ATTACHMENT 11. Preliminary Engineering Report, … Development/Public Works...Preliminary Engineering Report, page 3 of 18. anticipate construction will be performed by a single General

ATTACHMENT 11. Preliminary Engineering Report, page 1 of 18

TABLE OF CONTENTS

SECTION 1 – Executive Summary ......................................................................................................1

SECTION 2 – Introduction and Scope .................................................................................................2

SECTION 3 – Background ..................................................................................................................3

3.1 RelyAid Glove Factory PWW Flows ................................................................................................. 3

3.2 Previous Studies for Sewer Conveyance ............................................................................................ 3

3.3 Proposed Improvements to OPUD Sewer Collection System ............................................................ 5

3.4 OPUD Wastewater Treatment Facilities ............................................................................................ 6

3.5 Yuba County EDA Grant Application ................................................................................................ 6

3.6 Project Beneficiaries ........................................................................................................................... 6

SECTION 4 – Project Description .......................................................................................................6

SECTION 5 – Planning .......................................................................................................................8

5.1 Preliminary Engineering Design ........................................................................................................ 8

5.2 Feasibility Analysis ............................................................................................................................ 8

5.3 Environmental Considerations ......................................................................................................... 10

5.4 Grant Funding Application ............................................................................................................... 11

SECTION 6 – Design ....................................................................................................................... 11

6.1 Solicitation of Design Proposals....................................................................................................... 11

6.2 Project Design .................................................................................................................................. 11

6.3 Construction Permits and Easements ............................................................................................... 11

SECTION 7 – Construction ............................................................................................................... 12

7.1 Construction Contracts and Phasing ................................................................................................. 12

7.2 Construction Methods and Materials ................................................................................................ 12

7.3 Construction Management and Inspection ....................................................................................... 13

SECTION 8 – Project Schedule ......................................................................................................... 14

SECTION 9 – Cost Estimate ............................................................................................................. 14

SECTION 10 – Conclusions and Recommendations ........................................................................... 16

LIST OF TABLES Table 8-1 Project Schedule ..................................................................................................................... 14

Table 9-1 Construction Cost Estimate .................................................................................................... 15

APPENDICES Appendix A – Arboga Road Gravity Sewer Flow Test Evaluation Appendix B – Project Location, Alignment, and Features Exhibits Appendix C – FEMA Map


SECTION 1 – Executive Summary

The Olivehurst Public Utility District (OPUD/District) is a California Special District in Yuba County which provides public works services for the communities of Olivehurst and Plumas Lake. A large industrial manufacturing facility (Glove Factory) is proposed for construction by RelyAid Global Healthcare, LLC at the Yuba County Industrial Park at the north end of the OPUD service area. Process wastewater (PWW) generated at the proposed Glove Factory will be discharged into the OPUD sewer collection system for treatment and disposal at the District’s wastewater treatment plant.

The existing gravity sewer system in the north Olivehurst OPUD service area does not have sufficient capacity to convey the ultimate PWW flows anticipated from the Glove Factory. In addition, the existing Arboga Road gravity sewer main requires routine cleaning and maintenance due to the age of the infrastructure and possible defects – in order to reduce the potential for line blockages and SSOs.

Alternatives for managing PWW flows from the proposed Glove Factory were analyzed as part of initial planning for the industrial project. The Yuba County Community Development and Services Agency has assisted in project planning for the proposed Glove Factory due to the anticipated job creation once the facility begins production.

On March 12th, 2013, Yuba County Community Development and Services Agency submitted an application to the Federal Economic Development Administration for Project funding under the “Investments for Public Works and Economic Development Facilities” grant program. This Preliminary Engineering Report (Report) is prepared as a supplement to that application.

A feasibility analysis was performed for sewer improvement alternatives to address the Glove Factory and existing capacity/reliability shortfall on the Arboga Road gravity sewer main. The proposed Yuba County Industrial Park Wastewater Upgrade Project (Project) described in this Report is the preferred improvements alternative.

Under the proposed Project alternative, Glove Factory PWW discharge flows will be introduced into the gravity sewer system upstream of OPUD Lift Station #6 on Melody Road. Lift Station #6 electrical, mechanical, and controls will be improved and a sewer force main will be constructed starting at the lift station and continuing approximately 2.6 miles to a tie-in location near the OPUD wastewater treatment plant. Additional existing lift stations along the Project alignment will be improved and discharge piping connected to the new force main for conveyance to the tie-in point near the intersection of Ella and Arboga Roads.

The proposed Project alignment is located in Yuba County road right-of-way and includes work in the road shoulder, paved travel lanes, and one Union Pacific Railroad (UPRR) crossing. Where practical (and for most of the Project length), force main alignment will be in un-paved road shoulder to avoid traffic disturbance and higher costs associated with work in the road travel lanes. The force main pipe will be installed by open-trench construction methods for the entire Project length, with the exception of one jack-and-bore undercrossing at the UPRR right-of-way.

Yuba County staff members will act as the Grant Administrator and Project Director for the Project. Yuba County is scheduled to be the lead for this Project with input and support from OPUD.

Detailed design for the Project will be performed by professional consultants to be selected after a notice of grant funding award. Project construction will commence after design is complete. The overall Project will be a traditional design – bid – build type of public works contract. We


anticipate construction will be performed by a single General Contractor under one construction contract.

The proposed Project schedule includes nearly 17 months of activities from planning and design to construction and inspection. We anticipate beginning in July 2013 with completion scheduled for December 2014. Actual start date is contingent on an EDA Grant award timeline.

A preliminary engineer’s estimate of construction costs has been prepared for the Project based on the planning level design. The estimated Project construction costs, including contingency, equal $1,958,125. The estimated Project costs for professional consulting services and permit fees equal $195,813 for a Project Total Cost of $2,153,938 to complete planning, design, and construction activities.

The proposed Project improvements will provide the necessary capacity and reliability to serve the Glove Factory PWW discharge needs and mitigate sewer surcharges within the existing Arboga Road gravity sewer. Implementation of this Project will remove an existing hindrance to immediate and future economic development growth within the north Olivehurst OPUD service area. We recommend Yuba County proceed with the Yuba County Industrial Park Wastewater Upgrade Project on behalf of the RelyAid Glove Factory and Olivehurst Public Utility District.

SECTION 2 – Introduction and Scope

The Olivehurst Public Utility District (OPUD/District) is a California Special District in Yuba County which provides public works services for the communities of Olivehurst and Plumas Lake. OPUD provides water, wastewater, fire-protection, and parks and recreation services within its service area.

A large industrial manufacturing facility (Glove Factory) is proposed for construction by RelyAid Global Healthcare, LLC at the Yuba County Industrial Park at the north end of the OPUD service area. Process wastewater (PWW) generated at the proposed Glove Factory will be discharged into the OPUD sewer collection system for treatment and disposal at the District’s wastewater treatment plant.

A gravity sewer collection trunk main in Arboga Road has been identified as a critical conveyance facility for commercial and residential sewer conveyance from the north Olivehurst OPUD service area. Sections of this gravity main along 11th Avenue and the lower end of Arboga Road are known locations for surcharge and potential sewer system overflows (SSOs) during wet weather events. The existing gravity sewer system in the north Olivehurst OPUD service area does not have sufficient capacity to convey the ultimate PWW flows anticipated from the Glove Factory. In addition, the existing Arboga Road gravity sewer main requires routine cleaning and maintenance due to the age of the infrastructure and possible defects – in order to reduce the potential for line blockages and SSOs.

This Preliminary Engineering Report (Report) discusses the background activities and studies which have been performed as part of the planning process for the Glove Factory related to sewer conveyance. Ultimately, planning and preliminary engineering findings have determined that upgrades to the OPUD sewer conveyance facilities will be necessary to support the proposed Glove Factory.

The Yuba County Industrial Park Wastewater Upgrade Project (Project) is an upgrade to the OPUD sewer collection system. This Project is intended to improve reliability and provide additional capacity to commercial, industrial, and residential areas in the north Olivehurst OPUD service area. One of the Project goals includes off-loading flows from the existing sewer shed which contributes to an aging gravity sewer main in Arboga Road from several existing lift


stations. When completed, domestic wastewater and commercial/industrial process wastewaters will be conveyed through a new pressure force main (approximately 2.6 miles in length) to a tie-in location at an existing sewer force main near the OPUD wastewater treatment plant.

Design of the sewer force main will account for anticipated residential growth, water-intensive commercial/industrial connections, and storm water infiltration/inflow within the affected service area. This Report details the proposed Project including the related planning, design, and construction phases of the Project. Also included in this Report is a Project schedule and an estimate of Project costs.

SECTION 3 – Background

A sewer system management plan (SSMP) was prepared for OPUD during 2009. Part of the SSMP included a sewer system capacity evaluation, which indicated that the wastewater conveyance facilities in Arboga Road and 11th Street are compromised during extreme wet weather events.

Alternatives for managing PWW flows from the proposed Glove Factory were analyzed as part of initial planning for the industrial project. The Yuba County Community Development and Services Agency has assisted in project planning for the proposed Glove Factory due to the anticipated job creation once the facility begins production.

This section of the Report provides additional information for the following:

RelyAid Glove Factory PWW Flows Previous Studies for Sewer Conveyance Proposed Improvements to the OPUD Sewer Collection System OPUD Wastewater Treatment Facilities Yuba County EDA Grant Application Project Beneficiaries

3.1 RelyAid Glove Factory PWW Flows

The proposed RelyAid Glove Factory in Olivehurst will consist of six nitrile glove dipping lines. Ultimate factory design PWW flows are estimated at 0.426 million gallons per day, based on flows measured at similar facilities overseas. Originally, the Glove Factory project was to be constructed in phases. However, RelyAid owners and management have indicated that the industrial facility will now be constructed to build-out production capacity (six dipping lines) in a single phase.

Due to the operational parameters of the manufacturing facility, PWW flow patterns are near constant from the factory. The facility operates 24 hours per day, 7 days per week. This means that PWW flows will have very little fluctuation over the course of a day, or from day to day. Based on ultimate design flow projections, the Glove Factory is expected to discharge approximately 300 gallons per minute (gpm) of PWW as a constant flow.

3.2 Previous Studies for Sewer Conveyance

Preliminary alternatives were analyzed for managing PWW flows from the Glove Factory during the initial planning stages. An Initial Study and Mitigated Negative Declaration (environmental document) was prepared for RelyAid Global Healthcare, LLC as part of the environmental


compliance requirements for obtaining a (factory site) building permit. Field tests were also performed on the existing Arboga Road gravity sewer main in order to assess the infrastructure’s ability to convey flows.

3.2.1 Initial Study / MND for RelyAid Global Healthcare, LLC.

The Initial Study / Mitigated Negative Declaration for the RelyAid Glove Factory project was prepared in September, 2012. A portion of this environmental document discussed OPUD conveyance capacity shortfalls and proposed improvements to the District’s sewer collection system to facilitate operation of the factory. The environmental document cited an OPUD Sewer System Capacity Evaluation Report which indicated that portions of the collection system are overloaded during periods of severe rainfall. In particular, the Arboga Road gravity main and downstream pumping facilities (OPUD Lift Station #1) can receive flows in excess of capacity which surcharge the system and can cause SSOs.

Recommendations in the environmental document to increase capacity and improve system reliability included:

Replace portions of the existing gravity sewer main in Arboga Road with a larger diameter pipe – via pipe bursting;

Construct a parallel gravity sewer main along portions of the Arboga Road sewer, where residential sewer laterals tie-in to the existing main;

Construct a new sewer pump station near the intersection of 11th Street and Arboga Road, which would receive flows from the Arboga Road gravity sewer main;

Construct a sewer force main (pressure pipe) from the new pump station at 11th Street to the intersection of Ella Road and Arboga Road; and

Tie-in the new sewer force main to an existing 20-inch diameter sewer force main which runs through the intersection at Ella Road

The recommendations also included provisions for over-sizing the new sewer conveyance facilities to handle additional growth and/or storm water infiltration & inflow. Most of the recommended improvements would need to be constructed within the paved travel lanes of Arboga Road. Replacement of the existing gravity sewer pipe would require bypass pumping of sewer flows during construction.

3.2.2 Arboga Road Gravity Sewer Flow Test Evaluation

Field tests were performed on the Arboga Road gravity sewer main during the months of December 2012 and February 2013. Empirical flow testing was performed in order to gauge the level of continuous discharge flow which can adequately be conveyed within the existing Arboga Road gravity sewer main. The condition and capacity of this section of sewer main and ability to serve additional flow was not determined prior to these flow tests. The technical memorandum detailing the Arboga Road Gravity Sewer Flow Test Evaluation, dated March 22, 2013 is included in this Report for reference as Appendix A.

The purpose of line-cleaning and flow testing the sewer main was to determine if the conveyance capacity of this section of OPUD sewer would be able accommodate anticipated process wastewater discharge from the proposed Glove Factory during an interim period. The flow testing and related activities included line cleaning and empirical flow tests to gauge the conveyance capacity of this section of sewer main. The initial (December) flow test indicated that there were several restrictions or partial blockages in the sewer main along the route which required cleaning and/or inspection. Line cleaning was performed by OPUD collection system operations staff and a subsequent flow test was conducted.


Findings and recommendations from the Arboga Road Gravity Sewer Flow Test Evaluation included the following:

Routine cleaning and inspection would be necessary to maintain a higher flow continuous discharge from Lift Station #3;

Video inspection of the Arboga Road and 11th Street sewer mains is recommended to assess the condition of the pipes and highlight issues of concern;

Approximately 1/3 of the ultimate discharge PWW flow rate (2 dip-lines in production) could be conveyed through the existing Arboga Road gravity sewer main during peak wet weather events (assuming mains are clean and monitored);

Up to 2/3 of the ultimate discharge PWW flow rate (4 dip-lines in production) could be conveyed through the existing Arboga Road gravity sewer main during normal (dry-weather) conditions, assuming sewer mains are maintained and monitored; and

Conveyance of ultimate discharge flows from the Glove Factory for 6 dip-lines (approximately 300 gpm of process wastewater) and existing background sewer flows would require completion of the proposed sewer improvements along Arboga Road

3.3 Proposed Improvements to OPUD Sewer Collection System

A feasibility analysis for constructing the recommended improvements outlined in the Initial Study / Mitigated Negative Declaration (replacement of the existing gravity sewer via pipe-bursting) was performed by Matt Wheeler Engineering during October 2012. At that time it was determined that construction of a dedicated force main (pressure pipe) outside the paved travel roadway, from existing OPUD lift stations near the Glove Factory site to the proposed tie-in location at Ella Road would be a preferred approach. Existing sanitary sewer lift stations along Arboga Road (Lift Stations #3, #6 and #7) and Lift Station #5 upstream of the Project limits are potential contributors to this new force main. By re-directing the sewer collected upstream of these lift stations into the proposed force main, in lieu of the Arboga Road gravity sewer, we will alleviate the load on the Arboga Road gravity sewer creating capacity for additional growth downstream of these lift stations. Appendix B of this Report includes exhibits showing the proposed Project location, alignment and general features.

Under the proposed Glove Factory process wastewater management scenario, discharge flows will be introduced into the gravity sewer system upstream of OPUD Lift Station #6. Lift Station #6 pumps will be equipped with variable frequency drives (VFDs) and controls to regulate discharge (outlet) flows to match influent sewer flows to the wet well on a continuous basis. Currently, Lift Station #6 operates by discrete wet well set points which initiates a pumping cycle at full (pump) discharge flow rate when the wet well is full and shuts-off the pumps when the wet well is emptied. Under the proposed conditions, Lift Station #6 discharge flows will be continuous (versus intermittent) and paced to match the influent flows from upstream sewers, which will include Glove Factory process waste waters.

The Arboga Road gravity sewer main will still remain in service; however, it will serve a smaller sewer shed of residential development and existing residences. At some point, the gravity sewer main will need to be improved due to the age of the system and existing infiltration and inflow along the main.

A detailed Project description is provided in Section 4 of this Report.


Yuba County Industrial Park Wastewater Upgrade Project June 7, 2013 Preliminary Engineering Report

YCCDSA d009-04-03rpt 6 of 16

3.4 OPUD Wastewater Treatment Facilities

The Olivehurst Public Utility District’s existing wastewater treatment plant has sufficient capacity to support the Glove Factory flows. The facility is designed to treat up to 3.0 million gallons per day of wastewater; and existing flows are approximately 1.5 million gallons per day. The additional process wastewater flows and sewer flows that are generated by commercial and residential service area above this project can be supported by the existing wastewater treatment plant without a change in discharge orders or treatment process.

The Glove Factory may need to pre-treat the PWW to adjust/reduce certain constituents prior to discharge into the OPUD sewer collection system. On-site pre-treatment requirements will likely include pH adjustment, temperature adjustment, reduction of nitrates, and reduction of total dissolved solids.

3.5 Yuba County EDA Grant Application

On June 13th, 2013, Yuba County Community Development and Services Agency will re-submit an application to the Federal Economic Development Administration for Project funding under the “Investments for Public Works and Economic Development Facilities” grant program. This Preliminary Engineering Report is provided as a supplement to that application.

The project components described in this Preliminary Engineering Report are consistent with the EDA investment project description provided in Section A.2 of Form ED-900.

3.6 Project Beneficiaries

The businesses and major developments that will benefit from this project include the Yuba County Industrial Park and specifically the RelyAid Glove Factory. The force main and conveyance facilities are being sized specifically to convey the PWW discharge flow from the Glove Factory plus flows from existing (and proposed) sewer lift stations along the Project alignment. Existing residential neighborhoods, infill, and potential future developments in the north Olivehurst OPUD service area will be supported by this project; either directly through construction of the force main, or indirectly by additional capacity created in the existing downstream collection system. By removing existing (lift station and gravity) flows tributary to the Arboga Road gravity sewer, we will be reducing sewer flows to Lift Station #1 and downstream trunk mains.

SECTION 4 – Project Description

This section includes the Project description for the Yuba County Industrial Park Wastewater Upgrade Project. The proposed Project includes construction of a sewer force main in the road shoulder on the west side of Arboga Road from the industrial park to the corner of Arboga and Ella Street, where it will tie into an existing 20-inch force main for ultimate conveyance and disposal at the district’s wastewater treatment plant.

Appendix B of this Report contains exhibits showing the Project layout, alignment, features, and location. The basic Project components include:

Construction of a new sewer force main from OPUD Lift Station #6 on Melody Road (near the Glove Factory site) to a tie-in location at Ella Road;

Connection of existing OPUD Lift Station #3 (on Arboga Road) discharge to the new force main for conveyance;


Improvements to existing OPUD lift stations (#3, and #6) electrical, controls, and mechanical equipment to meet force main discharge flow and pressure conditions;

Provisions for connecting existing OPUD Lift Station #7 to the new force main pipe at a future date;

Provisions for a future OPUD sewer pump station near the intersection of 11th Street and Arboga Road, which would collect flow from the adjacent residential areas;

Sewer force main in Melody Road will be constructed within the paved travel way, which will require associated traffic control and trench resurfacing;

Sewer force main in Arboga Road from McGowan to Ella Road will be constructed within the paved travel way, which will require associated traffic control, trench resurfacing, and lane paving;

Sewer force main in remainder of Project alignment will be constructed in un-paved shoulder within (County) Arboga Road right-of-way;

Construction will include a jack-and-bore installation of the force main under a section of Union Pacific Railroad right-of-way (at intersection of Melody and Arboga Roads);

Force main alignment will cross under an existing man-made drainage course, which will require construction Best Management Practices (BMPs), concrete encasement of the force main, and restoration of the drainage course; and

Project will include necessary planning, design, construction management, inspection, and administration associated with public works construction projects of this nature

The proposed sewer improvements will begin at an existing OPUD sewer lift station on Melody Road, travel 1,500 linear feet east on Melody Road to Arboga Road, travel 2.4 miles south on Arboga Road to Ella Road, then tie-in to an existing 20” diameter force main near the intersection of Ella and Arboga Roads. The project will include improvements to existing OPUD sewer lift stations along the project route in order to tie the lift station discharge(s) into the new force main. The proposed alignment is located in Yuba County road right-of-way and includes work in the road shoulder, paved travel lanes, and one Union Pacific Railroad (UPRR) crossing. Where practical, force main alignment will be in un-paved road shoulder to avoid traffic disturbance and higher costs associated with work in the road travel lanes.

Construction will be performed in a (paved) travel lane at the south end of the Project from McGowan to Ella Road. The Arboga Road corridor along this section is fully improved with detached sidewalk and landscaping as part of the Thoroughbred Acres Development. Initial site investigations suggest that by moving the force main alignment into the middle of the roadway lanes (likely one of the center lanes of the road) along this section, we will avoid most of the existing underground utilities. Construction in this section will include traffic control, trench resurfacing, lane re-paving, and associated safety measures.

The north end of the project includes tying into two Lift Stations (#3 and #6). OPUD Lift Station #6 on Melody Road receives flow from the commercial area including the RelyAid Glove Factory, and will be the starting point for the new force main. The proposed force main and will be constructed east on Melody Road (toward Arboga) and then turn underneath the UPRR Railroad spur at the intersection of Melody and Arboga. The railroad crossing will require a jack-and-bore type construction method. As the force main enters the Arboga Road right-of-way, south of the railroad crossing, it will pass by OPUD Lift Station #3. The Lift Station #3 pump discharge piping will be routed across Arboga Road and discharge into the new force main instead of the Arboga Road gravity sewer.


Force main sizing from Melody Road Lift Station to Arboga Road is proposed as a 6-inch pipe. Force main sizing from the intersection of Melody and Arboga Roads to 7th Street is an 8-inch pipe. We anticipate the future tie-in of Lift Station #7 pump discharge; therefore, the force main size increases to a 10-inch at 7th Street. The 10-inch diameter force main will continue from 7th Street to 11th Street on Arboga Road. At the intersection of 11th and Arboga, a potential future Lift Station is planned, which would support additional growth and infiltration/inflow in the residential areas north of 11th Street. The force main diameter from 11th Street to the tie-in at Ella Road will be a 14-inch diameter pipe to accommodate future flows from a Lift Station at 11th Street.

The proposed force main will have isolation valves at about 500 foot intervals in order to provide flexibility for isolating sections of the force main in the case of failure or for maintenance purposes.

County staff members will act as Grant Administrator and Project Director for the project. Grant funding will be used to prepare construction documents in the design phase which will then go out to competitive bid. The County is scheduled to be the lead for this project with input and support from Olivehurst Public Utility District.

Additional detail for Project activities (planning, design, and construction) is provided in subsequent sections of this Report.

SECTION 5 – Planning

This section details the planning activities associated with the Project. Planning activities are currently in progress or have been completed in anticipation of the Project funding award. Activities detailed in this section include:

Preliminary Engineering Design Feasibility Analysis Environmental Considerations Grant Funding Application

5.1 Preliminary Engineering Design

A preliminary engineering design has been completed for the Project based on field observations, previous studies, known project parameters, and discussions with primary stakeholders (RelyAid, OPUD, and Yuba County). The preliminary engineering design includes selection of a preferred Project alignment, method of construction, a feasibility analysis, quantification and analysis of design flows, force main pipe sizing, sketches showing the project layout and components (Appendix B), and preparation of this Report.

Preparation of construction documents is outside the scope of a preliminary engineering analysis and design. Detailed design tasks are discussed in Section 6 of this Report.

5.2 Feasibility Analysis

The feasibility analysis for this Project included the following general topics:

Ability to achieve Project goals Constructability Existing utility conflicts Right of Way


Alternative alignments or construction methods

These topics were analyzed and are described in this section. The Project as described in this Report is the preferred alternative and is feasible for construction and implementation.

5.2.1 Ability to Achieve Project Goals

The main goals of the Yuba County Industrial Park Wastewater Upgrade Project include:

Ability to adequately convey PWW flows from the Glove Factory site to the OPUD wastewater treatment plant

Improve reliability of existing sewer infrastructure within the affected collection system area

Provide additional sewer system capacity for growth, development, infill, and other economic benefits

Least construction-related and long-term impacts Cost effective

The force main will be constructed in the road shoulder of the existing County roadway outside of the paved section to avoid traffic impacts and allow open trench construction throughout the project alignment. By working outside of the asphalt pavement and the road travel way, we can reduce construction phase impacts such as traffic delays. The proposed alignment will shorten the project timeline by allowing the contractor to work with a longer run of open trench and avoid pavement resurfacing as part of the project components.

This project will increase the capacity of the sewer collection system north Olivehurst area two ways:

1. By creating additional capacity in the force main to support growth and future tie-ins tributary to the Lift Stations that will pump into the force main; and

2. The lift stations identified in the Project which currently contribute flow to Lift Station #1 will be removed from that sewer shed and conveyed directly to the wastewater plant through the new force main. This scenario will offload the existing use of OPUD Lift Station #1 and provide for additional growth or capacity in the surrounding service area.

The Project as described in this Report meets all of the main goals listed above.

5.2.2 Constructability

The preliminary engineering design (methods, materials, alignment, sizing, site conditions) has been reviewed for constructability. At this time, there are no significant impediments to constructing the project in its current alignment using methods specified in this Report.

5.2.3 Existing Utility Conflicts

Initial site investigations during Project alignment analysis included researching existing utilities along the route for potential conflicts. Underground Service Alert was notified of the Project and an intent to pothole (dig) and verify utility location, size, and material. RelyAid consultants and contractors performed utility verification at points of concern – via excavation. Site conditions and existing utilities were documented at chosen locations in preparation for detailed design.

5.2.4 Right Of Way

Existing topographic and boundary survey information has been obtained as part of the preliminary engineering activities. All portions of the Project alignment are proposed within


County road right-of-way, OPUD utility easements, or other County (airport) right-of-way. One segment of the Project alignment crosses an existing Union Pacific Railroad right-of-way, which will require special construction and a permit.

The County will need to offer an easement dedication to OPUD upon completion of the project for the portion of the alignment which is on County Airport property, but outside the fence line (along Arboga Road). No additional land transfer or purchase will be necessary to complete this Project.

5.2.5 Alternative Alignments or Construction Methods

One alternative to the proposed Project would be to upgrade the gravity collection system in Arboga Road via open trench construction or pipe bursting. This alternative has not been selected because of the impacts during construction. Specifically; roadway closures, manhole replacements, and additional traffic control requirements would increase project costs.

Trenchless construction such as pipe bursting may be a preferred alternative to open trench construction for pipe work in the paved travel lanes. However, open trench construction of a force main in the un-paved shoulder would reduce construction costs and impacts significantly when compared to trenchless technologies. It will nearly double the cost of the Project to upgrade and replace the existing Arboga Road Gravity Collection system as described in the Initial Study / Mitigated Negative Declaration.

5.3 Environmental Considerations

A portion of the work is adjacent to and through the Zone-A FEMA map location near Skyway. At the intersection of Arboga Road and Skyway, there is a man-made drainage ditch that serves the airport and upstream residential areas. We are proposing construction in the road shoulder which will ultimately need to go underneath this constructed drainage ditch. The force main profile will need to be lowered at this location to cross underneath the earthen drainage course. We are proposing open cut construction through the drainage course. We will mitigate construction impacts to that zone by performing construction during the dry season to avoid any kind of wet weather impacts or sediment transport. Best management practices during construction include: straw waddle installation, proper soil storage and stockpiling, and restoring the site so that it is ready for wet weather. Also, by encasing the sewer pipe in concrete under the drainage ditch channel, we will improve the stability of the earthen ditch flow line and reduce the potential for scour or exposure.

There should not be any potential for water to enter the sewer line or to exit from the sewer line with this proposed construction. Therefore, we do not expect any long-term impacts to this area, nor drawbacks for performing construction through this zone.

Alternatively, if avoidance of the drainage course is absolutely required, we could route the force main underneath the existing water line north of Skyway Boulevard and construct within the paved travel way through this segment of the alignment. We do not recommend moving the force main alignment into the paved travel lane through this segment. Maintaining the alignment in the shoulder in a dedicated easement is a preferred alignment for the sewer district and the long-term use and operation of the force main.

The entire force main alignment has been previously disturbed. The Project surface features can be restored to original condition at the end of construction. No anticipated issues will require mitigation from an environmental standpoint.

Best management practices will be employed during construction, including dust control measures, noise reduction, air quality from diesel emissions, visual shielding and site safety.


Soil migration from the project site into adjacent storm drain facilities and waterways will be mitigated by managing stockpile areas and installing silt fences in advance of precipitation or water conveyance across the project.

We do not see or anticipate any changes to the drainage patterns, roadway runoff or water quality of surface or ground waters effected as part of this project. Trench construction in dirt or shoulder areas is proposed during the dry season. The existing groundwater table is not within the proposed trench section, and the contractor should not encounter perched ground water during this project.

5.4 Grant Funding Application

The Yuba County application for Grant funding is being conducted as part of Project planning.

SECTION 6 – Design

Design will be performed by engineering consultants to be selected after a notice of Grant funding award. Activities performed as part of Project design will include:

Solicitation of design proposals Project design Obtain necessary construction permits and easements

6.1 Solicitation of Design Proposals

Yuba County will solicit proposals from qualified design firms to prepare design and Construction Documents for competitive bidding and construction of the Project. We anticipate the design contract will be awarded to a single (lead) consulting firm who will retain and manage sub-consultants as necessary to provide the Project design.

6.2 Project Design

Project design includes work performed by professional consultants to deliver a complete set of Construction Documents (plans and contract specifications). Design activities include:

Civil, electrical, mechanical, and controls engineering design Preparation of Construction Documents (plans and specifications) for public bidding and

construction of the proposed improvements Bid-phase engineering and support (RFI responses, addenda) Surveying Field investigations Utility location and coordination

6.3 Construction Permits and Easements

This item includes securing or describing necessary easements and/or encroachment permits necessary to perform the proposed construction Project. Anticipated easements and encroachment permits include:

Jack-and-Bore under UPRR Right-of-Way (permit) Dedication of new sewer easement from County Airport property to Olivehurst Public

Utility District


Associated surveying and recording fees for new sewer easement

A portion of the project will require dedication of a sewer easement along the west side of Arboga Road between 11th Street and Skyway. The road right-of-way narrows and County airport right-of-way encroaches upon the proposed alignment. There is an existing waterline and easement in this segment for OPUD which is on airport property. We anticipate a 10-foot wide sewer easement to the west of the waterline easement will need to be offered in conjunction with dedication of the new sewer main.

SECTION 7 – Construction

Project construction will commence after design. The Project Construction Documents will be noticed to contractors for competitive public bidding, with award to the lowest responsible, responsive bidder. This section will briefly discuss the following Project topics:

Construction contracts and phasing Construction methods and materials Construction management and inspection

7.1 Construction Contracts and Phasing

The overall Project will be a traditional design – bid – build type of public works contract. We anticipate the Project design documents to be structured such that the construction will be performed by a single General Contractor under one construction contract. The General Contractor who is awarded the construction Project will retain and manage sub-contractors (if necessary) to perform specialty work during construction.

This Project is not anticipated to be phased for construction, but is rather to be performed by continuous construction until complete.

7.2 Construction Methods and Materials

This construction Project will include traditional public works construction activities and responsibilities, such as:

Mobilization (equipment, job trailer, staging area) Construction staking / surveying Traffic control Construction safety Public noticing Contract compliance (bonds, insurance, reporting, etc.) Environmental compliance including best management practices (BMPs) during

construction Demolition and Removal Construction

o Materials procurement and construction/installation o Construction of approximately 2.6 miles of sewer force main and appurtenances o Jack-and-bore under UPRR right-of-way o Tie-ins at existing sewer lift stations along project route


o Tie-in to existing sewer force main at Ella & Arboga Roads o Testing, start-up, and commissioning of improvements o Trench resurfacing and pavement repair where required

Procurement and construction/installation costs of equipment at lift stations o Electrical o Mechanical o Controls o SCADA

Full-time construction management (performed by General Contractor) De-mobilization and site restoration

We expect the sewer force main will be constructed using PVC pressure pipe with bell and spigot push-on joints. Trench construction for the proposed force main will run an average depth of three to four feet of cover over the pipeline. The maximum trench depth expected will be six to seven feet.

The Contractor will be responsible for maintaining job-site safety at all times (even when construction activities are not in progress). Open trenches must be backfilled or otherwise secured at the end of the work day to prevent a hazardous condition. Traffic control plans and implementation, material submittals, and workmanship will be subject to County review and approval as part of construction implementation.

Construction staging will take place along the project route as part of the construction train. There is sufficient space on the road shoulder in the County road right-of-way for staging of equipment and materials and open trench construction of the force main.

7.3 Construction Management and Inspection

Construction management will be performed by Yuba County staff and consultants. Construction inspections will be performed in conjunction with OPUD staff to ensure Project approval and acceptance by OPUD upon completion of the improvements.

Anticipated construction management activities include:

Construction-phase engineering and support (RFI responses, submittal review, change order engineering and review, record drawings)

Routine and milestone inspections Specialty inspections and testing services Weekly construction meeting attendance & participation Final punch list & project close-out Certification of construction completed according to approved Construction Documents Note: We do not anticipate full-time construction inspection will be performed by County,

OPUD, or Engineer. Full-time construction management is assumed under General Contractor’s work scope and responsibility


SECTION 8 – Project Schedule

A preliminary Project schedule has been developed for the Yuba County Industrial Park Wastewater Upgrade Project. Table 8-1 shows the Project Schedule, which lists major Project activities with respective time durations. Dates have been inserted into the table based on an assumed EDA grant award timeline.

Table 8-1 Project Schedule

Project Phase Description Duration Date

Planning Re-submittal of EDA Grant Application Documents n/a June 13, 2013

EDA Grant Award Notification 6 weeks July 25, 2013

Design Consultant RFP and Selection 2 months September 30, 2013

Design Preparation of Construction Documents and Secure Permits 6 months March 31, 2014

Notice Inviting Bids and Bidder Selection 2 months May 29, 2014

Construction Notice of Award 1 week June 5, 2014

Construction of Improvements 6 months December 4, 2014

Final Inspections and Punch List Items 1 week December 11, 2014

Completion Project Close-Out and Dedication to OPUD 1 week December 18, 2014

Upon grant award Yuba County will require two months to select an engineer, six months to prepare plans and secure railroad permit, two months for bid and award, six months for construction. We anticipate beginning July 2013 with completion in December 2014. Potential winter delays are reflected in schedule. Actual start date is contingent on EDA Grant award timeline.

SECTION 9 – Cost Estimate

A preliminary engineer’s estimate of construction costs has been prepared for the Project based on the planning level design. The cost estimate was derived using known unit costs for similar construction elements performed on public works projects within the past few years. Table 9-1 details the Project elements, quantities, unit cost estimates, and total costs for the proposed Project.


Table 9-1 Construction Cost Estimate

Off-Site Sewer Improvements for Glove Factory Process Wastewater Connection to OPUD

Item Description Unit Num Cost / Unit Item Cost Notes

1 14" Diameter Force Main in Pavement LF 2650 $ 112 $ 296,800 Arboga: McGowan to

Ella

2 14" Diameter Force Main in Shoulder LF 4000 $ 95 $ 380,000 Arboga: 11th to McGowan

3 10" Diameter Force Main in Shoulder LF 2550 $ 64 $ 163,200 Arboga: 7th to 11th

4 8" Diameter Force Main in Shoulder LF 2800 $ 53 $ 148,400 Arboga: LS#3 to 7th

5 6" Diameter Force Main in Pavement LF 1200 $ 58 $ 69,600 Melody: LS#6 to Arboga

6 6" Diameter Force Main in Shoulder LF 250 $ 43 $ 10,750 Arboga: Melody to LS#3

7 Melody Rd Trench Resurfacing LF 1200 $ 20 $ 24,000 Trench width only

8 Arboga Road Trench Resurfacing, Overlay, Striping LF 2650 $ 85 $ 225,250 Full lane width

required

9 Jack-and-Bore Under UPRR LS 1 $50,000 $ 50,000 Melody & Arboga

10 LS#3 Rehab (VFDs & Controls) LS 1 $40,000 $ 40,000

11 LS#3 Force Main Connection LS 1 $ 8,000 $ 8,000

12 LS#6 Rehab (VFDs & Controls) LS 1 $40,000 $ 40,000

13 LS#6 Force Main Connection LS 1 $ 3,000 $ 3,000

14 SCADA Improvements for Lift Stations LS 1 $45,000 $ 45,000

15 Tie-In at Ella Rd Force Main LS 1 $ 4,500 $ 4,500

16 Traffic Control WK 6 $ 8,000 $ 48,000 Assume only for work in pavement

17 Mobilization LS 1 $10,000 $ 10,000

Subtotal = $ 1,566,500

25% Contingency = $ 391,625

Subtotal = $ 1,958,125

10% Soft Costs = $ 195,813

Project Total = $ 2,153,938


Project contingencies are listed at 25% of the construction costs, which is appropriate for a planning-level cost estimate. The line item for “Soft Costs” includes the estimate of costs for the following:

Professional consulting associated with design phase Permit fees Professional consulting associated with construction phase

SECTION 10 – Conclusions and Recommendations

Existing wastewater collection facilities within the study area are overloaded during peak wet weather events. Implementation of this Project will mitigate those sewer surcharges and potential SSOs by constructing new infrastructure to create additional capacity and reliable conveyance systems.

The proposed Project improvements will provide the necessary capacity and reliability to serve the RelyAid Glove Factory’s PWW discharge needs. Implementation of this Project will remove an existing hindrance to immediate and future economic development growth within the north Olivehurst OPUD service area.

We recommend Yuba County proceed with the Yuba County Industrial Park Wastewater Upgrade Project on behalf of the RelyAid Glove Factory and Olivehurst Public Utility District.


APPENDIX A

Arboga Road Gravity Sewer Flow Test Evaluation

Technical Memorandum #009-03-02

Dated: March 22, 2013

By: Matt Wheeler Engineering

(8 pages)

ATTACHMENT 11. Preliminary Engineering Report, APPENDIX A. Arboga Road Gravity Sewer Flow Test Evaluation, page 1 of 9


Tim Shaw, OPUD General Manager Arboga Road Gravity Sewer Flow Test Evaluation March 22, 2013

TM# 009-03-02 Page 2 of 8 Matt Wheeler Engineering

The flow testing and related activities included line cleaning and empirical flow tests to gauge the conveyance capacity of this section of sewer main. An initial flow test, performed on December 11, 2012, indicated that there were several restrictions (partial blockages) in the sewer main along the route which required cleaning and/or inspection. Line cleaning was performed by OPUD collection system operations staff using the District’s Vactor / Jetter truck along Arboga Road following the December flow test. A subsequent flow test was performed on February 13, 2013 to determine the effectiveness of line cleaning and the maximum conveyance capacity of the (cleaned) mains.

FLOW TEST DETAILS

The basic flow test included introducing water (from a fire hydrant) into the gravity sewer collection system near the upper end of the study area. The flow rate of the water introduced into the system was measured with a hydrant meter and incrementally adjusted through the desired test range in order to adequately test the infrastructure.

Ancillary sewer flows from nearby commercial, residential, and District lift stations were allowed to operate normally during the flow test in order to simulate normal conditions with the increased flow. Lift Station #3 was also allowed to operate normally and discharged approximately 160 gpm when pumping. This condition introduced higher (intermittent) flows into the test section than the metered hydrant flow, which provided a conservative analysis for capacity.

Downstream manholes on 11th Avenue and Arboga Road were monitored by Matt Wheeler (Engineer) and OPUD collection system staff to determine if flows exceed the design capacity of the sewer mains. During the test, the gravity sewer mains should remain less than ¾ full for optimum open-channel flow conditions. If flows through the sewer mains cause the flow depth to rise above ¾ full (or reach full-flow pipe conditions), then the sewer mains are operating past peak design capacity. A Primary Monitoring Manhole (for flow depth) was identified on 11th Avenue for continuous observation/monitoring during the duration of the test. All of our test flows (and ancillary upstream sewer flows) pass through this manhole and are conveyed to Lift Station #1.

Manholes along the main flow path (Arboga Road) were spot-checked throughout flow testing to check flow depth through the sewer main and determine if surcharge conditions exist. The details of the second sewer capacity flow test are presented below:

Test Date: Wednesday, January 13th, 2013 Hours of Testing/Study: 9:00 a.m. to 2:30 p.m. Fire hydrant flow test rate/range: 270 to 450 gpm (36 to 60 cubic feet per minute) Hydrant flow introduced at first manhole downstream of Lift Station #3 Primary Monitoring Manhole at corner of 11th Avenue and Pacific Avenue Observation Manholes along Arboga Road between LS#3 and 11th Avenue

The manhole immediately downstream of Lift Station #3 (See Figure 1) was an appropriate location to introduce the test flow. The road shoulder adjacent to the manhole is generally level, with gravel, which provided a staging area for utility vehicles and field activity. The manhole is partially in the Arboga Road northbound travel lane, which required delineators and other traffic control measures (including flaggers).




Figure 1 - Flow Test Manhole Location

Using this manhole for introducing the test (hydrant) flow into the system allowed the operator to note when Lift Station #3 cycled on (pumps discharge) which contributed additional flow into the study area. Lift Station #3 start and stop times were noted throughout the test duration.

The Primary Monitoring Manhole was located on 11th Avenue at the corner of Pacific Avenue (See Figure 2). This manhole is located off the pavement on the edge of a dirt access road, so traffic control was not necessary. OPUD collection system staff monitored and recorded flow depth through this manhole during the entire study period.




Figure 2 - Primary Monitoring Manhole Location

Additional observations were conducted at various manholes along Arboga Road during the course of the flow test. Any time the flows reached the top of a sewer pipe or began to pond-up inside a manhole barrel at any manhole under observation, then the Engineer and Chief Plant Operator were notified immediately for inspection and to determine the next course of action.

OBSERVATIONS AND EVALUATION

Specific flow rates introduced into the system and observations noted in downstream manholes are discussed in this section. Observed pumping patterns at Lift Station #3 are also detailed as part of this evaluation.

Hydrant Flow Introduced

The manhole immediately downstream of Lift Station #3 was selected for introduction of metered hydrant flows for both flow tests. This manhole receives discharge from Lift Station #3 directly from the pump discharge piping. A hydrant flushing nozzle which directs flow into an open catchment (manhole or drain inlet) was positioned over the open manhole lid for introduction of metered water into the system. Figure 3 shows the hydrant flushing nozzle in-place prior to flow testing.




Figure 3 - Flow Test Manhole at LS#3

During the second flow test (February 13, 2013) a single fire hose was used to introduce flow through the hydrant meter and flushing nozzle in the morning. Maximum hydrant flow rates through a single hose and meter as high as 37 ft3/min (277 gpm) could be achieved with the hydrant valve wide-open. Initial testing in the morning indicated that the gravity sewer could convey higher flows than could be achieved with a single fire hose and meter connection. We expect that the fire hose and meter introduced significant friction losses at higher flow rates, which restricted the hydrant from delivering flows higher than 37 ft3/min through the single hose system.

Afternoon testing during the February flow test event utilized two parallel fire hoses connected with a wye fitting to the flushing nozzle. We placed the flow meter on one side of the wye connection, which metered the flow from one of the parallel fire hoses. Figure 4 shows the hydrant flushing nozzle with the two parallel fire hose connection set-up during afternoon testing.

Figure 4 - Hydrant Flow Using Two Parallel Fire Hoses

The second hose (un-metered) flow rate was estimated based on the measured flow rate through the hydrant meter. The second hose flow rate would be higher than the metered flow rate, due to




fewer flow restrictions (losses through the meter) on that hose discharge. The second hose flow rate could be 1.2 to 1.5 times the flow rate of the metered hose. For the purposes of this evaluation, we assume the un-metered flow through the second hose is 1.2 times the metered flow rate (conservative). Therefore, for the purposes of this evaluation, the dual-hose estimated hydrant flow rate is equal to 2.2 times the metered (single side) observed flow rate.

Calculated flow rates during afternoon testing ranged from 363 gpm (22 ft3/min through meter) up to 477 gpm (29 ft3/min through meter) with varying results in downstream manholes.

Lift Station #3 Pumping Patterns

The initial flow test (in December 2012) was conducted immediately following a wet weather event and during early morning peak diurnal sewer flow patterns. Rain had fallen during the night prior to the flow test, and the early morning hours of the flow test showed significant background residential sewer flows. Lift Station #3 pumps would turn on for approximately 2-minutes, then cycle off for 4 to 5 minutes. This flow cycle pattern lasted from 7:00 a.m. until 10:00 a.m. when the pumps-off cycle began to lengthen to 6 or 7 minutes.

The second flow test (in February 2013) was conducted during generally dry weather conditions, after the morning peak diurnal sewer flow pattern. The flow test began around 9:00 a.m. and Lift Station #3 pump cycles would turn on for 2-minutes, then off for 6 to 8 minutes.

Lift Station #3 pumps are sized to discharge approximately 160 gpm, based on District records and pump curves for the equipment installed. Based on this information, we calculate the existing influent sewer flow to Lift Station #3 during our two flow test days ranged from 32 gpm up to 53 gpm depending on time of day and the influence of wet weather. Lift Station #3 pumping cycles during extreme rainfall events are not known at this time, and District records do not include continuous pump station monitoring. Based on known infiltration & inflow peaking factors in the District, peak wet weather influent to Lift Station #3 could be 2 to 3 times higher than the upper range observed during flow testing. This means peak wet weather influent flows to Lift Station #3 may be in excess of 150 gpm.

Observations in System Manholes

Observations in system manholes during flow testing can be categorized into several sections as follows:

Flow Development Flow Restrictions and Debris Full Flow Capacity

General observations are discussed in this section.

Flow Development

The gravity collection system showed significant capacity to handle large intermittent flows introduced into the upstream reach of the study area. Large flows up to 477 gpm could be introduced into the Test Flow Manhole for a brief period of time (up to 10 minutes) before flow patterns in downstream piping caused a back-water effect and surcharge on the upstream pipe segments. Our test indicated that it generally took up to 30 minutes for a specific continuous flow rate to develop a steady-state level in far-reach downstream piping (near the intersection of Arboga Road and 11th Street).

Once a test flow rate was established, team members would continue monitoring observation manholes until a steady-state condition was determined, or a problem with flow conveyance was identified.




Flow Restrictions and Debris

The second flow test (February 2013) was conducted after significant line-cleaning had been performed in the Arboga Road gravity sewer mains. District collection system operations staff indicated significant debris including gravel, rocks, metal fasteners, and tree roots had been removed from the sewer main in Arboga between the December and February test events.

However, the sewer main on 11th Street between Arboga Road and Lift Station #1 had apparently not been cleaned as part of preparation for the second flow test. During the morning flow test in February, a line blockage was discovered between Arboga Road and the Primary Monitoring Manhole which caused a surcharge in the sewer piping on Arboga Road. OPUD collections staff performed line cleaning between the morning and afternoon flow test activities to remove the line blockage between the Primary Monitoring Manhole and Arboga Road. A large root-ball was discovered and removed from this segment of the sewer main. Figure 5 shows a portion of the root intrusion removed during line cleaning.

Afternoon flow testing during the February event was successful in achieving very high flow-rates through the upper reach of the Arboga Road gravity sewer main. However, near the end of the test, another partial line blockage was discovered between the Primary Monitoring Manhole and Lift Station #1. The Primary Monitoring Manhole began to surcharge due to the apparent flow restriction. OPUD collections staff indicated that they would continue line cleaning on the 11th Street sewer main during the following weeks in order to clear the system for possible wet weather flow events later this season.

Full Flow Capacity

Several different hydrant flow rates were tested through the study area piping to determine the full-flow pipe capacity of the Arboga Road gravity sewer system. When lower flow rates did not achieve full-flow conditions (after flow development), the hydrant valve was opened further to induce higher flow rate. If surcharge conditions were observed in downstream manholes (water higher than the top of the pipe in manholes), then the hydrant valve was closed slightly to reduce flow into the system.

The maximum sustained (continuous) hydrant flow achieved through the study area collection system was approximately 363 gpm, based on the dual-hose estimated flow rate method (22 ft3/min through meter). At this flow rate, the piping immediately downstream of the Test Flow Manhole remained “just full” to the top of the pipe. The first manhole downstream of the Test Flow Manhole had an induced wave action due to turbulent flow and air-entrainment from the hydrant flow nozzle. Subsequent manholes downstream to about 7th Street had fully-developed flow with the flow depth just to the top of the (8” diameter) pipe.

The manhole at the intersection of 7th Street and Arboga Road had submerged pipe conditions (just over the top of the pipe) due to an apparent low-point in the flow-profile of the main at this location. Piping downstream of 7th Street increases to a larger (10” diameter) pipe, which conveyed the 363 gpm flow rate, within about 7/8 pipe depth. The sewer main on 11th Street increases to a larger (12”

Figure 5 - Root Intrusion Removed




diameter) pipe, which can convey significantly more flow than upstream reaches of the Arboga Road sewer main.

Evaluation of Findings

A sewer pipe flowing full is not an ideal design condition for maintaining reliable service. Any change in wastewater character (increased solids or small increase in flow) could negatively affect the conveyance and cause a pipe surcharge (submerged pipe condition). Optimal peak flow depth in an open-channel conveyance pipe is less than ¾ full. Under these conditions, the wetted surface area of the pipe (which causes friction losses) versus the flow area of the water achieves the maximum flow rate through a pipe. For these reasons, a sewer pipe is typically designed to maintain flow depth below ¾ full under all flow conditions.

Based on the full flow sustained (continuous flow) capacity of 363 gpm achieved during the flow test; 300 gpm (80% to 85% of full flow) would be an acceptable maximum design flow for this system under ideal conditions. Ideal conditions include active maintenance and monitoring of the Arboga Road and 11th Street sewer mains between Lift Station #3 and Lift Station #1. If debris, root intrusion, or partial pipe failure were to enter this segment of the collection system, there would be little time to respond and avoid a sanitary sewer overflow at this flow rate. A condition assessment of the Arboga Road and 11th Street sewer mains using video inspection is warranted before commencing high sustained flows through this system.

CONCLUSIONS AND RECOMMENDATIONS

Based on the flow test results using a combination of fire hydrant flow and allowing existing lift stations to operate normally during the test, the existing Arboga Road gravity sewer main (when properly maintained) should be able to convey up to 300 gpm of continuous (sustained) discharge from Lift Station #3. The gravity sewer collection mains from Lift Station #3 to the 7th Street intersection appear to be the critical components for dry weather flow capacity while downstream mains can handle the sustained flow plus additional flow contribution from adjacent service areas. During wet weather conditions, we anticipate that infiltration and inflow in the collection system downstream of 7th Street would affect the depth of flow in the Arboga Road sewer mains south of 7th Street.

Root intrusion is a known issue on Arboga Road and 11th Street sewer mains. Routine cleaning and inspection would be necessary to ensure that the required conveyance capacity to maintain a 300 gpm continuous discharge from Lift Station #3 is not impeded. A video inspection of the Arboga Road and 11th Street sewer mains is recommended to assess the condition of the pipes and highlight any issues of concern.

Based on projected process wastewater flows from the Glove Factory, we expect that 1/3 of the ultimate discharge flow rate (2 dip-lines in production) could be conveyed through the existing Arboga Road gravity sewer main during peak wet weather events (assuming mains are clean and monitored). Two dip lines at the Glove Factory are expected to produce up to 100 gpm of process wastewater discharge, based on available information from the developer. Existing background influent flow to Lift Station #3 ranged from 32 to 53 gpm during our flow test events. However, inlet flow contributions to Lift Station #3 could be in excess of 150 gpm during peak wet weather events.

We expect that up to 2/3 of the ultimate discharge flow rate (4 dip-lines in production) could be conveyed through the existing Arboga Road gravity sewer main during normal (non wet-weather) conditions, assuming sewer mains are maintained and monitored. Four dip-lines at the Glove Factory are expected to produce up to 200 gpm of process wastewater discharge.

Conveyance of ultimate discharge flows from the Glove Factory for 6 dip-lines (approximately 300 gpm of process wastewater) and existing background sewer flows would require completion of the proposed sewer improvements along Arboga Road.


APPENDIX B

Project Location, Alignment, and Features Exhibits

Dated: June 7, 2013

By: Matt Wheeler Engineering

(6 sheets)

ATTACHMENT 11. Preliminary Engineering Report, APPENDIX B. Project Location, Alignment, and Features Exhibit, page 1 of 7

CONSTRUCTION MANAGEMENT

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GENERAL CIVIL ENGINEERING

DISTRICT ENGINEERING

DRAWING NO.

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500 WALL STREETAUBURN, CALIFORNIA, 95603

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PROPOSED SEWER EASEMENT

TO CONVEY PROCESS WASTEWATER

FLOWS TO MELODY ROAD SEWER

(BY FACTORY OWNERS)

PROPOSED

GRAVITY SEWER IMPROVEMENTS

TO EXISTING LIFT STATION

(BY FACTORY OWNERS)

PROPOSED NEW GRAVITY

SEWER MANHOLE

(BY FACTORY OWNERS)


APPENDIX C

FEMA Map

For Project Alignment

(1 page)

ATTACHMENT 11. Preliminary Engineering Report, APPENDIX C. FEMA map, page 1 of 2

ATTACHMENT 11. Preliminary Engineering Report, APPENDIX C. FEMA map, page 2 of 2

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Oval

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Text Box

Zone-A Drainage Ditch Crossing

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Line