Final%20Design%20Submittal%20WPN22_0036%20Revised%2006-08-22.pdf

60 Volunteer Boulevard Jackson, Tennessee 38305 www.jrwauford.com

FINAL DESIGN SUBMITTAL ENGINEERING REPORT

MEMPHIS REGIONAL MEGASITE WASTEWATER

TREATMENT PLANT

MEMPHIS REGIONAL MEGASITE

STATE OF TENNESSEE

STANTON, TENNESSEE

April 2022

PROJECT NUMBER 3679

Division of Water Resources Project No. - WPN22.0036

ATTACHMENT 3

FINAL DESIGN SUBMITTAL ENGINEERING REPORT

MEMPHIS REGIONAL MEGASITE WASTEWATER TREATMENT PLANT

STATE OF TENNESSEE

STANTON,TENNESSEE

April 2022

PROJECT NUMBER 3679

Division of Water Resources Project No. - WPN22.0036

WAUFORD

60 Volunteer Boulevard

Jackson, Tennessee 38305 www.jrwauford.com

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TABLE OF CONTENTS

Following the TDEC Final Design Submission Requirements Checklist

A. Basis for Influent Flow Characterization

B. Characterization of Flows and Waste Loads

C. Unit Process Design Parameters

D. Pump Hydraulics

E. Chemical Feed Pump Selection

F. Chemical Storage

G. Reliability Levels for Equipment and Power Supply

H. Energy Saving Solutions Considered

I. Odor Control Consideration

J. Corrosion Control Consideration

K. Velocities in Gravity Sewers and Mitigation

L. Calculations for Nutrient and Hydraulic Loading

M. Flow Data

N. Justification for Rehabilitation Methodology

O. Potential Reuse Sales

P. Status and Coverage of All Required/Anticipated Permits

Q. Table Demonstrating Unit Process Conformance to the Appropriate Design Criteria

Requirements

R. Recommend Inclusion of Cut Sheets

Appendix

Wauford 3679 April 2022

A. Basis for Influent Flow Characterization

1. Normal Flows and Waste Loads

The announced development with the Ford Motor Company (Ford) assembly plant and the SK Innovations battery plant, included 5,600 jobs. Additionally, provisions are for the future inclusion of a supplier park, technical school, and approximately 600 acres remaining to be marketed by the State of Tennessee for additional industry. In order to develop design waste loads, data was provided from Ford that included their anticipated flows and waste loads for both the Ford plant and the SK battery plant based on their knowledge of the anticipated plants. Of the total design capacity of 5.1 MGD, the Ford/SK site has been allotted 3.2 MGD. The remaining

1.9 MGD is be reserved for the technical school and other developments onsite.

2. Peak Flow

There is no existing sewer collection system at the Megasite. Although no peak flow rate has been required by Ford and SK Innovations, the Megasite WWTP is designed to hydraulically pass a flow rate of 10.2 MGD to accommodate for the possibility of inflow and infiltration in an aged collection system. The forcemain to transport the treated effluent from the wastewater treatment plant to the Mississippi River is rated for a flow of 5.1 MGD. Since only 5.1 MGD can be transported to the Mississippi River, peak treated wastewater from rainfall events can be stored in the emergency effluent lagoon until it can be pumped to the Mississippi River. The emergency effluent lagoon has a holding capacity of 71.4 million gallons which is 14 days storage at a 5.1 MGD flow.

B. Characterization of Flows and Waste Loads

The Ford/SK plant will be pre-treated and required to meet the United States Environmental Protection Pretreatment Standards for Categorical Industrial Users. The Megasite Authority has begun the process of establishing the pretreatment program and has had talks with TDEC concerning the pretreatment limits. The waste data that Ford provided was used for the 3.2 MGD flow anticipated form the Ford/SK facilities. The 3.2 MGD flow from Ford/SK includes approximately 0.5 MGD of domestic flow. Traditional textbook values were used for the remaining 1.9 MGD capacity to be used for the technical school and remaining acreage for future development. This is the same design practice used for all municipal wastewater treatment plants as they are all designed with excess capacity for future growth. The resulting waste loads for the design of the wastewater treatment plant are summarized below on Table No. 1.

Table No. 1 Proposed Design Waste Load Conditions

Characteristic Design Average Flow (MGD) 5.1 5-day Biochemical Oxygen Demand (LB/DAY) 7,600 Total Suspended Solids (LB/DAY) 4,500 Total Kjeldahl Nitrogen (LB/DAY) 730

C. Unit Process Design Parameters

1. Preliminary Treatment Facilities

Below is a short description of the unit processes incorporated into wastewater treatment plant to serve the Memphis Regional Megasite. Attached in the appendix is a unit process schematic drawing.

a. Screening

The proposed screening facilities will consist of two mechanically cleaned bar screen with one-quarter inch openings. The mechanically cleaned bar screens will be located in open channels at the proposed headworks structure. Each bar screen channel is four feet wide and has a depth of five feet. Each of the fine screens will be designed to accommodate a 10.2 MGD hydraulic loading when the screen is 30% blinded without overflowing the screen channel. Isolation gates are provided such that each mechanically cleaned screen may be taken out of service for maintenance while the other screen remains in service. Screenings from the ¼-inch opening fine screens are estimated to be generated at a rate of approximately 7.5 ft3/million gallons. The screening conveyance equipment will be adequate for the screenings generated. These screening facilities are considered protective of downstream unit processes based on the characterization of flows and waste loads presented at Section B.

b. Grit Removal

The proposed grit removal facilities will consist of one vortex-type grit removal unit capable of the following minimum grit removal efficiencies at flow rates reaching 10.2 MGD:

• 95 % of grit greater than 75 mesh in size

A bypass of the vortex-type grit removal unit process will be provided by means of manipulating a series of gates. The grit classification, washing and dewatering equipment will be adequate for the grit generated. These grit removal facilities are considered protective of downstream unit processes based on the characterization of flows and waste loads presented at Section B.

c. Flow Measurement and Sampling

The influent sampler is proposed to be located at the headworks structure and automatically vary the influent sampling rate in response to the influent flow rate. Influent flow is measured by a 12-inch Parshall Flume located just downstream of the grit removal unit.

2. Activated Sludge/Nitrification/Advanced Wastewater Treatment

A four-reactor basin sequencing batch reactor (SBR) system will be installed to provide secondary treatment, nitrification, and endogenous denitrification. The SBR Basins are proposed to utilize fine bubble membrane type aeration, submersible mixers, and floating decanters. Flow is split to the appropriate sequencing batch reactor via electronically operated plug valves. One SBR basin is in fill mode at all times. A PLC based control system is proposed which is capable of operating any number or combination of the SBR basins including single basin operation through a cycle consisting of the five proposed phases of anoxic fill, aerated fill, react, settle, and decant. The typical cycle length is six hours but is adjustable by the operator for treatment flexibility. The PLC will monitor the fill rate of the SBR to adjust cycle times in times of peak flows. Dissolved oxygen (DO) sensors are located in each aeration basin, allowing DO control of variable speed blowers. During each SBR basin decant cycle, an electrically operated butterfly valve located on the decant line of the SBR basin slowly opens and allows clear effluent to flow from the SBR basins to the effluent disc filters. The decant flow from the SBR is driven by the static hydraulics of the water surface in the SBR basin, so the decant will begin at its highest flowrate and decrease as the batch is emptied. The maximum flow rate for the proposed decanters is 8,900 gpm. A decant flow meter is provided and can be utilized to throttle the flow through each decant butterfly valve, reducing the flowrates to the effluent disc filters.

The SBR process will be designed to achieve the effluent quality targets listed at Table No. 2 when properly operated. Additionally, the SBR activated sludge system will be designed to provide biological nitrification/endogenous denitrification to reduce total nitrogen in the effluent. In addition to the total nitrogen removal achieved, the biological nitrification/endogenous denitrification capability of the SBR system will improve process stability by avoiding filamentous bulking, enhance removal of many recalcitrant pollutants and reduce energy consumption due to the oxygen credit associated with endogenous denitrification and higher oxygen transfer efficiency.

The operational protocol for the four-basin SBR process proposed to achieve the design effluent quality targets listed at Table No. 2, along with nitrification/denitrification, is described hereinafter. The design and operational characteristics associated with this operational protocol at the design flow and waste loads listed at Table No. 1 and producing the effluent characteristics exhibited at Table No. 2 follow:

Total Reactor Volume (4 Basins) : 5.1 MG at BWL Individual Basin Length : 200 feet Individual Basin Width : 50 feet Length to Width Ratio in Reactor Compartment : 4:1 Bottom Water Level Depth : 18 feet F:M Ratio : 0.05 MLSS Concentration : 3,384 mg/l Sludge Production : 5,740 lbs/day Hydraulic Retention Time : 24 hours Aeration System Type : Perforated membrane, fine bubble diffused aeration Mixing System Type : Submersible Mixers (Anoxic

Phase) & Perforated fine bubble diffused aeration (Aerobic Phase)

Table No. 2 Design Effluent Quality Targets for the Megasite Wastewater Treatment Plant Improvements that

Comply with Requirements of Tennessee Department of Environment and Conservation Rule Chapter

0400-40-03-.06 Antidegradation Memphis Regional Megasite Wastewater Treatment Plant Improvements

Stanton, Tennessee Wauford Project No. 3679

Effluent Parameter Value

Dissolved Oxygen 1.0 mg/l (minimum) pH 6.0 S.U. (minimum) pH 9.0 S.U. (maximum) Total Suspended Solids 30 mg/l (monthly average) Total Suspended Solids 40 mg/l (weekly average) Total Suspended Solids 45 mg/l (daily maximum) Settleable Solids 1.0 ml/l (daily maximum) Chlorine, total residual 2.0 mg/l (daily maximum) E. coli 941/100 ml (daily maximum) E. coli 126/100 ml (monthly geometric maximum) BOD5 25 mg/l (monthly average) BOD5 35 mg/l (weekly average) BOD5 40 mg/l (daily maximum)

Summer Mass Oxygen Required for Total Reactor Volume

8,530 lbs/day

Winter Mass Oxygen Required for Total Reactor Volume

8,180 lbs/day

Summer Inlet Cubic Feet per Minute (Air) @ 100°F, 75% RH and 14.33 PSI

1,915 ICFM/basin

Winter Inlet Cubic Feet per Minute (Air) @ 0°F, 75% RH and 14.33 PSI

1,508 ICFM/basin

Influent Wastewater CBOD5: TKN Ratio

: 10.4:1

3. Effluent Filtration

Effluent disc filters are proposed to filter decant from the SBR basins and provide additional assurance that the Megasite WWTP will meet its effluent limitations.

Additionally, the filtered effluent will be better suited for reuse, which Ford is requesting. There are three effluent filter units, each sized to handle 5,000 gpm each. This will allow the staff to have one unit out of operation and still easily handle the peak flow of 8,900 gpm with the other two units. The filters will have a 10-micron filter. Waste as a result of filter backwash cycles drains to the Local Pumping Station. Effluent from the disc filters flows to the Effluent Flow Equalization/Chlorine Contact Basin.

4. Disinfection

The Effluent Flow Equalization/Chlorine Contact Basins receive flow from the effluent disc filters. Operators may choose from two feed points for sodium hypochlorite. The feed point upstream of the effluent disc filters may be used continuously or periodically by the operators in order to prevent biological growth from occurring within the disc filters. The feed point downstream of the disc filters may be used by operators to feed the required sodium hypochlorite to achieve the chlorine residual required for disinfection. The sodium hypochlorite feed pumps are proposed to automatically vary the chemical feed rate in response to the flow rate measured by the decant flow meter. The effluent flow equalization/chlorine contact basins are each designed with a length to width ratio of approximately 30:1.

Sufficient volume for the required contact time at peak and average flow rates is maintained within the basins by the effluent pumping station automatic control system. Isolation valves are provided such that one effluent flow equalization/chlorine contact basin may be taken out of service for cleaning and maintenance purposes.

Since the chlorine contact basins are also used for flow equalization, there is significant volume available. Maximum volume for each of the chlorine contact basins is approximately 440,000 gallons (0.88 MG total for both). Using the pump on elevation as the minimum volume for disinfection and one chlorine contact basin out of service, the basin will provide an approximate volume of 188,500 gallons.

The theoretical hydraulic detention time with only one chlorine contact basin in service will be as follows:

Design Flow Rate (5.1 MGD) : 53 minutes Peak Flow Rate (10.2 MGD) : 26.6 minutes

The chlorine contact chamber will be directly connected to the effluent pumping station and can be used as an extended wetwell to hold entire decants if needed.

This stored volume along with the variable frequency drives (VFD’s) controlling the effluent pump speeds will allow the effluent pumps to operate at a near-continuous discharge rate even when decant discharges from the SBR basins are intermittent when normal influent flow rates are less than design influent flow rate.

At the effluent end of the chlorine contact chamber, there is the Effluent Retention Facility Transfer Pumping Station utilizes two variable speed vertical turbine pumps which have a peak capacity of 10.2 MGD each. Effluent flow is automatically diverted to a 71.4-million-gallon effluent retention facility by the Effluent Retention Facility Transfer Pumping Station when the water level in the effluent flow equalization/chlorine contact basin reaches an adjustable elevation.

This flow is measured by an electromagnetic flow meter at the effluent retention facility transfer pumping station.

Dechlorination will be required to comply with the proposed 2.0 mg/l chlorine residual limitation. A chemical feed point for sodium thiosulfate is located on the effluent force main to the Mississippi River for dechlorination purposes. The sodium thiosulfate feed pumps are proposed to automatically vary the chemical feed rate in response to the flow rate measured by the Mississippi River effluent flow meter.

5. Effluent Pumping Station

The Effluent Pumping Station receives flow from the Effluent Flow Equalization/Chlorine Contact Basin. The Effluent Pumping Station also receives flow being returned from the effluent holding lagoon and directly from Ford’s retentate from the reverse osmosis process. There are three sets of vertical turbine pumps in the effluent pumping station.

The first set is the Mississippi River effluent pumps. There are four variable speed vertical turbine effluent pumps provide a peak flow of 5.1 MGD effluent pumping capacity to the intermediate effluent pumping station (Covington) with two effluent pumps operating at full speed. Two pumps will always operate at the same time.

This flow will be measured by the Mississippi River effluent electromagnetic flow meter.

The second set of pumps are the effluent transfer pumps to Ford’s storage tank for further treatment prior to being used in the assembly plant. This set contains three variable speed vertical turbine pumps each is rated at 2,080 gpm (3MGD). The treated storage tank on Ford’s site is 400,000 gallons. This flow will be measured by the Ford Effluent Transfer electromagnetic flow meter. Downstream of this flowmeter is a vault for sodium hypochlorite injection prior to leaving the site going to the Ford site.

The last set of pumps will be used for onsite use of treated effluent. This set will include two pumps with variable speed vertical turbine effluent pumps provide flushing water for various plant processes including the headworks equipment and sludge press equipment.

The effluent sampler is proposed to sample flow from the wetwell of the Mississippi River effluent pumps. This will include the plants effluent, any return flow from the storage lagoon, and any direct flow from Ford’s retentate from the reverse osmosis plant. The sampler’s rate which varies proportionally in response to the flow rate measured by the Mississippi River effluent flow meter. If effluent flow from the wastewater treatment plant exceeds the capacity of the effluent pumps (5.1 MGD) or if the effluent pumps or force main are shut down for maintenance, effluent flow is first stored in the effluent flow equalization/chlorine contact basins until they become full and is then automatically diverted to a 71.4-million-gallon effluent retention facility by the Effluent Retention Facility Transfer Pumping Station. Isolation valves are provided such that the Effluent Pumping Station can be taken out of service and all effluent flow can be directed to the Effluent Retention Facility Transfer Pumping Station.

6. Effluent Storage

The Effluent Retention Facility is an earthen basin with a holding capacity of 71.4 million gallons. This basin is being designed and constructed in a separate contract for this project.

The Effluent Retention Facility Return Pumping Station utilizes variable speed submersible pumps which have a peak capacity of 5.1 MGD each. At a time deemed appropriate by the operators, treated wastewater stored in the effluent retention facility can be returned to the effluent pumping station by the Effluent Retention Facility Return Pumping Station by manually initiating operation of one or both effluent retention facility return pumps. The pumps will automatically stop when the water level in the effluent retention facility reaches low level.

7. Sludge Processing and Disposal

a. Sludge Digestion

The Aerobic Sludge Digesters are designed to achieve 38% volatile solids reduction during the winter months. Biosolids are pumped from the SBR basins to the aerobic digesters utilizing constant speed submersible wastewater pumps which are located in each SBR Basin. Sludge wasting is automatically initiated by the SBR control system. The operator selects a desired volume of sludge to be wasted. The waste sludge pump operates until the desired total volume of sludge is wasted as measured by the waste sludge flow meter. A PLC based control system is proposed which provides for automatic aeration for the Aerobic Sludge Digesters. During each Aerobic Digester decant (manually initiated), an electrically operated telescopic valve located on the decant line of the Aerobic Digester slowly lowers and allows clear supernatant to flow from the Aerobic Digester to the Local Pumping Station.

b. Sludge Dewatering System

The Sludge Processing Building is proposed to house two sludge screw presses which results in a dewatered sludge having a target solids content of 20%. Wastewater from the sludge dewatering process drains to the Local Pumping Station. The final product of the dewatering process is a class “B” sludge for land application or landfill disposal. The current operations will be to landfill the dewatered sludge.

8. Effluent Force Main

Effluent from the Megasite wastewater treatment facilities is proposed to be pumped through a force main to a discharge point at river mile 768 of the Mississippi River. The Effluent Force Main, Intermediate Pumping Station, and Mississippi River Outfall have previously been approved by TDEC and are currently under construction.

D. Pump Hydraulics

1. On Site Pumping Station

The on-site pumping station will consist of a duplex submersible-type pumping station on the east side of the wastewater treatment plant. The purpose of the on-site pumping station is to transport on-site waste collected throughout the site including the administration/laboratory building, headworks, sludge dewatering, and basin drains. The collected wastewater is pumped to the headworks for treatment by the plant. The system head curve and the pump discharge capacity are depicted in Appendix.

2. Effluent Retention Facility Transfer Pumping Station

The Effluent Retention Facility Transfer Pumping Station utilizes two variable speed vertical turbine pumps which have a peak capacity of 10.2 MGD each.

Effluent flow is automatically diverted to a 71.4-million-gallon effluent retention facility by the Effluent Retention Facility Transfer Pumping Station when the water level in the effluent flow equalization/chlorine contact basin reaches an adjustable elevation. The system head curve and the pump discharge capacity are depicted in Appendix.

3. Effluent Retention Facility Return Pumping Station

The Effluent Retention Facility Return Pumping Station utilizes variable speed submersible pumps which have a peak capacity of 5.1 MGD each. At a time deemed appropriate by the operators, treated wastewater stored in the effluent retention facility can be returned to the effluent pumping station by the Effluent Retention Facility Return Pumping Station by manually initiating operation of one of the effluent retention facility return pumps. The pumps will automatically stop when the water level in the effluent retention facility reaches low level. The system head curve and the pump discharge capacity are depicted in Appendix.

4. Effluent Pumping Station

The effluent pumping station will consist of four identical vertical turbine-type variable speed pumps. These effluent pumps will operate in tandem with the proposed 18-inch size effluent force main to pump disinfected effluent to the Mississippi River. Additionally, three variable speed vertical turbine pumps will pump through a 12-inch forcemain to provide treated effluent to the Ford reuse storage tank for further treatment prior to being used in the assembly plant. The Effluent Pumping Station will also have two variable speed vertical turbine effluent reuse pumps provide flushing water for various plant processes including the headworks equipment and sludge press equipment.

The four Mississippi River effluent pumps will be sized to pump 1,800 gpm each, this will allow the 5.1 MGD flow to be pumped with two pumps operating at full speed. This will leave two pumps for redundancy. The three Ford effluent reuse pumps are rated for 2,080 gpm each to provide the maximum desired flow of 3.0 MGD in a 12-hour time frame. The two remaining vertical turbine pumps will be rated for 300 gpm each to furnish chlorinated effluent for washdown and equipment wash water.

E. Chemical Feed Pump Selection

Chemical feed pumps will be required to administer dosages of sodium hypochlorite solution and sodium thiosulfate. It is proposed to use peristaltic metering pumps for both the sodium hypochlorite and sodium thiosulfate feeds. The feeds will be flow paced by magnetic flowmeters.

Preliminary determination of peak dosage rate for sodium hypochlorite solution (12.5 trade percent) is 0.19 gallons/minute.

Preliminary determination of peak dosage rate for sodium thiosulfate solution is 0.06 gallons/minute.

F. Chemical Storage

Chemical storage will be provided in a new totally enclosed, heated and ventilated chemical feed room. Space will be provided for the sodium hypochlorite solution and sodium thiosulfate:

Chemical Storage Volumes

Sodium Hypochlorite Sodium hypochlorite solution will be stored in one 6,000-gallon tank

Sodium Thiosulfate Sodium thiosulfate solution will be stored in one 6,000-gallon tank

G. Reliability Levels for Equipment and Power Supply

The project described in this report will comply with the requirements for Reliability Class II for equipment and electric power systems published at Chapter 1, Sections 1.4 and 1.5 of Design Criteria for Review of Sewage Works Construction Plans and Documents effective November 1, 2017.

H. Energy Saving Solutions Considered

Energy saving features incorporated into the project described in this report include

• variable speed drives on all pumps and blowers,

• endogenous denitrification capability, and

• blower controls based on dissolved oxygen and oxidation-reduction potential conditions in the SBR basins to maximize the oxygen equivalence of the denitrification reaction.

I. Odor Control Consideration

Odor control considerations include the location of the influent screenings repositories as far as possible on the site from adjacent residences and the use of grit washing to minimize organic matter in the grit dumpster. Additionally, there is an odor control until at the headworks utilizing water and ozone.

J. Corrosion Control Consideration

Fiberglass, aluminum, and stainless steel (Type 304 and Type 316) and special coatings will be utilized where corrosive conditions could occur such as at unit operations providing processing of raw wastewater and in chemical storage spaces.

K. Not Applicable

L. Not Applicable

M. Flow Data

Flow data will be collected at the following locations in the project described at this captioned report:

• Influent Flow Rate and Totalized

Flow Volume Parshall Flume at the Headworks Structure

• SBR Decant Flow Rate Magnetic Flow Meter located on the common pipeline transporting decanted flow from the Sequencing Batch Reactors to the Effluent Filtration and Chlorine Contact Basin

• Ford’s Reverse Osmosis Retentate Flow to the Effluent Pumping Station

Magnetic Flow Meter located on the 6-inch proposed force main pipeline from Ford discharging to the Effluent Pumping Station

• Treated Effluent Transfer to the Storage Lagoon

Magnetic Flow Meter located on the 16-inch proposed force main pipeline discharging to treated effluent storage lagoon

• Treated Effluent Returned Flow from the Storage Lagoon

Magnetic Flow Meter located on the 16-inch proposed force main pipeline discharging to the Effluent Pumping Station

• Treated Effluent Transfer to the Ford Site

Magnetic Flow Meter located on the 12-inch proposed force main pipeline discharging to Ford’s storage tank

• Effluent Flow Rate and Totalized Flow Volume to Outfall 001

Magnetic Flow Meter located on the 18-inch proposed outfall force main pipeline discharging to Mississippi River

N. Not Applicable

O. Potential Reuse

Ford has the goal of 100% reuse water for the non-domestic water needs for the assembly plant. The wastewater treatment plant will have separate effluent pumps to transfer treated effluent to the Ford site for further treatment prior to use in the assembly plant.

Additionally, there will be onsite use of treated effluent for flushing water for various plant processes including the headworks equipment and sludge press equipment.

P. Status and Coverage of All Required/Anticipated Permits

1. National Pollutant Discharge Elimination System Permit (NPDES)

The current NPDES Permit No. TN0081906 has an effluent flow rate of 5.1 MGD.

2. Notice of Intent (NOI) for General NPDES Permit for Stormwater Discharges from Construction Activities (TNR 100000)

This NOI will be submitted after the construction contractor for the project described at this captioned report is selected.

Q. Tables Demonstrating Unit Process Conformance to the Appropriate Design Criteria

Requirements

1. Nitrification Design Criteria Proposed Design

Use 4.6 pounds of oxygen per pound of Kjeldahl nitrogen to calculate oxygen requirements for nitrification. (Chapter 8.2.1.2a.)

Used 4.33 pounds of oxygen per pound of nitrogen oxygen demand. Nitrogen oxygen demand equals mass influent total Kjeldahl nitrogen minus

0.082 times the mass of biosolids generated minus the mass of effluent total Kjeldahl nitrogen.

Provide capability to maintain 2.0 mg/l or greater dissolved oxygen concentration in aeration basin (Chapter 8.2.1.2b.)

Capability to maintain 2.0 mg/l dissolved oxygen concentration in aeration basin is provided.

Provide 7.1 pounds of alkalinity as CaCO3 per pound of

NH3-N oxidized (Chapter 8.2.1.2e.)

Alkalinity is sufficient in the raw wastewater to provide more than

7.1 pounds of alkalinity per pound of NH3-N oxidized.

Provide means to maintain pH values within range of 6.5 to

8.4 standard units (Chapter 8.2.1.2d.)

Alkalinity is sufficient in the raw wastewater to maintain pH in the range of 6.5 to 8.4 standard units.

2. Disinfection

Design Criteria Proposed Design

Dosage capacity for nitrified effluent shall be between 2 and

6 mg/l (Chapter 10.2.2.2) Dosage capacity for 4 mg/l at peak flow rate is provided.

Mixing in pipe flow must provide for a Reynolds number of 1.9 x 104 or greater (Chapter 10.2.2.3a) A 30-inch static mixer is provided after the injection quill to provide adequate mixing.

Pipes up to 30 inches in diameter must have chlorine solution injected into the center of the pipe (Chapter 10.2.2.3a)

A center-of-pipe injection quill will be used on the 30-inch size pipe.

Chlorine must be applied at least 10 pipe diameters upstream from inlet to chlorine contact tank (Chapter 10.2.2.3a)

Chlorine injection point is 60 feet upstream from inlet to chlorine contact tank in a 30-inch size pipe.

Chlorine contact tank shall provide a minimum of 30 minutes detention at average design flow and 15 minutes at daily peak flow (Chapter 10.2.2.5)

Chlorine contact with only one basin provides the following theoretical hydraulic detention times:

Design Flow (5.1MGD)-53 minutes Peak Flow (10.2MGD)–26.6 minutes

3. Effluent Pumping Station Design Criteria Proposed Design

Protection from the 100-year flood for the station’s operational components must be provided (Chapter 2.5.1) All operational components are above the 100-year flood elevation

For three or more units the Division requires a design to fit actual flow conditions and must be of such capacity that, with any one unit out of services, the remaining units will have capacity to handle the maximum wastewater flow (Chapter 2.5.2)

Four identical pumping units are provided. Only two pumps are required to pump the required 5.1 MGD, thus with one unit out of service, the remaining pumps are capable of handling the 5.1 MGD effluent flow.

R. Recommend Inclusion of Cut Sheets

Attached

APPENDIX

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DRAWING TITLE:

DRAWING NO:

CHECKED:

PROJECT MANAGER:

WAUFORD PROJECT NO:

DESIGNED:

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SSOE, Inc.

Brentwood, TN 37027 T 615-661-7585

320 Seven Springs Way, Suite 350

C 2011

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NO.

REVISION OR ISSUE

DATE SUBJECT

CONSULTANTS:

CLIENT PROJECT NO:

THE SEAL ON THIS DOCUMENT WAS AUTHORIZED BY:

DATE:

SEAL ID:

WASTEWATER TREATMENT

AND DISPOSAL FACILITIES

STATE OF TN

SBC PROJ #

529/000-02-2010-04

MEMPHIS REGIONAL

MEGASITE

UNIT PROCESS

SCHEMATIC

NO SCALE

100-C-XXX

S. DANIEL

G. DAVENPORT

WAUFORD

Jackson, Tennessee

(731) 668-1953 www.jrwauford.com

--A

012-02080-16SSOE PROJECT NO:

D. HIBDON

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SCREENINGS TO LANDFILL

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GRIT TO LANDFILL

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18" RAW WASTEWATER FORCEMAIN FROM MEGASITE

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RAW WASTEWATER SCREEN W/ MAX 14" OPENING

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PARSHALL FLUME

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GRIT REMOVAL

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HEADWORKS

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750,000 GALLON AEROBIC DIGESTER (2)

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TO LAND APPLICATION OR LANDFILL

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SLUDGE PROCESSING BUILDING

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SLUDGE PUMPS, POLYMER FEED, AND DEWATERING PRESS

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EFFLUENT FILTRATION/ CHEMICAL FEED BUILDING

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EFFLUENT FLOW EQUALIZATION/ DISINFECTION CONTACT BASIN

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EFFLUENT PUMPING STATION BUILDING

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MISSISSIPPI RIVER EFFLUENT FLOW METER

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EFFLUENT RETENTION FACILITY RETURN PUMPING STATION

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16" FORCEMAIN

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20" EFFLUENT FORCEMAIN TO MISSISSIPPI RIVER

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16" FM

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5.1 MGD SEQUENCING BATCH REACTORS

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74.1 MG EFFLUENT STORAGE LAGOON

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SLUDGE

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SLUDGE

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LOCAL PUMPING STATION

AutoCAD SHX Text 8"

AutoCAD SHX Text 8"

AutoCAD SHX Text

FORD TREATED EFFLUENT FLOW METER

AutoCAD SHX Text

12" EFFLUENT FORCEMAIN TO FORD

AutoCAD SHX Text

6" FORD REVERSE OSMOSIS RETENTATE LINE

AutoCAD SHX Text

EFFLUENT TRANSFER PUMPING STATION

AutoCAD SHX Text

FORD RETENTATE FLOW METER

Equipment Cut Sheets

20220607153433715.pdf

20220608164146495.pdf