape Assistance 1) Discuss if Task 7 should be included in the project and if so, obtain written authorization by the City. D. City design schedule for detailed design. III. Draft Preliminary Design Report Review Period for City Comments A. City Review Period: 1) July 27, 2011 August 17, 2011 HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 2

B. City Review Comments to HDR 1) August 17, 2011 IV. Final Preliminary Design Report A. Submittal Date: 1) August 31, 2011 (No Meeting) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 2

CITY OF MODESTO Preliminary Design Report for Rehabilitation of Emerald Lift Station and Replacement of Hahn Lift Station PRELIMINARY DESIGN REPORT MEETING Participants July 27, 2011 9:00 AM- 11:00 AM MEETING MINUTES Lou Schlitz, City of Modesto Jesse Franco, City of Modesto Aaron Trott, City of Modesto Tony Pascoal, City of Modesto Dana Hunt, HDR Ted Kontonickas,, HDR Mason Beck, HDR Kevin Pezzoni,, Miller Pezzoni & Associates Meeting Minutes I. General Draft Preliminary Design Report A. The Preliminary Draft Design Reports were delivered for Emerald Lift Station and Hahn Lift Station. B. The agenda and minutes for this meeting will be included in the Final Preliminary Design Reports. II. Hahn Draft Preliminary Design Report A. Surveyor didn t obtain the elevation of the critical (lowest incoming sewer) 12-inch sanitary sewer invert within the existing wetwell. The elevation is critical since it is needed to determine the elevations of the influent sewer to the new lift station. The City can coordinate the pump down of the wet well with the surveyor so the elevation can be obtained. B. Additional demolition information will be added to Figure 2. The e existing pump station will be abandoned and filled with CDF. The 6 suction pipes from the wetwell and the 6 force main to be abandoned shall be filled with CDF. The top portion of the drywell structure will be removed to the depth per CalTrans standards (3 to 3.5 feet). The sidewalk and curb will be replaced to match existing conditions after demolition is complete. C. The location of the HydroRanger transducer will be shown in Figure 3. D. The street light and lamp pole near the existing lift station shall l remain in place. E. The man gate will be moved slightly to the west to prevent conflicts with the electrically operated rolling gate and latches. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 1 of 3

F. A fan will be provided in the valve vault as currently shown. The fan shall be sized for 6 air changes per hour with a flow switch. The fan will run 24/7 with an alarm on fan fail. G. The lift station wet well and valve vault will be kept as two independent structures as shown in Figure 3. The contract documents shall allow for cast-in-place or precast concrete wetwell and/or valve vault. H. Spray on wet well liner will not be used. The HDPE stud liner or PVC T-Lock liner shall be used and shall seal properly at the floor. I. Figure 10 should be referenced as a process and instrumentation diagram (P&ID) instead of a single line diagram. J. The corners of wet well shall be grouted at 45 degree angles to the floor and rounded. This is not clear on current plan/section. K. The lead pump will turn on at the 12-inch gravity sewer invert. Lag pump will start at 6-inches above 12-inch invert. Figure 4 will be corrected. The table on Figure 4 should reference the distance relative to the incoming sewer inverts rather than an elevation. L. 2 sack concrete slurry instead of CDF will be used at base of existing wetwell during demolition. M. No drops shall be used on the sewer influent manhole. Temporary interior drops are acceptable during construction and testing; no outside drops are allowed. N. The Wemco pre-rotation pump curve shall be added to Figure 7. O. The anticipated field construction duration is 6 months. Working days shall be calculated as an average of 20 days per month. P. Kevin will edit the P&ID and revise the electrical panel layout per discussions at the meeting. III. Emerald Draft Preliminary Design Report A. The four irrigation laterals shown near the soil bed to the west of the site do not exist. These lines will be removed from the site plans. B. The site plans will be updated with revisions to the survey. The fence location will be confirmed on the site plan. C. The existing pipes to be abandoned shall be plugged on both ends with concrete. The abandoned pipes shall be filled with CDF. D. The existing sluice gate shall be salvaged to the City. E. The manhole covers shall be 36-inch diameter and centered on the manholes. F. Provide soap dispenser, mirror, and paper towels next to service sink. Include in text on drawings. G. The building supply and exhaust fans will be offset from each other on opposite walls to enhance ventilation. The exhaust fan shown shall be moved to the east. H. The monorail shall be cantilevered from the west side of the site to avoid issues with vacuum truck access. The beam shall remain centered over the pumps. Provide lights with the switch mounted to the monorail. The beam shall be extended to the south to ensure a checkered plate can be removed and placed on a truck. I. The wet well exhaust fan shall be pad mounted and located adjacent to the generator. A duct will be hard piped into the wet well, and will drop to within 1 foot above the removable grating location. J. Remove ARVs from the pump discharge. Ensure that no intermediate high points occur along the forcemain to its discharge location. K. A fan shall be added to both the valve vault and flow meter vault. L. Add cleanouts or 45 degree angles to sump pump discharge line from flow meter vault. Pipeline will be under pressure. M. The City prefers all electrical boxes and conduit to be inside and hidden from view to keep exterior of building clean. Kevin will optimize installation locations. Option to run all conduit from the panels inside of the building parallel to the panels before dropping below grade to the pumps. HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 2 of 3

N. The existing influent sewer is plastic lined. Water line enters the building from the south and doesn t tie in to the east. O. HDR discussed an issue with the pump operation at high wetwell levels. Although the wetwell level should not exceed the high water level when 4 pumps are operating, a condition could occur which may result in very high levels in the wetwell. The station s pumps will not operate under such hydraulic conditions. A valved gravity bypass line from the wetwell to the force main as well as other solutions were discussed with the City. The City indicated that they will throttle the plug valves and operate the pumps at low speed to allow the pump curves and system curve to intersect and allow the pumps to dewater the lift station at very high wet well levels. HDR recommends that this topic be further discussed during detailed design. IV. Other Items A. Task 4 Survey 1) Survey information has been incorporated into the Draft Preliminary Design Reports Appendix. 2) There are some issues with the survey information provided. The City is reviewing the information at this time with their current records and their survey staff. Comments will be provided to HDR to provide to MVE. HDR to coordinate with surveyor. 3) Revised survey information will be incorporated into the Final Preliminary Design Reports. The City has authorized submission for payment by MVE up to 50% of the survey contract. B. Task 5 Geotechnical 1) Geotechnical Reports has been incorporated into the Draft Preliminary Design Reports Appendix. Two hard copies of the geotechnical reports were also delivered to the City. C. Task 7 (Optional) Public Outreach Architectural/Landscape Assistance 1) Task 7 will not be included at this time. The City will determine if this task should be incorporated. D. The City is unsure of the timing for detailed design at this time. V. Draft Preliminary Design Report Review Period for City Comments A. City Review Period: 1) July 27, 2011 August 17, 2011 B. City Review Comments to HDR 1) August 17, 2011 VI. Final Preliminary Design Report A. Submittal Date: 1) August 31, 2011 (No Meeting) HDR Engineering, Inc. 2121 N. California Blvd. Suite 475 Walnut Creek, CA 94596 Phone (925) 974-2500 Fax (925) 974-2533 www.hdrinc.com Page 3 of 3

SURVEY REPORT Emerald Lift Station Modesto, California August 15, 2011 By MVE Civil Solutions, Inc. 1117 L Street Modesto, CA 95354 Job No. NC10542

1.0 DESCRIPTION OF CONTROL POINTS INK X An inked x on pavement or concrete. MAG Magnetic Nail SPIKE 60d Nail 2.0 DESCRIPTION OF MONUMENTS City of Modesto G.P.S. Network Station I.D. 2222 2 Brass Cap labeled in Monument Well Station I.D. 2424 2 Brass Cap labeled in Monument Well Station I.D. 2620 2 Brass Cap labeled in Monument Well Station I.D. 2721 GPS Cap in 1.5 Iron Pipe 3.0 DESCRIPTION OF COORDINATE SYSTEM The City of Modesto Horizontal GPS (NAD83 California Coordinate System Zone 3 Survey Feet. 4.0 DESCRIPTION OF VERTICAL DATUM CITY OF MODESTO BENCHMARK: 394B CHISELED SQUARE ON HEADWALL OF GATE NORTH SIDE OF M.I.D. LATERAL #4 30' WEST OF BRIDGE ON EMERALD AVENUE. ELEVATION 86.7 (NAVD 88) Northing: 2056251 Easting: 6410674 5.0 FIELD OBSERVATIONS AND FINDINGS We understand that some of the sewer inverts shown in the survey base map do not reflect the pipe slope direction which was anticipated. There are several potential reasons why the invert elevations we measured differ from the As-Built elevations: a. The inverts in question are deep, in some cases approximately 20 below the structure rim. It is possible that grit and other materials have solidified at the bottom of the manholes which prevented the measuring rod from reaching the pipe invert.

On August 10, 2011, MVE performed an additional survey on the manhole structure just north of the existing pump station building and the manhole immediately upstream in Emerald Ave to determine the ex. 36 pipe thru inverts, in the presence of Louis Schlitz and Jon Scarpa (City of Modesto). The invert depths obtained during our verification survey are within a tenth of our original survey (please see table below): Rim Elevation Original Survey Depth to Ex. 36" Invert Invert Elevation Rim Elevation Verification Survey Depth to Ex. 36" Invert Invert Elevation Emerald Ave SS Manhole (Point 79190) 85.67 19.80 65.87 85.67 19.90 65.77 SS Manhole North of Pump Building (Point 79154) 85.72 19.67 66.05 85.72 19.74 65.98

Layer Name Layer Description Color Lintype Lineweight -CONST Construction Lines 142 Continuous 0.25 -XREF Xref Layer 7 Continuous 1 X-PN-BC Existing Plan Back of Curb 41 Continuous 0.25 X-PN-BLDG Existing Plan Building 4 HIDDEN 0.5 X-PN-BLDG-TX Existing Plan Building Text 2 Continuous 0.25 X-PN-CLF Existing Plan Chain Link Fence 200 $RECOVER_110711080717-0 0.25 X-PN-CONC Existing Plan Concrete 41 DASHED2 0.25 X-PN-EP Existing Plan Edge of Pavement 243 Continuous 0.25 X-PN-FC Existing Plan Face of Curb 41 DASHED2 0.25 X-PN-FL Existing Plan Flowline 41 DASHED2 0.25 X-PN-SL Existing Plan Street Light 200 HIDDEN 0.25 X-PN-ST Existing Plan Structure 200 Continuous 0.25 X-PN-SW Existing Plan Sidewalk 41 Continuous 0.25 X-PN-TREE Existing Plan Tree 200 Continuous 0.25 X-SS-MHDATA Existing Sanitary Sewer Manhole Data 2 Continuous 0.25 X-SS-PI Existing Sanitary Sewer Pipe 40 _XSS 0.25 X-SS-TX Existing Sanitary Sewer Notes, Labels etc. 40 Continuous 0.25 X-UT-POLE Existing Dry Utilities Utility Pole 71 HIDDEN 0.25 Z-TP-BSW Design Points Topography Back of Sidewalk 3 Continuous 0.35 Z-TP-BSWTX Design Points Topography Back of Sidewalk Elevation 60 Continuous 0.25 Z-TP-CONC Design Points Topography Concrete 3 Continuous 0.35 Z-TP-CONCTX Design Points Topography Concrete Elevation 60 Continuous 0.25 Z-TP-CTRL LDT Points Topography Control (Backsite, Mon, Bench etc.) 3 Continuous 0.35 Z-TP-EP Design Points Topography Edge of Pavement 3 Continuous 0.35 Z-TP-EPTX Design Points Topography Edge of Pavement Elevation 60 Continuous 0.25 Z-TP-GRD Design Points Topography Ground 3 Continuous 0.35 Z-TP-GRDTX Design Points Topography Ground Elevation 60 Continuous 0.25 Z-TP-OFF Design Points Topography TURN OFF PRIOR TO PLOTTING!!! 7 Continuous 1 Z-TP-PA Design Points Topography Pavement 3 Continuous 0.35 Z-TP-PATX Design Points Topography Pavement Elevation 60 Continuous 0.25 Z-TP-SS LDT Points Topography Sanitary Sewer 3 Continuous 0.35 Z-TP-SSTX LDT Points Topography Sanitary Sewer Elevation 60 Continuous 0.25 Z-TP-TC Design Points Topography Top of Curb 3 Continuous 0.35 Z-TP-TCTX Design Points Topography Top of Curb Elevation 60 Continuous 0.25 X-UT-ST Existing Dry Utilities Structure 71 HIDDEN 0.25 X-UT-TX Existing Dry Utilities Notes, Labels etc. 71 Continuous 0.25 X-HT-AC Existing Hatching Pavement 254 Continuous 0.25 X-HT-BLDG Existing Hatching Building 2 Continuous 0.25 X-HT-CONC Existing Hatching Concrete 253 Continuous 0.25 X-HT-SW Existing Hatching Sidewalk 251 Continuous 0.25 X-SS-ST Existing Sanitary Sewer Structure 40 HIDDEN 0.25 X-WT-ST Existing Water Structure 161 HIDDEN 0.25 X-PN-TX Existing Plan Notes, Labels etc. 200 Continuous 0 X-SS-FM Existing Sanitary Sewer Force Main 40 _XSSFM 0.25 X-MA-TX Existing Mapping Notes, Labels etc. 3 Continuous 0.35 P-PN-TX Proposed Plan Notes, Labels etc. 3 Continuous 0.35 X-CN-MNR Existing Contours Minor 9 Continuous 0.5 NC10542recbndy2 -CONST Construction Lines 142 Continuous 0.25 NC10542recbndy2 -XREF Xref Layer 7 Continuous 1 NC10542recbndy2 X-MA-BD Existing Mapping Bearings & Distances 3 Continuous 0.35 NC10542recbndy2 X-MA-CL Existing Mapping Center Line 2 NC10542recbndy2 CENTER2 0.25 NC10542recbndy2 X-MA-LL Existing Mapping Lot Line 3 NC10542recbndy2 HIDDEN 0.35 NC10542recbndy2 X-MA-PL Existing Mapping Property Line 6 Continuous 0.8 NC10542recbndy2 X-MA-RW Existing Mapping Right of Way 4 Continuous 0.5 NC10542recbndy2 X-MA-SN Existing Mapping Street Name 3 Continuous 0.35 NC10542recbndy2 X-MA-TX Existing Mapping Notes, Labels etc. 3 Continuous 0.35 NC10542recbndy2 X-MA-REC Existing Mapping Surrounding Data (Record Info, Lot No. etc. 2 Continuous 0.25 NC10542recbndy2 X-MA-SEC Existing Mapping Section Line 2 NC10542recbndy2 PHANTOM2 0.25 NC10542recbndy2 P-PN-DIM Proposed Plan Dimension 3 Continuous default NC10542recbndy2 Z-PT Non-Standard Layer 7 Continuous default NC10542recbndy2 X-MA-TIE Existing Mapping Survey Tie Line 2 Continuous default X-UT-ELEC Existing Dry Utilities Electrical Conduit 71 _XE 0.25 X-UT-OH Existing Dry Utilities Overhead 71 PHANTOM2 0.25 X-WT-PI Existing Water Pipe 161 _XW 0.25 X-UT-OH-TX Non-Standard Layer 71 Continuous default X-PN-DOOR Existing Plan Door 2 HIDDEN2 0.25

Point Number Northing Easting Elevation Description 2 2056292.568 6410771.75 86.17 INK X 3 2056377.298 6410769.494 0.00 INK X 4 2056301.271 6410751.896 85.66 INK X 5 2056320.18 6410708.601 85.78 INK X 6 2056353.635 6410696.699 85.36 MAG 7 2056305.111 6410724.469 85.69 MAG 8 2056270.603 6410653.597 86.00 SPIKE 20100 2050204.342 6408052.566 - FND.BDISK PT2222 20106 2071179.62 6397280.207-2620 20109 2076590.952 6402542.756-2721 20110 2060366.367 6418753.06-2424 49135 2056294.617 6410773.89 86.14 TC 79000 2056378.131 6410764.449 85.61 BOW 79001 2056378.243 6410773.805 85.44 FOC 79002 2056366.547 6410773.793 85.56 TC DWY 79003 2056348.561 6410773.936 85.68 TC DWY 79004 2056312.617 6410774.04 85.93 TC DWY 79005 2056282.924 6410764.545 86.43 BOW 79006 2056292.184 6410764.146 86.36 CLF AP 79007 2056296.373 6410764.227 86.35 ELEC GATE 79008 2056315.103 6410764.382 86.17 ELEC GATE 79009 2056346.973 6410764.38 85.92 ELEC GATE 79010 2056365.95 6410764.382 85.71 ELEC GATE 79011 2056377.653 6410764.5 85.61 CLF AP 79012 2056312.617 6410762.792 86.14 EP 79013 2056312.685 6410751.233 85.81 EP 79014 2056315.396 6410748.996 85.80 EP 79015 2056320.889 6410748.906 85.91 EP@BLDG 79016 2056317.731 6410761.63 86.33 CONC PAD 79017 2056317.639 6410763.212 86.35 CONC PAD 79018 2056319.556 6410763.248 86.37 CONC PAD 79019 2056319.598 6410761.595 86.34 CONC PAD 79020 2056318.633 6410762.124 86.35 ELEC DOOR BX 79021 2056318.641 6410762.499 86.34 ELEC DOOR BX1X1 79022 2056330.039 6410754.706 85.78 CRNR ELEC BX 79023 2056330.194 6410753.594 85.78 CRNR ELEC BX 79024 2056331.929 6410753.509 85.65 CRNR ELEC BX 79025 2056331.997 6410754.62 85.66 CRNR ELEC BX 79026 2056332.003 6410753.174 85.72 CRNR ELEC BX 79027 2056330.031 6410753.254 85.76 CRNR ELEC BX 79028 2056329.999 6410752.071 85.75 CRNR ELEC BX 79029 2056331.88 6410752.036 85.72 CRNR ELEC BX 79030 2056334.58 6410752.08 85.77 CRNR ELEC BX 79031 2056336.704 6410752.06 85.79 CRNR ELEC BX 79032 2056336.745 6410753.334 85.79 CRNR ELEC BX 79033 2056334.787 6410753.276 85.77 CRNR ELEC BX

79034 2056334.92 6410749.521 85.62 ELEC SRVC TO BLD 79035 2056348.918 6410763.456 85.85 EP 79036 2056356.452 6410762.783 85.84 PAV 79037 2056365.714 6410763.124 85.70 EP 79038 2056321.01 6410743.085 86.03 ELEC BX @BLDG 79039 2056321.118 6410741.194 86.03 ELEC BX @BLDG 79040 2056318.446 6410736.136 86.00 PAV 79041 2056308.948 6410734.42 85.75 PAV 79042 2056297.36 6410735.633 85.46 EP 79043 2056295.726 6410741.517 85.33 CRNR ELEC BX 79044 2056294.789 6410741.576 85.32 CRNR ELEC BX 79045 2056294.88 6410742.896 85.32 CRNR ELEC BX 79046 2056295.721 6410742.795 85.34 CRNR ELEC BX 79047 2056297.294 6410747.094 85.44 EP 79048 2056297.129 6410724.906 85.43 EP 79049 2056308.177 6410692.387 85.55 CRNR ELEC BX 79050 2056308.281 6410690.542 85.69 CRNR ELEC BX 79051 2056309.494 6410690.443 85.67 CRNR ELEC BX 79052 2056309.551 6410692.435 85.55 CRNR ELEC BX 79053 2056310.86 6410692.358 85.55 CRNR ELEC BX 79054 2056310.871 6410690.464 85.70 CRNR ELEC BX 79055 2056312.192 6410690.453 85.68 CRNR ELEC BX 79056 2056312.049 6410692.413 85.53 CRNR ELEC BX 79057 2056312.294 6410692.444 85.49 CRNR ELEC BX 79058 2056312.344 6410690.776 85.63 CRNR ELEC BX 79059 2056313.324 6410690.704 85.65 CRNR ELEC BX 79060 2056313.425 6410692.374 85.52 CRNR ELEC BX 79061 2056314.754 6410691.787 85.59 BOL 79062 2056322.565 6410691.593 85.61 BOL 79063 2056306.72 6410691.454 85.59 BOL 79064 2056301.829 6410691.428 85.60 BOL 79065 2056297.927 6410691.428 85.56 BOL 79066 2056295.217 6410693.134 85.36 LIGHT POLE 79067 2056297.058 6410692.629 85.43 EP AP 79068 2056306.771 6410692.818 85.56 EP @CONC 79069 2056319.391 6410692.837 85.56 EP @CONC 79070 2056325.41 6410693.363 85.47 EP 79071 2056325.438 6410692.781 85.56 CONC AP 79072 2056326.873 6410692.379 85.51 H20 BX 79073 2056326.898 6410690.83 85.47 H20 BX 79074 2056327.845 6410690.986 85.55 H20 BX 79075 2056327.856 6410692.361 85.53 H20 BX 79076 2056326.993 6410690.282 85.48 H20 BX 79077 2056327.221 6410688.495 85.50 H20 BX 79078 2056328.179 6410688.619 85.43 H20 BX 79079 2056328.026 6410690.229 85.44 H20 BX 79080 2056328.93 6410691.83 85.49 WM

79081 2056322.675 6410689.628 85.62 CONC 79082 2056322.751 6410678.53 85.49 CONC 79083 2056325.557 6410674.952 85.34 CONC AP 79084 2056320.066 6410682.541 85.80 CONC PAD 79085 2056319.816 6410689.791 85.83 CONC PAD AP 79086 2056313.653 6410689.563 85.80 CONC PAD AP 79087 2056314.042 6410678.045 85.81 CONC PAD AP 79088 2056312.535 6410679.829 85.57 VALVE 79089 2056310.785 6410685.862 85.82 CONC PAD AP 79090 2056310.648 6410689.964 85.83 CONC PAD AP 79091 2056303.502 6410689.93 85.83 CONC PAD AP 79092 2056303.506 6410685.727 85.84 CONC PAD AP 79093 2056301.409 6410684.006 85.76 CONC PAD AP 79094 2056301.409 6410689.822 85.72 CONC PAD AP 79095 2056301.504 6410685.702 85.68 EDGE CONC 79096 2056303.354 6410685.543 85.71 EDGE CONC 79097 2056312.144 6410689.101 85.71 CONC 79098 2056318.999 6410690.99 85.64 CRNR H20 MTR BX 79099 2056316.45 6410691.188 85.63 CRNR H20 MTR BX 79100 2056316.391 6410692.64 85.50 CRNR H20 MTR BX 79101 2056319.023 6410692.7 85.52 CRNR H20 MTR BX 79102 2056316.959 6410698.354 85.60 PAV 79103 2056305.268 6410700.122 85.57 PAV 79104 2056304.275 6410715.392 85.65 PAV 79105 2056318.135 6410716.52 85.87 PAV 79106 2056318.656 6410733.43 85.99 PAV 79107 2056309.82 6410732.184 85.76 PAV 79108 2056297.313 6410731.271 85.47 EP 79109 2056296.763 6410692.322 85.47 CONC AP 79110 2056294.513 6410689.77 85.69 CONC AP 79111 2056294.598 6410683.843 85.72 CONC AP 79112 2056294.634 6410681.476 85.50 TREE 2' 79113 2056310.75 6410685.764 85.81 CONC PAD AP 79114 2056313.359 6410685.756 85.69 4 ELEC PIPES DWN 79115 2056313.258 6410686.898 85.70 4 ELEC PIPES DWN 79116 2056320.229 6410678.27 85.75 CONC PAD AP 79117 2056324.906 6410669.5 84.81 H20 SPKTS 79118 2056325.154 6410667.294 84.56 H20 SPKTS 79119 2056323.233 6410665.427 84.67 H20 PIPES/VLVS 79120 2056322.984 6410667.808 84.85 H20 PIPES/VLVS 79121 2056355.597 6410664.009 87.92 GUY 79122 2056333.537 6410693.306 85.51 EP 79123 2056347.721 6410693.358 85.37 EP 79124 2056365.249 6410693.549 85.21 EP AP 79125 2056364.958 6410709.393 85.33 EP 79126 2056364.996 6410724.082 85.40 EP 79127 2056356.354 6410720.63 85.48 PAV

79128 2056345.189 6410717.584 85.77 PAV 79129 2056341.837 6410716.568 85.87 PAV 79130 2056353.664 6410705.208 85.42 PAV 79131 2056341.695 6410704.212 85.75 PAV 79132 2056337.363 6410703.178 86.14 PAV 79133 2056329.897 6410715.264 85.92 PAV 79134 2056321.272 6410716.77 91.68 BLDG CRNR 79135 2056341.09 6410716.883 92.14 BLDG CRNR 79136 2056294.956 6410746.048 89.46 TREE 2' 79137 2056294.941 6410730.975 89.87 TREE 1.5' 79138 2056295.038 6410718.457 86.46 TREE 1.5' 79139 2056295.317 6410701.949 88.29 TREE 1.5' 79140 2056292.509 6410723.767 88.84 CLF 79141 2056292.588 6410694.591 89.46 CLF 79142 2056302.456 6410664.836 88.61 CLF 79143 2056340.375 6410664.586 88.54 CLF 79144 2056377.716 6410664.306 87.31 CLF AP 79145 2056377.68 6410709.613 88.09 CLF 79146 2056370.946 6410701.503 88.42 TREE 2' 79147 2056371.861 6410716.613 88.36 TREE 1' 79148 2056318.941 6410667.705 88.97 TREE 2' 79149 2056306.772 6410667.857 88.87 TREE 1.5' 79150 2056379.134 6410663.07 95.48 PP 79151 2056344.729 6410720.644 85.77 PAV 79152 2056341.617 6410721.604 85.92 PAV 79153 2056341.968 6410739.683 86.01 PAV 79154 2056353.044 6410737.772 85.72 SSMH 79155 2056357.267 6410749.238 85.63 PAV 79156 2056365.364 6410747.566 85.52 EP 79157 2056365.576 6410750.045 85.54 LNDSCP BRDR 79158 2056365.248 6410729.333 85.42 EP 79159 2056356.076 6410727.709 85.54 PAV 79160 2056342.822 6410724.05 85.80 12"PIPE DOWN 79161 2056340.395 6410728.067 86.39 CRNR VLT DR 79162 2056340.441 6410732.305 86.40 CRNR VLT DR 79163 2056336.651 6410732.235 86.40 CRNR VLT DR 79164 2056340.165 6410727.647 86.34 CONC GB 79165 2056340.388 6410724.805 86.32 CONC GB 79166 2056341.39 6410732.059 86.26 EDGE CONC 79167 2056341.348 6410722.32 86.29 EDGE CONC 79168 2056339.729 6410727.079 86.30 12"PIPE DOWN 79169 2056342.417 6410733.069 85.94 SERV POLE 79170 2056341.684 6410742.648 86.13 CONC PAD AP 79171 2056346.8 6410742.691 86.15 CONC PAD AP 79172 2056346.84 6410746.302 86.14 CONC PAD AP 79173 2056341.785 6410746.457 86.14 CONC PAD AP 79174 2056341.678 6410748.923 85.89 EP

79175 2056346.334 6410749.15 85.85 EP AP 79176 2056349.254 6410752.284 85.81 EP AP 79177 2056348.1 6410747.558 85.88 BOL 79178 2056348.174 6410741.922 85.87 BOL 79179 2056341.442 6410749.04 85.58 BLDG CRNR 79180 2056341.373 6410732.457 85.89 BLDG CRNR/5.70S 79181 2056341.222 6410722.133 85.83 BLDG CRNR/5.45S 79182 2056341.288 6410716.874 85.81 BLDG CRNR 79183 2056371.372 6410731.549 88.65 TREE 2' 79184 2056371.909 6410757.094 87.39 TREE 8" 79185 2056377.691 6410749.457 88.29 CLF 79186 2056377.713 6410763.918 89.28 CLF AP 79187 2056338.299 6410732.556 89.91 WALL 79188 2056160.706 6410794.542 86.05 SSMH 79189 2056363.169 6410796.073 85.83 SSMH 79190 2056388.45 6410793.68 85.67 SSMH 79191 2056305.942 6410653.568 84.47 SSMH 79192 2056353.331 6410656.106 84.41 SSMH 79193 2056319.053 6410649.257 84.63 WM

GEOTECHNICAL SERVICES REPORT EMERALD LIFT STATION REMODEL/ REPLACEMENT CITY OF MODESTO MODESTO, CALIFORNIA July 19, 2011 Copyright 2011 Kleinfelder All Rights Reserved ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED. 119671.G01/MOD11R043 Page i of iii July 19, 2011 Copyright 2011 Kleinfelder

TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION... 1 2.0 PURPOSE AND SCOPE OF SERVICES... 2 3.0 FIELD AND LABORATORY INVESTIGATIONS... 4 3.1 FIELD INVESTIGATION... 4 3.2 LABORATORY INVESTIGATION... 5 4.0 SITE CONDITIONS... 6 4.1 SURFACE... 6 4.2 SUBSURFACE CONDITIONS... 6 5.0 CONCLUSIONS AND RECOMMENDATIONS... 8 5.1 GENERAL... 8 5.2 EXCAVATIONS... 8 5.2.5 Existing Structures, Pipelines, et cetera... 12 5.3 DEWATERING... 13 5.4 FOUNDATIONS... 13 5.5.1 Pump Structure... 13 5.5.2 Flow Meter Vault... 14 5.5.3 General Foundation Notes... 15 5.5 LATERAL RESISTANCE... 15 5.6 CBC SEISMIC DESIGN CRITERIA... 16 5.7 BELOW GRADE STRUCTURAL WALLS... 17 5.8 SITE DRAINAGE... 18 5.9 GENERAL EARTHWORK... 18 5.9.1 Site Stripping... 19 5.9.2 Subgrade Preparation... 19 5.9.4 Fill Materials... 20 5.9.5 Engineered Fill... 21 6.0 LIMITATIONS... 22 APPENDIX A B LOGS OF BORINGS AND SUMMARY OF LABORATORY TESTING LOG OF BORING FROM MARCH 16, 1989 REPORT 119671.G01/MOD11R043 Page iii of iii July 19, 2011 Copyright 2011 Kleinfelder

GEOTECHNICAL SERVICES REPORT PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA 1.0 INTRODUCTION In this report we present the results of our geotechnical services performed for the proposed remodel/replacement of the City of Modesto Emerald Lift Station located on Emerald Avenue in Modesto, California. A site plan and vicinity map showing the approximate location of the proposed lift station remodel/replacement explorations is presented on Plate 1. We understand the existing lift station will likely be replaced; however, it is possible that portions of the existing structures can be remodeled. We understand the approximate 35-foot deep replacement pump will be located on the west side of the existing structure. An approximate 10-foot deep flow meter vault will be located on the south side of the existing structure. An approximate 21-foot deep new sewer line connecting to the lift station is planned on the north side of the structure. Additional details of the proposed construction are not known to our firm at this time. In the event the structural or grading details outlined above are inconsistent with the final design criteria, our firm should be contacted prior to final design in order that we may update our recommendations as needed. 119671.G01/MOD11R043 Page 1 of 25 July 19, 2011 Copyright 2011 Kleinfelder

2.0 PURPOSE AND SCOPE OF SERVICES The purpose of our services was to: Explore and evaluate the subsurface conditions as close as possible to the proposed replacement structure locations. Develop recommendations related to the geotechnical aspects of project design and construction. The scope of our services was outlined in our proposal dated December 7, 2010 (Proposal No. 114781.PROPA1) and included the following: A visual site reconnaissance to observe the surface conditions at the project site. A field investigation that consisted of drilling borings as close as possible to the proposed replacement structure locations to explore the subsurface conditions. Laboratory testing of representative samples obtained during the field investigation to evaluate relevant physical and engineering parameters of the subsurface soils Evaluation of the data obtained and an engineering analysis to develop our conclusions and recommendations Preparation of this report which includes: A description of the proposed project A description of the field and laboratory investigations 119671.G01/MOD11R043 Page 2 of 25 July 19, 2011 Copyright 2011 Kleinfelder

A description of the surface and subsurface conditions encountered during our field investigation Conclusions and recommendations related to the geotechnical aspects of the proposed project design and construction A site plan and vicinity map, and Appendices that include logs of borings and a summary of laboratory tests. 119671.G01/MOD11R043 Page 3 of 25 July 19, 2011 Copyright 2011 Kleinfelder

3.0 FIELD AND LABORATORY INVESTIGATIONS 3.1 FIELD INVESTIGATION The subsurface conditions at the proposed improvement locations were explored on June 10, 2011, by drilling two borings to depths of approximately 21½ and 51½ feet below existing site grade. The borings were drilled using a Simco 2400 truck-mounted drill rig equipped with 4-inch O.D. solid-stem auger. In addition, one boring drilled in 1989 on the north border of the site for a sewer line replacement was used for this project. The approximate boring locations are indicated on Plate 1. During the drilling operations, penetration tests were performed in accordance with ASTM D-1586 at regular intervals using a Modified California Sampler to evaluate the relative density of coarse-grained (cohesionless) soil and to retain soil samples for laboratory testing. The penetration tests were performed by initially driving the sampler 6 inches into the bottom of the bore hole using a 140 pound trip-hammer falling 30 inches to penetrate loose soil cuttings and seat the sampler. Thereafter, the sampler was progressively driven an additional 12 inches, with the results recorded as the corresponding number of blows required to advance the sampler 12 inches, or any part thereof. The consistency of fine grained (cohesive) soil was determined in accordance with ASTM D-2488. A representative with our firm maintained logs of the borings and visually classified the soils encountered according to the Unified Soil Classification System and Kleinfelder s Soils Description Key (see Plates A-1 and A-2 of Appendix A). Soil samples obtained from the borings were packaged and sealed in the field to reduce moisture loss and disturbance and brought to our laboratory for testing. A key to the Logs of Borings is presented on Plate A-3 of Appendix A. The Logs of Borings drilled for this investigation are presented on Plates A-4 and A-5 of Appendix A. The site plan and Log of Boring from our March 16, 1989 report are included as Appendix B. The borings were located in the field by visual sighting and/or pacing from existing site features; therefore, the locations shown on Plate 1 should be considered approximate and may vary from that indicated on the plates. The field penetration resistance (blows/foot) shown on the logs of borings represents field penetration data 119671.G01/MOD11R043 Page 4 of 25 July 19, 2011 Copyright 2011 Kleinfelder

that has not been corrected for overburden pressure, sampler size, hammer type, borehole diameter, rod length, sampling method or any other correction factor. 3.2 LABORATORY INVESTIGATION Laboratory tests were performed in accordance with current ASTM standards on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of natural moisture content, in-place density, and percent passing the #200 sieve of the materials encountered. The results of the laboratory tests are summarized on Plate A-6 of Appendix A. This information, along with the field observations, was used to prepare the final test boring logs. 119671.G01/MOD11R043 Page 5 of 25 July 19, 2011 Copyright 2011 Kleinfelder

4.0 SITE CONDITIONS 4.1 SURFACE At the time of our explorations, the project site consisted of the existing lift station structure, an access roadway, a generator and electrical service area, and landscaping. Boring B-3 was drilled at the proposed pump location in the asphalt concrete roadway west of the existing lift station structure. Boring B-4 was drilled at the proposed vault location within the asphalt concrete roadway south of the existing lift station structure. The lift station was bound to the north by a residence, to the west by an alley and residences, to the south by a canal, and to the east by Emerald Avenue. The approximate locations of underground utilities at our drill locations were identified by City personnel prior to drilling. The precise locations of underground utility lines and other buried objects at the site are unknown to our firm at this time. 4.2 SUBSURFACE CONDITIONS The surface at the boring locations was overlain by approximately 6 inches of asphalt concrete. The near-surface soils encountered beneath the asphalt concrete consisted of very loose to loose, silty sand that extended to depths of approximately 13½ and 10½ feet in borings B-3 and B-4, respectively. An exception was hard, sandy silt soil encountered between depths of approximately 5 and 8 feet in boring B-4. The silty sand soil in boring B-3 contained some small debris and was likely fill soil placed after construction of the existing lift station. The near-surface silty sand soils were underlain by loose to medium-dense, poorly-graded sand that extended to the depth explored of approximately 21½ in boring B-4 and to a depth of approximately 20½ feet in boring B-3. The sand in boring B-3 was underlain by interbedded and discontinuous strata of firm to hard, sandy silt and medium-dense, silty, clayey, and poorly-graded sand that extended to the depth explored of approximately 51½ feet. The borings were checked for the presence of groundwater during and immediately following drilling operations. Groundwater was measured in boring B-3 at a depth of approximately 35 feet below existing grade just after drilling. It should be noted that groundwater elevations and soil moisture conditions within the project area will vary 119671.G01/MOD11R043 Page 6 of 25 July 19, 2011 Copyright 2011 Kleinfelder

depending on seasonal rainfall, land use, seepage from the adjacent canal, and/or runoff conditions not apparent at the time of our field investigation. Detailed descriptions of the subsurface conditions encountered in the borings drilled for this investigation are presented on the Logs of Borings, Plates A-4 and A-5 of Appendix A. 119671.G01/MOD11R043 Page 7 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL Based on our findings, it is our professional opinion that the site should be suitable from a geotechnical standpoint for support of the proposed lift station replacement structures provided the recommendations contained herein are incorporated into the project design. Given the subsurface conditions encountered, the majority of the subsurface soils at the proposed structure foundation depths should be essentially non-expansive. The primary geotechnical considerations are the presence of undocumented fill placed to backfill around and above existing structures at the site and the groundwater encountered near the proposed depth of the pump structure. Based on our borings, the onsite soils, minus any debris, should be adequate for use as engineered fill. Specific conclusions and recommendations addressing the geotechnical considerations, as well as general recommendations regarding the geotechnical aspects of design and construction, are presented in the following sections. The conclusions and recommendations are based on the structure layout and grading plan provided to us and the information contained in Section 1.0. 5.2 EXCAVATIONS 5.2.1 General The owner and contractor should make themselves aware of and become familiar with applicable local, state, and federal safety regulations, including the current Occupational Safety and Health Agency (OSHA) Excavation and Trench Safety Standards. Construction site safety is generally the sole responsibility of the contractor, who should also be solely responsible for the means, methods, and sequencing of construction operations. We are providing our recommendations solely as a service to our client. Under no circumstances should the information provided in the following subsections be interpreted to mean that Kleinfelder is assuming 119671.G01/MOD11R043 Page 8 of 25 July 19, 2011 Copyright 2011 Kleinfelder

responsibility for construction site safety or the contractor s activities; such responsibility is not being implied and should not be inferred. As discussed in Section 4.2 of this report, the soils encountered consisted primarily of sandy soils to a depth of approximately 21 feet. Relatively clean sand was predominate between depths of approximately 10 and 21 feet. Free groundwater was encountered in boring B-3 at a depth of approximately 35 feet. Therefore, it appears that groundwater will be encountered within the excavation for the pump structure. However, it is possible that the groundwater elevation could rise or fall prior to the time of construction. In addition, water seepage from the adjacent canal could encounter planned excavations depending on the time of year of construction. 5.2.2 Excavation Difficulty As noted in Section 1.0, excavations to at least 10, 21, and 35 feet below ground surface are proposed for the flow meter vault, pipeline, and pump structures, respectively. We assume that excavations to approximately 2 feet below these depths will be required for foundations and bedding. It is our opinion that the excavations can be performed with typical large, backhoe-type excavation or earth moving equipment. Somewhat slower excavations should be anticipated where hard, sandy silt or cemented soils are encountered. In addition, caving and sloughing soils should be anticipated in loose sand soil. It should be understood, however, that this report does not represent a study of the excavatability of the subsurface materials that may be encountered within the limits of the proposed project. The contractor should independently evaluate the condition of the subsurface materials in order to select the appropriate excavation equipment and techniques. 5.2.3 Sloped Excavations All discussions in this subsection regarding stable excavation slopes assume minimal equipment vibration and adequate setback of excavated materials and construction equipment from the excavation slopes. The minimum setback distance for excavated 119671.G01/MOD11R043 Page 9 of 25 July 19, 2011 Copyright 2011 Kleinfelder

materials and construction equipment should be one-half the excavation depth. We have also assumed that the moisture content of the soils in the excavation faces will not be allowed to dry. This can be accomplished by not allowing excavations to remain open for long periods of time without sprinkling the sides to prevent drying. In our professional opinion, the loose to medium-dense sand soils anticipated to be encountered in the majority of the planned excavations will require sloped excavations (if possible) and/or sheeting to prevent caving or sloughing. Where silt soils are encountered, relatively-steep temporary excavation slopes may be possible. Much of the loose to medium-dense silty to relatively clean sand strata encountered at various depths are essentially cohesionless, with very little silt and clay binder. Accordingly, these soils are susceptible to caving, loss of ground, and undercutting of overlying soils during or soon after excavation. The following table provides maximum temporary slope inclinations for the various soil conditions encountered in our borings. Maximum slope inclinations used in construction should be based on the weakest soil layer encountered. Soil Type Table 1: Temporary Slope Inclinations Maximum Slope Inclination (Horizontal to Vertical) For Excavation Depths of 20 Feet or Less Medium-Stiff to Stiff Clay or Silt 1:1 Very-Stiff to hard Clay or Silt ¾:1 All Clean Sand 1½:1 Loose to Medium-Dense Silty Sand and Soft Silt or Clay 1½:1 Dense Silty Sand 1:1 We anticipate that loose to medium-dense silty and relatively clean sand will be encountered in the majority of the excavations. Therefore, excavations should be planned at slopes no steeper than 1½:1 unless shoring is planned. The above table was developed under the assumption that temporary excavations will not extend below groundwater and that dewatering will lower groundwater to below the 119671.G01/MOD11R043 Page 10 of 25 July 19, 2011 Copyright 2011 Kleinfelder

planned depths of excavation. This also assumes the temporary excavations will not be exposed to direct rainfall, runoff, or surcharge loading. Heavy equipment, construction materials, excavated soil, and vehicular traffic should not be allowed within one-half the slope height from the top of any excavation. During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water should be collected and disposed of outside the construction limits. 5.2.4 Shored Excavations Where the excavations will be within one-half the slope height from the existing structures, shoring will be required. Where potentially caving sands are encountered, excavations will likely require continuous or solid-type shoring (e.g., interlocking sheet piles or similar system) during excavation. Furthermore, the sand may not stand vertically long enough to move shoring into place following excavation. Shoring should be removed as backfilling progresses. The Contractor should have a California licensed structural engineer design the required shoring systems prior to earthwork activities. Shoring should be designed to resist the earth pressure exerted by the retained soil plus any additional lateral force due to surcharge loading, i.e., construction equipment, foundations, roadways, etc., at or near the shoring. The following equivalent fluid earth pressures are recommended assuming a maximum shoring height of 35 feet, a level ground surface, an effective soil unit weight of approximately 120 pounds per cubic foot (pcf), and a fully drained soil condition: Table 2: Equivalent Fluid Earth Pressures Earth Pressure Condition Lateral Earth Pressure (pcf) Active 35 At-Rest 55 Passive 400 119671.G01/MOD11R043 Page 11 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.2.5 Existing Structures, Pipelines, et cetera Temporary sloped excavations should not encroach adjoining buildings, walls, or other structures within an area defined by an imaginary 2.5(horizontal):1(vertical) line drawn outward and downward from closest edge of the structure. Furthermore, sloped excavations should maintain a minimum 1-foot separation from adjacent pipelines and pipeline backfill. Where the stability of a structure may be endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Removal of material in a shored excavation causes a change of stress in the soils beside and beneath the open excavation. This change in stress has corresponding inward lateral deformations of the soil at the sides of the excavation. Likewise, this horizontal movement is accompanied by a vertical settlement of the retained soil mass. Even well-constructed shoring will experience lateral movement, typically between 0.5 and 2 percent of the excavation depth. The average vertical settlement due to lateral movement may be taken as twice the lateral movement. Settlement tends to be greatest close to the excavation, but extends over a horizontal distance that may equal twice the excavation depth from the top of the shoring. The Contractor should anticipate developing a program to continually monitor existing improvements to detect movement and allow for remedial actions. In addition, a complete survey of existing utilities, pavements and structures adjacent to those portions of the proposed excavations that will be shored should be performed. The purpose of this review would be to evaluate the ability of the existing features to withstand horizontal and vertical movements associated with a shored and/or dewatered excavation. If movements are greater than the tolerance of existing project features, tie-backs, dead-man anchors, cross bracing, or alternative shoring or dewatering systems may be needed to reduce deflections. The owner and Contractor should anticipate repairing cracks in pavements adjacent to shored portions of the excavation due to lateral displacements of the shoring system. 119671.G01/MOD11R043 Page 12 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.3 DEWATERING Based on our boring information and the construction details noted in Section 1.0, we anticipate dewatering will be required for construction of the pump structure. It is also possible that dewatering may be required for construction of the vault structure or pipelines on the south side of the site if seepage from the canal occurs. Construction methods and dewatering systems will be left to the contractor. We assume that the required dewatering system will be in operation before excavations are made below groundwater and will remain in operation during all backfill operations. We stress that slope instability will likely occur if dewatering operations are interrupted. 5.4 FOUNDATIONS 5.5.1 Pump Structure In our opinion, the proposed pump structure may be supported on a mat foundation bearing on compacted existing soils at a depth of approximately 35 to 37 feet. Based on our borings, it appears the foundation will be supported by hard, sandy silt and/or medium-dense sand. We recommend the foundation be supported by at least 1 foot of engineered fill compacted to a minimum of 90 percent relative compaction at a moisture content 1 to 4 percent greater than optimum as determined by the ASTM D- 1557 test method. The engineered fill can consist of overexcavated and recompacted existing soils. As an option, 2 feet of compacted crushed rock or aggregate base can be placed instead of the engineered fill. The net allowable bearing pressure used to size the mat foundation supported on engineered fill or rock should not exceed 2,500 pounds per square foot (psf) for dead plus sustained live loads. A net allowable bearing pressure of 3,333 psf may be used for dead plus sustained live loads and including seismic loads. Total settlement of the pump structure foundation will vary depending on the plan dimensions of the foundation and the actual load supported. Based on the assumed foundation dimensions and static load, (less than 2,000 psf), we estimate that maximum total foundation settlement for the pump structure supported on engineered 119671.G01/MOD11R043 Page 13 of 25 July 19, 2011 Copyright 2011 Kleinfelder

fill or rock (as described in this section) will be on the order of ½ inch and differential settlement will be less than ½ inch. If the mat foundation is designed using approximate flexible methods (Winkler foundation), a coefficient of subgrade reaction (k-value) of 200 pounds per square inch per inch (assuming a square plate measuring 1 foot by 1 foot) can be used in design. The above value was determined based on published correlations for the soil types encountered at the site. The k-value used for design should be adjusted appropriately depending on the length, width and embedment of the mat foundation. Field plate load tests should be performed to better define the subgrade modulus if the mat foundation will be critical or sensitive to loading and deflection. Upward buoyant forces can be resisted by the weight of the structure and the weight of the soil within a cone defined by a projected line extending outward and upward from the mat foundation at an angle of 30 degrees from vertical. Soil unit weight of 120 pcf above groundwater and 58 pcf below groundwater may be used in design. 5.5.2 Flow Meter Vault We recommend the precast vault structure be supported by at least 1 foot of engineered fill compacted to a minimum of 90 percent relative compaction at a moisture content 1 to 4 percent greater than optimum as determined by the ASTM D- 1557 test method. The engineered fill can consist of overexcavated and recompacted existing soils. As an option, 12 inches of compacted, crushed rock or aggregate base can be placed instead of the engineered fill. The net allowable bearing pressure used to size foundations should not exceed 2,500 psf for dead plus sustained live loads. A net allowable bearing pressure of 3,333 psf may be used for dead plus sustained live loads and including seismic loads. Total settlement of the vault structure will vary depending on the plan dimensions of the structure and the actual load supported. Based on the assumed structure dimensions and static loads, we estimate that maximum total settlement and differential settlement for the vault structure will be less than ½ inch. 119671.G01/MOD11R043 Page 14 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.5.3 General Foundation Notes Prior to placing steel or concrete, foundation excavations should be cleaned of all loose or disturbed soil and water. All foundation excavations should be observed by the project Geotechnical Engineer just prior to placing steel or concrete to confirm that the recommendations contained herein are implemented during construction. The structural engineer should evaluate foundation configurations and reinforcement requirements to account for loading, shrinkage, and temperature stresses. As a minimum, continuous foundations should be reinforced with at least two No. 4 reinforcement bars, one top and one bottom, to provide structural continuity and permit spanning of local subgrade irregularities. 5.5 LATERAL RESISTANCE Resistance to lateral loads (including those due to wind or seismic forces) may be determined using an at-rest coefficient of friction of 0.55 between the bottom of cast-inplace concrete foundations and the underlying aggregate base, crushed rock, or soils. Lateral resistance for structural foundations can alternatively be provided by the passive soil pressure acting against the vertical face of the spread, continuous, or mat foundations. The passive pressure available in undisturbed native soils and engineered fill is 400 pcf. The two modes of resistance can be combined. However, since horizontal movement is required to mobilize passive resistance, the allowable atrest frictional resistance should be reduced by 50 percent. A downward drag coefficient of friction of 0.45 can be used between the pump structure walls and adjacent fill soil. Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer. If passive pressures are used for lateral resistance against the lift station mat foundation, the excavation should extend a minimum of 2 feet laterally on each side of 119671.G01/MOD11R043 Page 15 of 25 July 19, 2011 Copyright 2011 Kleinfelder

the mat to facility hand cleaning and provide room for hand-operated compaction equipment ( wackers, vibratory plates, or pneumatic compactors). 5.6 CBC SEISMIC DESIGN CRITERIA The 2010 CBC is based on the 2009 IBC and on ASCE 7-05. The following seismic design parameters are based on the 2010 CBC and were calculated from the USGS website. The Maximum Considered Earthquake (MCE) mapped spectral accelerations for 0.2 second and 1 second periods (S s and S 1 ) were estimated using Section 1613 of 2010 CBC and the estimated latitude of 37.6411 N and longitude of 121.0212 W. The mapped acceleration values and associated soil amplification factors (F a and F V ) based on 2010 CBC are presented in the table below. Corresponding site modified (S MS and S M1 ) and design spectral accelerations (S DS and S D1 ) are also presented in the table below. Table 3: Ground Motion Parameters Based on 2010 CBC Parameter Value 2010 CBC Reference S S 0.874g Section 1613.5.1 S 1 0.308g Section 1613.5.1 Site Class D Table 1613.5.2 F a 1.150 Table 1613.5.3(1) F v 1.783 Table 1613.5.3(2) S MS 1.005g Section 1613.5.3 S M1 0.550g Section 1613.5.3 S DS 0.670g Section 1613.5.4 S D1 0.366g Section 1613.5.4 According to Section 1802.2.7 of 2010 CBC, PGA can be estimated using a sitespecific study or PGA can be taken as S DS /2.5, where S DS is determined using Section 1613 of 2010 CBC as presented in the table above. A site specific study was beyond our proposed scope of services. Using S DS /2.5 results in a PGA of 0.268g. 119671.G01/MOD11R043 Page 16 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.7 BELOW GRADE STRUCTURAL WALLS The below subgrade structure pump and tank walls should be designed to resist the earth pressure exerted by the retained, compacted backfill plus any additional force due to surcharge loading, i.e., construction equipment, foundations, roadways, etc., at or near the walls. Groundwater was encountered at a depth of approximately 35 feet in our boring. We do not have any information that indicates how high groundwater can rise in the area. Therefore, unless the historical depth to groundwater in this area can be confirmed from well data, we recommend hydrostatic pressures be included in design of the lower portions of the walls (bottom 10 to 15 feet) equivalent fluid earth pressures are recommended. The following Table 4: Equivalent Below Grade Structural Wall Fluid Earth Pressures Earth Pressure Condition Backfill Slope Lateral Earth Pressure (pcf) Active Level 35 Active, below groundwater Level 80 At-rest Level 55 At rest, below groundwater Level 90 For active seismic pressures, we recommend the values in the below table be used based on the peak ground acceleration included in Section 5.6 of this report. The values presented in Table 4 are not combined with the values presented in Table 5 for seismic design. Table 5: Active Seismic Pressures Peak Ground Acceleration DE (0.268g) Backfill Condition Active Earth Pressure (pcf) Level, above groundwater 60 Level, below groundwater 105 Walls capable of deflecting a minimum of 0.1 percent of their height at the top may be designed using the active earth pressure. Walls incapable of this deflection or that are fully constrained against deflection should be designed for the at-rest earth pressure. Where uniform surcharge loads are located within a lateral distance from constrained and unconstrained walls equal to the wall height, 45 and 30 percent of the surcharge 119671.G01/MOD11R043 Page 17 of 25 July 19, 2011 Copyright 2011 Kleinfelder

load, respectively, should be applied uniformly over the entire height of the wall. A soil unit weight of 120 pcf for moist soil conditions may be used in design. If truck travel is planned within approximately 3 feet of any buried structure walls, a uniform surcharge of two additional feet of soil should be assumed in these areas. This effectively adds approximately 70 psf to the active soil pressure diagram. All backfill should be placed and compacted in accordance with recommendations provided herein for engineered fill. During grading and backfilling adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall or within a lateral distance equal to the wall height, whichever is greater, to avoid overstressing of the wall. Within this zone, only hand-operated equipment ( wackers, vibratory plates, or pneumatic compactors) should be used to compact backfill soils. Expansive soils, i.e., clays, plastic silts, and/or clayey sands, should not be used for backfill against the walls. The wedge of nonexpansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 1:1 or flatter. 5.8 SITE DRAINAGE Foundation and slab performance depends greatly on how well runoff water drains from the site. Accordingly, positive drainage should be provided away from building pads and pavement areas toward appropriate drop inlets or other surface drainage devices without ponding. The drainage should be maintained both during construction and over the life span of the project. Landscaping after construction should not promote ponding of water adjacent to the structures. 5.9 GENERAL EARTHWORK The following presents recommendations for general earthwork criteria. Previous sections should be reviewed for specific or supplemental earthwork recommendations. 119671.G01/MOD11R043 Page 18 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.9.1 Site Stripping Prior to general site grading, all asphalt concrete, concrete flatwork, trees and their root systems, surface vegetation, and debris should be removed and disposed of outside the construction limits. The depth of stripping should be determined in the field by the project Geotechnical Engineer after demolition is complete. Upon approval of the owner and/or landscape architect, any stripped topsoil (less any debris) may be stockpiled and placed in landscape areas. This material, however, should not be incorporated into any engineered fill. It is likely that underground utility lines or buried objects will be encountered within the areas of construction. Where encountered, these items should be removed and disposed of off-site or protected in place if they will remain. Existing utility pipelines that extend beyond the limits of the proposed construction and will be abandoned inplace should be plugged with cement grout to prevent migration of soil and/or water. All excavations resulting from removal activities should be cleaned of loose or disturbed material and dish-shaped with sides sloped 3:1 (3 horizontal to 1 vertical) or flatter to permit access for compaction equipment. 5.9.2 Subgrade Preparation Previous sections discuss specific subgrade preparation recommendations related to foundations. Where not specifically addressed by these previous sections, all subgrade areas that will receive engineered fill for support of structures should be scarified to a depth of at least 12 inches, uniformly moisture conditioned to between 1 and 4 percent above the optimum moisture content, and compacted as engineered fill to at least 90 percent of the maximum dry density as determined by the ASTM D-1557 test method. In-place scarification and compaction may not be adequate to densify all disturbed soil within areas grubbed or otherwise disturbed below a depth of about 6 inches. Therefore, overexcavation of disturbed soil, scarification and compaction of the exposed subgrade, and replacement with engineered fill may be required to sufficiently densify all disturbed soil. 119671.G01/MOD11R043 Page 19 of 25 July 19, 2011 Copyright 2011 Kleinfelder

5.9.4 Fill Materials The existing soils encountered in our borings, minus organics, debris and/or other deleterious materials, should be suitable for use as engineered fill. All import fill soils should be nearly free of organic or other deleterious material, essentially non-plastic, and less than 3 inches in maximum dimension. In general, well-graded mixtures of gravel, sand, non-plastic silt, and small quantities of cobbles, rock fragments, and/or clay are acceptable for use as import fill. All imported fill materials to be used for engineered fill should be approved by the project Geotechnical Engineer prior to being transported to the site. General guidelines for import fill are provided in Table 6. Table 6: Import Fill Guidelines Gradation (ASTM C136) Sieve Size Percent Passing 3-inch 100 No. 4 50 100 No. 200 15 70 Plasticity (ASTM D4318) Liquid Limit Plasticity Index Less than 30 Less than 12 Organic Content (ASTM D2974) Less than 3 percent Trench backfill and bedding placed within existing or future city right-of-ways should meet or exceed the requirements outlined in the current city specifications. Trench backfill or bedding placed outside existing or future right-of-ways could consist of native or imported soil that meets the requirements for fill material provided above. However, in very moist conditions (near or below groundwater), coarse-grained sand and/or gravel should be avoided for pipe bedding or trench zone backfill unless the material is fully enclosed in a geotextile filter fabric such as Mirafi 140N or an equivalent substitute. In a very moist or saturated condition, fine-grained soil can migrate into the coarse sand or gravel voids and cause loss of ground or differential settlement along and/or adjacent to the trenches, thereby leading to pipe joint displacement and pavement distress. 119671.G01/MOD11R043 Page 20 of 25 July 19, 2011 Copyright 2011 Kleinfelder

Trench backfill recommendations provided above should be considered minimum requirements only. More stringent material specifications may be required to fulfill bedding requirements for specific types of pipe. The project Civil Engineer should develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. 5.9.5 Engineered Fill All fill soils, either native or imported, required to bring the site to final grade should be compacted as engineered fill. Import fill or native subgrade soil should be uniformly moisture conditioned to between 1 and 4 percent above the optimum moisture content, placed in horizontal lifts less than 12 inches in loose thickness, and compacted to at least 90 percent of the maximum dry density as determined by the D-1557 ASTM test method. Additional fill lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Discing and/or blending may be required to uniformly moisture condition soils used for engineered fill. The contact between existing soils and engineered fill beneath structures should be no steeper than 4:1 within a depth of approximately 3 feet of planned finished subgrade. All trench backfill in structure areas should be placed and compacted in accordance with recommendations provided above for engineered fill. 119671.G01/MOD11R043 Page 21 of 25 July 19, 2011 Copyright 2011 Kleinfelder

6.0 LIMITATIONS The conclusions and recommendations of this report are for design purposes for the proposed City of Modesto Emerald Lift Station remodel/replacement project as described in the text of this report. The conclusions and recommendations in this report are invalid if: The assumed structural or grading details change The report is used for adjacent or other property Any other change is implemented which materially alters the project from that proposed at the time this report was prepared The scope of services was limited to that outlined in our proposal dated December 7, 2010 (Proposal No. 114781.PROPA1). It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions present due to the limitations of data from field studies. The conclusions of this assessment are based on the field explorations, limited laboratory testing, and engineering analyses performed. Kleinfelder offers various levels of investigative and engineering services to suit the varying needs of different clients. Although risk can never be eliminated, more-detailed and extensive studies yield more information, which may help understand and manage the level of risk. Since detailed study and analysis involve greater expense, our clients participate in determining levels of service which provide information for their purposes at acceptable levels of risk. The client and key members of the design team should discuss the issues covered in this report with Kleinfelder so that the issues are understood and applied in a manner consistent with the owner s budget, tolerance of risk, and expectations for future performance and maintenance. 119671.G01/MOD11R043 Page 22 of 25 July 19, 2011 Copyright 2011 Kleinfelder

Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that soil or groundwater conditions could vary between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, the client is responsible for ensuring that Kleinfelder is notified immediately so that we may reevaluate the recommendations of this report. If the scope of the proposed construction, including the estimated building loads and the design depths or locations of the foundations, changes from that described in this report, the conclusions and recommendations contained in this report are not considered valid unless the changes are reviewed and the conclusions of this report are modified or approved in writing by Kleinfelder. As the geotechnical engineering firm that performed the geotechnical evaluation for this project, Kleinfelder should be retained to confirm that the recommendations of this report are properly incorporated in the design of this project and properly implemented during construction. This may avoid misinterpretation of the information by other parties and will allow us to review and modify our recommendations if variations in the soil conditions are encountered. As a minimum, Kleinfelder should be retained to provide the following continuing services for the project: Review the project plans and specifications, including any revisions or modifications Observe and evaluate the site earthwork operations to confirm subgrade soils are suitable for construction of foundations, slabs-on-grade, pavements and placement of engineered fill Confirm engineered fill for the structure and other improvements are placed and compacted per the project specifications Observe foundation bearing soils to confirm conditions are as anticipated, and 119671.G01/MOD11R043 Page 23 of 25 July 19, 2011 Copyright 2011 Kleinfelder

The scope of services for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. Kleinfelder cannot be responsible for interpretation by others of this report or the conditions encountered in the field. Kleinfelder should be retained so that all geotechnical aspects of construction will be monitored by a representative from Kleinfelder, including site preparation, preparation of foundations, installation of piles, and placement of engineered fill and trench backfill. These services provide Kleinfelder the opportunity to observe the actual soil and groundwater conditions encountered during construction and to evaluate the applicability of the recommendations presented in this report to the site conditions. If Kleinfelder is not retained to provide these services, we will cease to be the engineer of record for this project and will assume no responsibility for any potential claim during or after construction on this project. If changed site conditions affect the recommendations presented herein, Kleinfelder should also be retained to perform a supplemental evaluation and to issue a revision to our original report. This report, and any future addenda or reports regarding this site, may be made available to bidders to supply them with only the data contained in the report regarding subsurface conditions and laboratory test results at the point and time noted. Bidders may not rely on interpretations, opinion, recommendations, or conclusions contained in the report. Because of the limited nature of any subsurface study, the contractor may encounter conditions during construction which differ from those presented in this report. In such event, the contractor should promptly notify the owner so that Kleinfelder s geotechnical engineer can be contacted to confirm those conditions. We recommend the contractor describe the nature and extent of the differing conditions in writing and that the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction. Furthermore, the contractor should be prepared to handle contamination conditions encountered at this site, which may affect the excavation, removal, or disposal of soil; dewatering of excavations; and health and safety of workers. 119671.G01/MOD11R043 Page 24 of 25 July 19, 2011 Copyright 2011 Kleinfelder

We are not corrosion engineers. You may wish to retain a competent corrosion engineer to design corrosion protection systems appropriate for the project. This report was prepared in accordance with the generally accepted standard of practice that existed in Stanislaus County at the time the report was written. No warranty, expressed or implied, is made. It is the CLIENT S responsibility to see that all parties to the project, including the designer, contractor, subcontractor, etc., are made aware of this report in its entirety. This report may be used only by the client and only for the purposes stated within a reasonable time from its issuance, but in no event later than three years from the date of the report. Land use, site conditions (both on- and off-site), or other factors may change over time, and additional work may be required. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else, unless specifically agreed to in advance by Kleinfelder in writing, will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party. 119671.G01/MOD11R043 Page 25 of 25 July 19, 2011 Copyright 2011 Kleinfelder

APPENDIX A LOGS OF BORINGS AND SUMMARY OF LABORATORY TESTING LIST OF ATTACHMENTS The following plates are attached and complete this appendix. Plate Unified Soil Classification System... A-1 Soil Description Key... A-2 Log Key... A-3 Logs of Borings B-3 and B-4... A-4 and A-5 Summary of Laboratory Tests... A-6 119671.G01/MOD11R043 July 19, 2011 Copyright 2011 Kleinfelder

APPENDIX B SITE PLAN AND LOG OF BORING MARCH 16, 1989 REPORT 119671.G01/MOD11R043 July 19, 2011 Copyright 2011 Kleinfelder

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2488) MAJOR DIVISIONS GRAPHIC LOG TYPICAL DESCRIPTIONS CLEAN GRAVELS WITH <5% FINES Cu _ > 4 and _ < _< 1 Cc 3 Cu 4 and/or < 1 > Cc > 3 GW GP WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES COARSE GRAINED SOILS (More than half of material is larger than the #200 sieve) GRAVELS (More than half of coarse fraction is larger than the #4 sieve) SANDS (More than half of coarse fraction is smaller than the #4 sieve) GRAVELS WITH 5 to 12% FINES GRAVELS WITH >12% FINES CLEAN SANDS WITH <5% FINES SANDS WITH 5 to 12% FINES Cu 4 and _ > 1 < _ Cc _< 3 Cu < 4 and/or > > 1 Cc 3 Cu _ > 6 and 1 _ < Cc < _ 3 Cu 6 and/or < 1 > Cc > 3 Cu > _ 6 and 1 < _ Cc < _ 3 Cu < 6 and/or > > 1 Cc 3 GW-GM GW-GC GP-GM GP-GC GM GC GC-GM SW SP SW-SM SW-SC SP-SM SP-SC WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES SILTY GRAVELS, GRAVEL-SILT-SAND MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY-SILT MIXTURES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES SANDS WITH >12% FINES SM SC SILTY SANDS, SAND-GRAVEL-SILT MIXTURES CLAYEY SANDS, SAND-GRAVEL-CLAY MIXTURES SC-SM CLAYEY SANDS, SAND-SILT-CLAY MIXTURES USCS (2487) STO11G029M.GPJ 7/11/11 FINE GRAINED SOILS (More than half of material is smaller than the #200 sieve) Drafted By: G. GOMEZ Project No.: 119671.G01 Date: 7/11/2011 File Number: STO11G029m Copyright Kleinfelder, 2010 SILTS AND CLAYS (Liquid limit less than 50) SILTS AND CLAYS (Liquid limit greater than 50) ML CL CL-ML OL MH CH OH INORGANIC SILTS AND VERY FINE SANDS, SILTY OR CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY, INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS & ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILT INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS & ORGANIC SILTS OF MEDIUM-TO-HIGH PLASTICITY UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2488) PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE A-1

LOG SYMBOLS BULK/BAG SAMPLE -4 PERCENT FINER THAN THE NO. 4 SIEVE (ASTM Test Method C 136) MODIFIED CALIFORNIA SAMPLER (2-1/2 inch outside diameter) -200 PERCENT FINER THAN THE NO. 200 SIEVE (ASTM Test Method C 117) CALIFORNIA SAMPLER (3 inch outside diameter) LL LIQUID LIMIT (ASTM Test Method D 4318) STANDARD PENETRATION SPLIT SPOON SAMPLER (2 inch outside diameter) PI PLASTICITY INDEX (ASTM Test Method D 4318) CONTINUOUS CORE TXCU CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION (EM 1110-1-1906) SHELBY TUBE EI EXPANSION INDEX (UBC STANDARD 18-2) ROCK CORE COL COLLAPSE POTENTIAL WATER LEVEL (level where first encountered) WATER LEVEL (level after completion) SEEPAGE UC MC UNCONFINED COMPRESSION (ASTM Test Method D 2166) MOISTURE CONTENT (ASTM Test Method D 2216) GENERAL NOTES 1. Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual. 2. No warranty is provided as to the continuity of soil conditions between individual sample locations. 3. Logs represent general soil conditions observed at the point of exploration on the date indicated. KA-LOG_KEY STO11G029M.GPJ 7/11/11 Drafted By: G. GOMEZ Date: 7/11/2011 Copyright Kleinfelder, 2010 4. In general, Unified Soil Classification System designations presented on the logs were evaluated by visual methods. Where laboratory tests were performed, the designations reflect the laboratory test results. Project No.: File Number: 119671.G01 STO11G029m LOG KEY PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE A-3

SOIL DESCRIPTION KEY MOISTURE CONTENT DESCRIPTION Dry Moist Wet CEMENTATION DESCRIPTION Weakly Moderately Strongly ABBR D M W FIELD TEST Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table FIELD TEST Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure STRUCTURE DESCRIPTION Stratified Laminated Fissured Slickensided Blocky Lensed Homogeneous CRITERIA Alternating layers of varying material or color with layers at least 1/4 in. thick, note thickness Alternating layers of varying material or color with the layer less than 1/4 in. thick, note thickness Breaks along definite planes of fracture with little resistance to fracturing Fracture planes appear polished or glossy, sometimes striated Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness Same color and appearance throughout PLASTICITY DESCRIPTION ABBR Non-plastic NP Low (L) Medium (M) LP MP High (H) HP FIELD TEST A 1/8-in. (3 mm) thread cannot be rolled at any water content. The thread can barely be rolled and the lump or thread cannot be formed when drier than the plastic limit. The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. The lump or thread crumbles when drier than the plastic limit It takes considerable time rolling and kneeding to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump or thread can be formed without crumbling when drier than the plastic limit CONSISTENCY - FINE-GRAINED SOIL CONSISTENCY Very Soft Soft Firm Hard Very Hard ABBR VS S F H VH FIELD TEST Thumb will penetrate soil more than 1 in. (25 mm) Thumb will penetrate soil about 1 in. (25 mm) Thumb will indent soil about 1/4 in. (6 mm) Thumb wil not indent soil but readily indented with thumbnail Thumbnail will not indent soil GRAIN SIZE DESCRIPTION Boulders Cobbles Gravel Sand Fines coarse fine SIEVE SIZE >12" 3/4-3" coarse #10 - #4 0.079-0.19" Rock salt-sized to pea-sized medium #40 - #10 0.017-0.079" Sugar-sized to rock salt-sized fine #200 - #10 Passing #200 >12" 3-12' 3-12" #4-3/4" GRAIN SIZE 3/4-3" 0.19-0.75" 0.0029-0.017" <0.0029 APPROXIMATE SIZE Larger than basketball-sized Fist-sized to basketball-sized Thumb-sized to fist-sized Pea-sized to thumb-sized Flour-sized to sugar-sized Flour-sized and smaller REACTION WITH HCL DESCRIPTION None Weak Strong FIELD TEST No visible reaction Some reaction, with bubbles forming slowly Violent reaction, with bubbles forming immediately FISH SCREENS LOG KEY STO11G029M.GPJ 7/11/11 ANGULARITY DESCRIPTION Angular Subangular Subrounded Rounded APPARENT DENSITY Very Loose Loose Medium Dense Dense Very Dense R Drafted By: G. GOMEZ Date: 7/11/2011 Copyright Kleinfelder, 2008 ABBR A SA SR ABBR VL L MD D VD Particles have sharp edges and relatively plane sides with unpolished surfaces Particles are similar to angular description but have rounded edges Particles have nearly plane sides but have well-rounded corners and edges Particles have smoothly curved sides and no edges SPT (# blows/ft) <4 4-10 10-30 30-50 >50 Project No.: File Number: 119671.G01 STO11G029m CRITERIA APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL MODIFIED CA SAMPLER (# blows/ft) <4 5-12 12-35 35-60 >60 CALIFORNIA RELATIVE SAMPLER DENSITY (# blows/ft) (%) <5 0-15 5-15 15-35 15-40 35-65 40-70 65-85 >70 85-100 Rounded Subrounded Subangular Angular FIELD TEST Easily penetrated with 1/2-inch reinforcing rod by hand Difficult to penetrate with 1/2-inch reinforcing rod pushed by hand Easily penetrated a foot with 1/2-inch reinforcing rod driven with 5-lb. hammer Difficult to penetrate a foot with 1/2-inch reinforcing rod driven with 5-lb. hammer Penetrated only a few inches with 1/2-inch reinforcing rod driven with 5-lb. hammer SOIL DESCRIPTION KEY PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE A-2

Surface Conditions: Groundwater: Method: Equipment: FIELD Paved access road Groundwater encountered at a depth of about 35 feet below existing site grade. Solid stem auger Simco 2400 truck mounted drill rig equipped with 140lb. auto hammer LABORATORY Date Completed: Logged By: Total Depth: Boring Diameter: 6/10/2011 B.C. 51.5 feet 4 inches Depth (feet) Sample Type Sample No. Blows/Foot Pocket Penetrometer (tsf) Dry Density (pcf) Moisture Content (%) Liquid Limit Plasticity Index Passing #4 Sieve (%) Passing #200 Sieve (%) Other Tests Graphic Log DESCRIPTION 6" Asphalt concrete (SM) SILTY SAND - Brown, moist, loose, fine grained, FILL 3-2-1 5 113 7 Orange-brown, fine to medium grained, FILL 5 3-5-1 5 10 3-10-1 2 Very loose, gray-brown, with asphalt pieces, FILL 15 (SP) POORLY GRADED SAND - Yellow-brown, moist, medium dense, fine to medium grained 3-15-1 12 96 1 1 20 3-20-1 17 (ML) SANDY SILT - Gray-brown, moist, firm P-LOG_2007 BLOWS PER 6 INCHES STO11G029M.GPJ 7/11/11 25 3-25-1 21 LOG OF BORING B-3 PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA (SC) CLAYEY SAND - Orange-brown, moist, fine to medium grained (ML) SANDY SILT - Gray-brown, moist, firm (SM) SILTY SAND - Light brown, moist, medium PLATE Drafted By: G. GOMEZ Project No.: 119671.G01 A-4 Date: 7/11/2011 File Number: STO11G029m Copyright Kleinfelder, 2010 1 of 2

FIELD LABORATORY Depth (feet) Sample Type Sample No. Blows/Foot Pocket Penetrometer (tsf) Dry Density (pcf) Moisture Content (%) Liquid Limit Plasticity Index Passing #4 Sieve (%) Passing #200 Sieve (%) Other Tests Graphic Log DESCRIPTION 30 dense, fine grained 3-30-1 31 101 4 (SC) CLAYEY SAND - Brown, moist, fine grained 35 3-35-1 33 (ML) SANDY SILT - Gray-brown, wet, hard (SM) SILTY SAND - Brown, wet, very silty, fine to medium grained 40 3-40-1 21 84 36 (ML) SANDY SILT - Gray-brown, wet, firm 45 (SM) SILTY SAND - Dark brown, wet, fine grained, with clay 3-45-1 25 (SP) POORLY GRADED SAND - Gray-brown, wet, medium dense, fine to coarse grained 50 3-50-1 44 (ML) SANDY SILT - Brown, wet, hard Boring completed at a depth of 51.5 feet below existing site grade. 55 P-LOG_2007 BLOWS PER 6 INCHES STO11G029M.GPJ 7/11/11 60 LOG OF BORING B-3 PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE Drafted By: G. GOMEZ Project No.: 119671.G01 A-4 Date: 7/11/2011 File Number: STO11G029m Copyright Kleinfelder, 2010 2 of 2

Surface Conditions: Paved access road Groundwater: Groundwater not encountered during drilling. Method: Solid stem auger Equipment: Simco 2400 truck mounted drill rig equipped with 140lb. auto hammer FIELD LABORATORY Date Completed: Logged By: Total Depth: Boring Diameter: 6/10/2011 B.C. 21.5 feet 4 inches Depth (feet) Sample Type Sample No. Blows/Foot Pocket Penetrometer (tsf) Dry Density (pcf) Moisture Content (%) Liquid Limit Plasticity Index Passing #4 Sieve (%) Passing #200 Sieve (%) Other Tests Graphic Log DESCRIPTION 6" Asphalt concrete (SM) SILTY SAND - Orange-brown, loose, fine to medium grained, with clay 4-2-1 6 109 8 5 4-5-1 29 (ML) SANDY SILT - Yellow-gray-brown, moist, very hard Hard (SM) SILTY SAND - Yellow-brown, moist, loose, fine grained, with roots 10 4-10-1 5 (SP) POORLY GRADED SAND - Yellow-brown, moist, loose, fine to medium grained, with roots 15 4-15-1 27 White-brown, medium dense, with silt 20 (SP) POORLY GRADED SAND WITH SILT - Yellow-brown, moist, medium dense, fine to coarse grained 4-20-1 25 Boring completed at a depth of 21.5 feet below existing site grade. P-LOG_2007 BLOWS PER 6 INCHES STO11G029M.GPJ 7/11/11 25 LOG OF BORING B-4 PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE Drafted By: G. GOMEZ Project No.: 119671.G01 A-5 Date: 7/11/2011 File Number: STO11G029m Copyright Kleinfelder, 2010 1 of 1

BORING NO. SAMPLE DEPTH (ft) DRY UNIT WEIGHT (pcf) MOISTURE CONTENT (% of dry weight) #4 #8 PARTICLE SIZE SIEVE SIZE (percent passing) #16 #30 #50 #100 #200 ATTERBERG LIMITS L.L. P.I. OTHER TESTS B-3 2.0 113 7 B-3 15.0 96 1 1 B-3 30.0 101 4 B-3 40.0 84 36 B-4 2.0 109 8 KA-LABSUM STO11G029M.GPJ 7/11/11 Drafted By: G. GOMEZ Date: 7/11/2011 Copyright Kleinfelder, 2010 Project No.: File Number: 119671.G01 STO11G029m SUMMARY OF LABORATORY TESTS PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA PLATE 1 of 1

B-3 NOT TO SCALE B-4 SITE B-3 DENOTES NUMBERS AND APPROXIMATE LOCATIONS OF BORINGS DRILLED FOR THIS INVESTIGATION Project Number: 119671.G01 Graphic Date: 7/6/11 Graphic By: G. GOMEZ Checked By:B.C. SITE PLAN AND VICINITY MAP PROPOSED REMODEL/REPLACEMENT EMERALD LIFT STATION CITY OF MODESTO MODESTO, CALIFORNIA Plate 1 VICINITY MAP www.kleinfelder.com File Name: MOD11D019.fh11 Copyright Kleinfelder 2011