Blackmon, Amanda

To: Carroll, Zachary Subject: RE: Hayden's Place Construction Permit (AR0050253)

From: Carroll, Zachary Sent: Tuesday, December 31, 2019 1:09 PM To: Blackmon, Amanda; Carstens, Loretta Subject: FW: Hayden's Place Construction Permit (AR0050253)

This wasn’t clear in their application, but for Hayden’s Place (AR0050253), they also want to modify their discharge permit to increase their design flow (see below).

From: Benjamin Kuenzel [mailto:[email protected]] Sent: Tuesday, December 31, 2019 12:50 PM To: Carroll, Zachary; Jake Freeman; Todd Thomas Subject: Re: Hayden's Place Construction Permit

Zach,

Thanks for your time to discuss this project.

In review of the October 25 documents, nothing has changed at this point.

In regards to the capacity, we would like to increase the capacity to 42,000 gpd. Please send me any additional paperwork required to complete this task.

I'm working on the remaining comments. Again, our pilot study was a success at Oak Tree and we are looking to decrease the size of the MBBRs proposed on this project. We anticipate submitting new calculations in the near future.

Benjamin Kuenzel, PE, Principal 21 DESIGN GROUP 1351 Jefferson Street, Suite 301 Washington, MO 63090 Office: 636-432-5029 Mobile: 636-432-2144 Website: http://21designgroup.com/

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On Wed, Dec 18, 2019 at 8:27 AM Carroll, Zachary wrote:

Dear Mr. Kuenzel,

I wanted to check if you'd had a chance to review the previous NDSTW trust fund documents (originally prepared by John F. Harshbarger) that we'd mailed with the completeness letter on October 25, 2019. A scan of the letter and documents should've been sent to you by email. As detailed in the completeness letter, we will either need you to verify that no changes are needed or to make any necessary changes and resubmit those documents.

I've completed my review of the plans and specifications for the Hayden's Place improvements. There's some additional information we will need:

1. We will need to have final drawings for all treatment processes. We can’t issue a permit based on drawings marked “not for construction”. I gather that some of the designs may not be finalized until after the project is bid, but we’ll have to review those final designs prior to issuing the construction permit.

2. Some specific things regarding the drawings/specifications:

a. We’ll need the diameters shown on the MBBR drawings

b. We’ll need more detailed drawings of the UV system that show the lamp placement. If the manufacturer provides drawings you can submit them with a certification that they are in accordance with good engineering practices.

c. Could you clarify the number of filter panels used in the drum filter? I found the dimensions of each panel in the specifications, but I couldn’t find the number of panels.

d. It seems like there may be a couple different basis points used for elevation – the tops of the sand filter, filter dosing pump, riser, and rim of the MBBR are all marked at an elevations of 800+, while most other elevations are around 300.

e. The calculations spreadsheet mentions adding alkalinity, but I didn’t see any specifications or drawings for the alkalinity addition. Is this part of the construction plans?

3. The discharge permit will need to be modified to increase the design flow. Depending on the construction schedule and immediate need for increased flow, it might be possible to incorporate that into the next permit renewal. Otherwise a separate modification application for the discharge permit may be needed. Until the discharge permit is modified, the facility will need to meet their current limits, including the mass limits based on the current 0.03 MGD design flow.

2 If you have any questions, feel free to contact me at 501-682-0625. I’ll be in the office for the rest of this week, but I’ll be out next Monday and we’ll be closed next Tuesday and Wednesday.

Sincerely,

Zachary Carroll

Office of Water Quality | Permits Branch

Arkansas Energy and Environment | Environmental Quality

5301 Northshore Drive, North Little Rock, AR 72118-5317

501-682-0625 | [email protected]

3

National Flood Hazard Layer FIRMette Legend 35°5'36.61"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

W " Without Base Flood Elevation (BFE) 8

5 Zone A, V, A99 .

0 With BFE or Depth Zone AE, AO, AH, VE, AR 4 ' SPECIAL FLOOD 0

2 HAZARD AREAS Regulatory Floodway ° 2 9 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to OTHER AREAS OF Levee. See Notes. Zone X FLOOD HAZARD Area with Flood Risk due to Levee Zone D

NO SCREEN Area of Minimal Flood Hazard Zone X Effective LOMRs

OTHER AREAS Area of Undetermined Flood Hazard Zone D

GENERAL Channel, Culvert, or Storm Sewer STRUCTURES Levee, Dike, or Floodwall

20.2 B Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation

8 Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary Coastal Transect Baseline OTHER Profile Baseline FEATURES Hydrographic Feature

Digital Data Available

No Digital Data Available MAP PANELS Unmapped Ü

The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.

This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 9/27/2019 at 2:16:51 PM and does not reflect changes or amendments subsequent to this date and 9

2 time. The NFHL and effective information may change or °

2 become superseded by new data over time. 0 ' 3 . 1 This map image is void if the one or more of the following map 3 "

W elements do not appear: basemap imagery, flood zone labels,

USGS The National Map: Orthoimagery. Data refreshed April, 2019. legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for Feet 1:6,000 35°5'7.17"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. HAYDEN’S PLACE WASTEWATER SYSTEM Technical Specifications (AR-0050253)

Prepared For Owner:

Central States Water Resources 500 Northwest Plaza, Suite 500 St. Ann, Missouri 63074

Prepared by:

21 Design Group 1351 Jefferson, Suite 301 Washington, MO 63090 636-432-2144

Ben Kuenzel, P.E. Date: 10-01-19 Table of Contents

Section 02700 Sanitary Sewers and Forcemains Section 221350 Moving Bed Biological Reactor Section 265300 Controls-Mission Specifications Section 460701 M3 In-Pipe Flanged UV Disinfection Section 460710 Effluent Drum Filter

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 0001 /1 PROJECT SPECIFICATIONS TABLE OF CONTENTS

SECTION 2700

SANITARY SEWERS & FORCEMAINS

PART 1. GENERAL:

1.1 RELATED DOCUMENTS

Drawings and general provisions of Contract, including General and Supplementary Conditions, Division 1 and Division 2 Specification sections, apply to work of this section.

1.2 DESCRIPTION OF WORK

Extent of sanitary sewer and/or forcemain work is shown on drawings. Work includes, but is not limited to, trench excavation, bedding, pipe installation, backfill, and testing. The Contractor is completely responsible to insure that construction is to comply with all provisions, requirements, and latest revisions of Federal Occupational Safety and Health Act of 1970.

1.3 SUBMITTALS

Shop drawings and manufacturer's literature shall he submitted to the ENGINEER for approval in accordance with Section 01300.

2 PRODUCTS:

2.1 INTRODUCTION

The following section provides a description of materials acceptable for the construction of gravity sanitary sewers, force mains, and their appurtenances. Use of other materials not specified herein will be allowed only with the written approval and authorization of the Engineer and Owner. Materials shall be as specifically indicated on the plans. If a discrepancy exists, the plans shall govern.

2.2 GRAVITY SANITARY SEWERS

A. GENERAL The ENGINEER currently allows the use of the following pipe materials meeting or exceeding the minimum requirements/specifications set forth herein for the construction of gravity sanitary sewers: - Polyvinyl Chloride Pipe (PVC) - Ductile Iron Pipe (DIP)

VITRIFIED CLAY PIPE (VCP) is NOT an approved material for the construction of sanitary sewers. HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /1 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

In general, all gravity sanitary sewer pipes shall be the bell and spigot type with elastomeric seal joints and smooth interior walls meeting or exceeding all requirements set forth in the latest ASTM Standard referenced herein.

THE ENGINEER DOES NOT ALLOW THE USE OF SOLVENT CEMENT JOINT FOR GRAVITY SANITARY SEWERS TWO (2) INCHES IN DIAMETER OR LARGER.

Each length of pipe shall be marked per the requirements of the respective ASTM standard. Upon request, the Contractor at his own expense shall furnish the ENGINEER with copies of all material tests required by applicable ASTM standards.

B. GRAVITY SANITARY SEWER MATERIALS Each pipe material acceptable for gravity sanitary sewer construction is separated into its own subsection for ease of revision and/or updating as follows:

2.3 POLYVINYL CHLORIDE PIPE

2.3.1 Standard Gravity PVC Sewer: Pipe: Polyvinyl chloride (PVC) gravity sanitary sewer pipe shall be the integral wall bell and spigot type with elastomeric seal joints and smooth inner walls meeting or exceeding all of the requirements set forth in ASTM D-3034 for pipe diameters 15 inches or less and meeting or exceeding all the requirements set forth in ASTM F-679 for pipe diameters greater than 15 inches.

For diameters 15 inches or less, the pipe shall have a minimum cell classification of 12454- B or 12454-C and for diameters greater than 15 inches, the pipe shall have a minimum cell classification of 12454-C; with all pipe having a minimum tensile strength of 34.50 MPa as defined in ASTM D-1784.

PVC sanitary sewer pipe shall have a minimum pipe stiffness of 46 psi for each diameter when measured at 5% vertical ring deflection and tested in accordance with ASTM D- 2412.

NOTE: Polyvinyl Chloride (PVC) Ribbed Sewer Pipe meeting or exceeding all of the requirements set forth in ASTM F 949-86a or ASTM F 794 is acceptable. The minimum cell classification acceptable shall be 12454-B or 12454-C as defined in ASTM D-1784. PVC Ribbed Sewer Pipe shall have a minimum pipe stiffness of 50 psi when measured in accordance with ASTM D-2412.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /2 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

Joints: Flexible gasketed joints shall be compression type so that when assembled, the gasket inside the bell will be compressed radially on the pipe spigot to form a watertight seal. The assembly of joints shall be in accordance with the pipe manufacturer's recommendation and ASTM D-32I2. The gaskets sealing the joint shall be made of rubber of special composition having a texture to assure a watertight and permanent seal and shall be the product of a manufacturer having at least five (5) years experience in the manufacture of rubber gaskets for pipe joints. The gasket shall be a continuous ring of flexible joint rubber of a composition and texture which is resistant to common ingredients of sewage, industrial wastes and groundwater, and which will endure permanently under the conditions likely to be imposed by this service. The gasket shall conform to the requirements of ASTM F-477. All field-cutting of pipe shall be done in a neat, trim manner using a hard or power saw, and the cut end shall be beveled using a file or wheel to produce a smooth bevel of approximately 150 and be a minimum depth of one-third the pipe wall thickness. Field cut pipe will only be allowed to be installed at manholes, at prefabricated tees and wyes, and at the connection of new sanitary sewer to existing sanitary sewer.

NO SOLVENT CEMENT JOINTS SHALL BE ALLOWED.

NOTE: Only smooth exterior pipe shall be used at manhole connections.

1. Fittings: Only manufactured fittings made of PVC plastic having a cell classification of 12454-B or 12454-C as defined in ASTM D-1784 shall be used.

SADDLE CONNECTIONS SHALL NOT BE ALLOWED FOR NEW CONSTRUCTION.

2. Design: The minimum wall thickness for PVC sewer pipe and lateral sewer pipe 15 inches or less in diameter shall conform to SDR-35 Type PSM as specified in ASTM D-3034. The minimum wall thickness for PVC sewer pipe greater than 15 inches in diameter shall conform to T-1 as specified in ASTM F-679.

3. Marking: The date of manufacture, class of pipe, specification, designation, size of pipe, name or trademark of manufacturer, and identification of plant/location shall be legibly marked on the outside of each pipe section in accordance with the ASTM D-3034.

4. Certification: The Contractor shall, upon request, furnish the ENGINEER with manufacturer's certification stating that the pipe supplied meets or exceeds all requirements of the applicable ASTM standards and these standards.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /3 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

2.3.2 Pressure Class PVC Gravity Sewer:

1. General: Where specifically indicated on the plans, 200 psi pressure class sewer shall be required due to the proximity of existing water systems. All piping, gaskets, fittings, laterals, etc. within this section of pressure class piping shall conform to a 200 psi rating. Lateral connections shall be Ductile Iron Mechanical Joint (D.I.M.J.) wye or tee fittings in these locations.

2. Pipes: PVC force main pipe shall conform to ASTM Specification D-2241, Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe (SDRPR). The material used shall conform to ASTM Specification D-1784, Standard Specification of Rigid Polyvinyl Chloride and Chlorinated Polyvinyl Chloride compounds, Class 12454-B (PVC 1120). The minimum pressure class/SDR rating acceptable shall be Class 200/SDR 21.

The pipe fittings shall be pressure rated in accordance with recommendations of the Plastic Pipe Institute. Pressure class and standard dimension ratios (SDR) shall be as follows:

Class 200: SDR 21 Class 250: SDR 17 Class 315: SDR 13.5

All plastic pipe and couplings shall bear identification markings in accordance with Sections 2.5.2 and 2.5.3 of AWWA C-900-75, which shall include the National Sanitation Foundation (NSF) seal of approval. In addition, the plain end of each pipe length shall have two (2) rings, one (1) inch apart, painted around the pipe at the proper location to allow field checking of the correct setting depth of the pipe in the bell or coupling.

3. Joints: Joints shall be bell end or coupling push-on type.

The push-on joint and joint components shall meet the requirements for ASTM Specification D-3139, Joint for the Plastic Pressure Pipe, using Flexible Elastomeric Seals. The joint shall be designed so as to provide for the thermal expansion and contraction experienced with a total temperature change of seventy-five (75) degrees F in each joint of pipe. Details of the joint design and assembly shall be in accordance with joint manufacturer's standard practice.

The lubricant shall have no deteriorating effects on the gasket or the pipe. The lubricant containers shall be labeled with manufacturer's name.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /4 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

Gaskets shall meet all applicable requirements of ANSI Standard A-21.11.

4. Fittings: Fittings shall be of the same material and class as the pipe with joints and gaskets to properly fit the PVC pipe, unless specifically noted otherwise herein. Ductile Iron tees or wyes shall be utilized for service connections in pressure class gravity sewer segments.

5. Installation: The installation shall conform to the requirements of the manufacturer, the AWWA Standard, and as indicated on the plans and specified herein.

6. Marking and Certification: Marking and certification requirements - see Section "Gravity Sanitary Sewers," b.1, e. and f.

2.4 DUCTILE IRON PIPE 1. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty-six (36) inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA C- 151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness or pressure class 150, 200, 250, 300, or 350 dependent upon site conditions and provided in minimum laying lengths of eighteen (18) feet. Ductile Iron pipe larger than thirty-six (36) inches in diameter shall be approved on a case-by-case basis by the ENGINEER.

2. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall comply with ANSI A-21.10, AWWA C-110.

3. Joints: Mechanical joints slip or flanged joints shall be provided. Mechanical joints and accessories shall conform to AWWA Standard C-111, ANSI A-21.11. The bolts and nuts shall be corrosion resistant high strength alloy steel. The 0-ring gaskets sealing the slip joint shall be made of rubber of special composition having a texture to assure a watertight and permanent seal and shall be the product of manufacturer having at least five (5) years experience in the manufacturer of rubber gaskets for pipe joints. The gasket shall be a continuous ring of flexible joint rubber of a composition and texture which is resistant to common ingredients of sewage, industrial wastes and groundwater; and which will endure permanently under the conditions likely to be imposed by this service. The gasket shall conform to the requirements of AWWA C-111 (ANSI A- 21.11). Flanged joints shall be manufactured with laying dimensions, facing and flange detailed in accordance with AWWA Standard C-115 (ANSI A-21.15) Class 125. Where pressure testing is required (such as with pressure rated gravity sewer) restrained joints or cast-in-place concrete thrust blocks will be provided.

4. Weights and Marking: Weights of pipe fittings shall conform strictly to the requirements of ANSI Specifications. The class designations for the various classes of pipe HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /5 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

and fittings shall be cast onto fittings in raised numerals, and cast or stamped on the outside of each joint of pipe. Weights shall be plainly and conspicuously painted in white on the outside of each joint of pipe and each fitting after the exterior coating has hardened.

5. Certification: The Contractor shall upon request furnish the ENGINEER with certified reports stating that inspection and specified tests have been made and that the results thereof comply with the applicable ANSI Specifications and these Standards for each.

2.5 FORCEMAIN INTRODUCTION: The ENGINEER currently allows the use of the following pipe materials, meeting or exceeding the minimum requirements set force herein, for the construction of sanitary sewer force mains:

2.5.2 Polyvinyl Chloride Pipe (PVC) 2.5.3 Ductile Iron Pipe (DIP) 2.5.4 High Density Polyethylene (HDPE)

Each pipe segment shall be clearly marked per the requirement of the respective ASTM, AWWA and/or ANSI Standard. Forcemain Materials for this project shall be as specifically indicated in the plan sheets.

2.5.1 RESTRAINTS: Force mains shall be mechanically anchored to resist thrusts that develop at bends, angles, tees, etc. in the force main pipe. The minimum restrained distances shall be as indicated in the plan detail sheets. The required anchorage shall be attained by installing restrained pipe joints, and/or concrete thrust blocks based upon sound engineering practices. Anchorage design at force main fittings shall be based on pipeline pressures of at least 50 percent greater than the maximum pump design shut off head plus a water hammer allowance with an appropriate factor of safety. As indicated in the plans, mechanically restrained joints shall be utilized for the thrust resistance in this project. Cast-in-place concrete thrust blocks may also be required where specifically noted in the plans. Cast-in-place thrust blocks shall be formed and shall be installed to avoid sealing of mechanical fastened joints and fittings. Mechanically restrained joints to be utilized for the project include:

Ductile Iron Pipe: Field Lok 350 lock gaskets as manufactured by US Filter or approved equal. Ductile Iron Mechanical Joints: Series 1100 Megalug, as manufactured by EBAA Iron Sales, Inc. or approved equal.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /6 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

SDR-21 PVC Pipe: Series 6500 ductile iron retainers as manufactured by EBAA Iron Sales, Inc. or approved equal.

2.5.2 AIR/VACUUM RELIEF VALVES: Sanitary sewer force mains shall be designed to avoid the need for air or vacuum release lines. If possible, force mains shall be designed without high points and with the top of the force main below the hydraulic grade line at the minimum-pumping rate so that relief valves NA will not be needed.

If high points in the force main can not be eliminated, a combination air release valve or approved equal shall be installed at each significant high point where air could become trapped. The release valve shall be installed in a manhole structure in accordance with the plans and provisions shall be required for draining the structure. A high point shall be considered significant if it is 2 feet or more above the minimum hydraulic grade line, or, when pumping is intermittent, above the static head line.

Plan sheets indicate the required locations and details for the combination air relief valves.

The combination air release valves shall be model VM 802BW as manufactured by Valvematic, model #445 as manufactured by APCO or approved equal.

2.5.3 FORCE MAIN MATERIALS: Each pipe material acceptable for force main construction is described in the following individual subsections for ease of discussion and revisions: Materials utilized shall be as specifically shown on the plans.

2.5.4 HIGH DENSITY POLYETHYLENE (HDPE) FORCE MAIN:

2.8.1 Pipes: HDPE force main pipe shall conform to ASTM Specification D-3035. The material used shall conform to ASTM Specification D-3350, Class 345444E. The minimum pressure class/SDR rating acceptable shall be Class 160/SDR II. The pipe shall be DIPS and shall have an interior diameter no less than the piping that it is connected to. The pipe fittings shall be pressure rated in accordance with recommendations of the Plastic Pipe Institute. Pressure class and standard dimension ratios (SDR) shall be as follows:

Class 200: DR 9 Class 160: DR 11

2.8.2 Joints: Joints shall be of a heat fusion joining system. Pipe and fittings shall be thermal butt

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /7 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

fusion, saddle fusion, or socket fusion according to manufacturer recommended procedures. At the point of fusion, the outside diameter and minimum wall thickness of the fitting shall match the outside diameter and minimum wall thickness specifications of ASTM F-714 for the same size pipe. The manufacturer shall provide fusion training. The contractor and the onsite joint inspector shall be trained by the manufacturer or manufacturer's authorized representative.

The fusion equipment and operator shall be required to demonstrate successful field experience. Regarding fusion over 36" capability, the fusion unit shall be field tested for a period of five years and the fusion operator shall have pipe size experience of the same size pipe on this project for live years or longer.

2.8.3 Fittings: Fittings shall be of the same material and class as the pipe and shall be manufactured by the manufacturer of the pipe. Ells, tees, and wyes shall be manufactured by mitered fabrication. The manufacturer shall have a written specification for all standard mitered fittings, which establishes Quality Control criteria and tolerances. The manufacturer may be required to demonstrate its ability to produce product required by this specification. Mechanical joint anchor fittings (MJ Adapter or Harvey Adapter) shall be used to transition from ductile iron to HDPE and from HDPE to PVC. The fitting shall be stronger than the pipe in that when it is subjected to tensile stress the pipe will pull apart before the fitting will pull out and the pipe will blow before the fitting will rupture under pressure.

The MJ Adapter shall have a pre-installed stainless steel stiffener, in accordance with Plastic Pipe Institute (PPI) recommendations, to neutralize point-loading, ACQ, creep and loss of gasket seal due to diameter contraction. The stiffener shall be engineered sufficiently thick to avoid radial buckling due to gasket pressure.

The MJ Adapter requires longer bolts and shall be sold with the modified longer bolt kit to avoid construction crew delays or improper installation with too short bolts.

All fittings for forcemains or pressure rated fittings shall be derated according to the manufacturer's written specifications, and clearly labeled on the fittings as such.

2.8.4 Installation: The installation shall conform to the requirements of the manufacturer, the AWWA Standard, and as indicated on the plans and specified herein.

2.8.5 Marking and Certification: Each length of HDPE sanitary sewer shall be clearly marked with the Manufacturer's Name, Trade name or Trademark, Nominal pipe size, Pipe Stiffness, Production Code/Extrusion Code, Material Cell Class Designation and ASTM number. The pipe manufacturer shall provide certification that the stress regression testing has been performed on the specific product. The said certification shall include a stress live curve

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /8 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

per ASTM D-2837. The stress regression testing shall have been performed in accordance with ASTM D-2837, and the manufacturer shall provide a product supplying a minimum Hydrostatic Design Basis of 1,600 psi as determined by ASTM D-2837. This certification shall also state that the pipe was manufactured from one specific resin in compliance with these specifications. The certificate shall state the specific resin used and its source.

2.5.5 POLYVINYL CHLORIDE (PVC) FORCE MAIN

1. Pipes: PVC force main pipe shall conform to ASTM Specification D-2241, Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe (SDRPR). The material used shall conform to ASTM Specification D-1784, Standard Specification of Rigid Polyvinyl Chloride and Chlorinated Polyvinyl Chloride compounds, Class 12454-B (PVC 1120). The minimum pressure class/SDR rating acceptable shall be Class 200/SDR 21. The pipe fittings shall be pressure rated in accordance with recommendations of the Plastic Pipe Institute. Pressure class and standard dimension ratios (SDR) shall be as follows:

Class 200: SDR 21 Class 250: SDR 17 Class 315: SID 13.5

All plastic pipe and couplings shall bear identification markings in accordance with Sections 2.5.2 and 2.5.3 of AWWA C-900-75, which shall include the National Sanitation Foundation (NSF) seal of approval. In addition, the plain end of each pipe length shall have two (2) rings, one (1) inch apart, painted around the pipe at the proper location to allow field checking of the correct setting depth of the pipe in the bell or coupling.

2. Joints: Joints shall be bell end or coupling push-on type. The push-on joint and joint components shall meet the requirements for ASTM Specification D-3139, Joint for the Plastic Pressure Pipe, using Flexible Elastomeric Seals. The joint shall be designed so as to provide for the thermal expansion and contraction experienced with a total temperature change of seventy-five (75) degrees F in each joint of pipe. Details of the joint design and assembly shall be in accordance with joint manufacturer's standard practice.

The lubricant shall have no deteriorating effects on the gasket or the pipe. The lubricant containers shall be labeled with manufacturer's name.

Gaskets shall meet all applicable requirements of ANSI Standard A-21.11.

3. Fittings: Fittings shall be of the same material and class as the pipe with joints and gaskets to properly fit the PVC pipe.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /9 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

4. Installation: The installation shall conform to the requirements of the manufacturer, the AWWA Standard, and as indicated on the plans and specified herein.

5. Marking and Certification: Marking and certification requirements - see Section "Gravity Sanitary Sewers," b.1, e. and f

2.5.6 DUCTILE IRON FORCE MAIN PIPE All provisions of Part 2.4 of this specification section for Ductile Iron Pipe Gravity Sanitary Sewer shall be the minimum criteria for materials, specifications, and installations of Ductile Iron Force Main Pipe

1. Material: Ductile Iron Pipe in diameters from four (4) inches through thirty-six (36) inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA C- 151, latest revision. Ductile Iron Pipe shall be Pressure Class 350 and provided in minimum laying lengths of eighteen (18) feet.

2. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall comply with ANSI A-21.10, AWWA C-110.

3. Joints: Mechanical joints, slip or flanged joints shall be provided. Mechanical joints and accessories shall conform to AWWA Standard C-111, ANSI A-21.11. The bolts and nuts shall be corrosive resistant high strength alloy steel. Slip joints with rubber 0-ring gaskets shall comply with AWWA Standard C-111 (ANSI A- 21.11). Flanged joints shall be manufactured with laying dimensions, facing and flanges detailed in accordance with AWWA Standard C-115 (ANSI A-21.15) Class 125.

4. Weights and Marking: Weights of pipe and fittings shall conform strictly to the requirements of ANSI Specifications. The class designations for the various classes of pipe and fittings shall be cast onto fittings in raised numerals, and cast or stamped on the outside of each joint of pipe. Weights shall be plainly and conspicuously painted in white on the outside of each joint of pipe and each fitting after the exterior coating has hardened. 5. Certification: The Contractor shall upon request furnish the ENGINEER with certified reports stating that inspection and specified tests have been made and that the results thereof comply with the applicable ANSI Specifications for each.

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /10 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

3 EXECUTION:

3.1 LAYING PIPING The Contractor shall provide proper implements, tools, and facilities for the safe and expeditious prosecution of the work.

Every pipe, fitting, and valve shall be cleaned of all debris, dirt, and other foreign material before being laid and shall be kept clean until accepted in the completed work.

Lay and maintain pipe to the lines shown on the drawings, except as specified in this Article. Lay and maintain pipe to the grade shown on the drawings or to the minimum depth specified in this Article. Install fittings and valves in the locations shown on the drawings.

Where the piping is to be constructed parallel to and close to existing buried utilities, the exact location of which is unknown, adjust the alignment of the piping to least interfere with these utilities, unless otherwise shown or specified. All desired field adjustments must be approved by the ENGINEER and OWNER.

Proposed sewers shall be laid at least ten feet horizontally from any existing or proposed potable water piping. Proposed potable water piping shall be laid at least ten feet horizontally from any existing or proposed sanitary sewer or sewage force main. The distance shall be measured from edge of pipe to edge of pipe. Proposed or existing portable water piping crossing proposed or existing sanitary sewers or sewage force mains shall be laid to provide a minimum vertical distance of 18 inches between the outside of the portable water piping and the outside of the sewer force main. The 18-inch separation shall apply whether the portable water piping is over or under the sewer or force main. Lay potable water piping at crossings of sewers and force mains so a full length of pipe is centered on the sewer.

Lay pressure piping to a depth so not less than 3'-6" of cover is provided over all pipe unless otherwise shown. Cover shall be measured as the vertical distance from the top of the pipe to the finish grade elevation.

Do not lay pipe in water or when the trench or weather conditions are unsuitable for proper installation.

Lower pipe, fittings, and valves into the trench by hand, by means of hoists or ropes, or by other suitable tools or equipment that will not damage products, coatings, or linings. Do not drop or dump pipe, fittings, or valves into the trench.

Provide thrust restraint at horizontal and vertical deflection fittings and at tees, plugs, tapping sleeves, and tapping saddles.

Open excavation shall be satisfactorily protected at all times. At the end of each day's work, the open ends of all pipes shall be protected against the entrance of animals, children, earth, or debris by bulkheads or stoppers and shall be properly backfilled or otherwise protected in an acceptable manner. The bulkheads or stoppers shall be perforated to allow passage of water into the installed pipeline to prevent flotation of the pipeline. Any earth or other HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /11 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

material that may find entrance into the main sewer or into any lateral sewer through any such open end of unplugged branch must be removed at the Contractor's expense. The cost of all such plus, and the labor connected therewith, must be included in the regular hid for the sewers.

3.2 PIPE BEDDING AND HAUNCHING Each pipe section shall be laid in a firm foundation of bedding material and haunched and backfilled with care.

Prior to pipe installation, carefully bring bedding material to grade along the entire length of pipe to be installed. To provide adequate support for the pipe, the following bedding procedures are required.

Take care with bedding material to provide uniformly compacted bedding. Excavate the bedding material or place it to a point above the pipe bottom, determining such point by the depth of loose material resulting in the preparation of the bedding and the amount of compaction that will be required to bring the material to grade. Use hand or mechanical tamping to compact the bedding material to a minimum 85% Standard Proctor Density.

Slightly damp material will generally result in a maximum compaction with a minimum of effort. If water is added to improve compaction or if water exists in the trench, take care to avoid saturation of Class II material, which could result in the loss of stability. Check grade of bedding after compaction.

In yielding subsoils, the trench bottom shall be undercut to the depth necessary and backfilled with graded, crushed stone to form a firm foundation. No additional payment shall be made for stabilizing yielding subsoils.

Where excavation occurs in rock or hard shale, the trench bottom shall be undercut and a minimum of 6 inches crushed stone bedding placed prior to pipe installation. No additional payments shall be made for rock removal.

Bell holes shall be excavated in advance of pipe laying so the entire barrel will bear uniformly.

Pipe shall be bedded in accordance with the plans.

3.3 TESTING PROCEDURES GENERAL: The Contractor shall schedule all tests with the Engineer to allow a representative of the Construction Manager to be present and witness the tests. Un-witnessed tests will not be accepted. The Contractor shall test the system prior to scheduling the Construction Manager's presence to insure any defective work or faulty test equipment has been corrected.

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3.3.1 HYDROSTATIC TESTING (Forcemains and/or SDR-21 or higher pressure rated PVC gravity sewer) Test procedures shall meet the requirements of AWWA Standard C600. The piping shall be complete, and concrete thrust blocks (when specifically allowed in the Plans) shall have been in place for not less than 10 days prior to being tested.

Test pressure piping as follows: 3.3.1.1 Expel all air from the piping prior to the application of test pressure. Tap the piping at high points, if necessary, to release all air from the piping. Plug taps after the test is successfully completed. Plugs shall be watertight. Supply watertight plugs and restraints as necessary to successfully complete the testing. 3.3.1.2 Leakage shall not exceed the allowable leakage in the following formula when tested at 1-1/2 times the maximum working pressure (50 psig minimum) as determined by the Engineer. The CONTRACTOR shall make any necessary repairs and repeat the testing if readings exceed these figures. L=JxDxP 1/2 3700

Where L = maximum allowable Leakage in gallons per hour J = number of Joints in tested pipe segment D = Diameter of pipe in inches P = test Pressure

3.3.1.3 Plant process piping subject to pressure conditions due to the hydraulic grade lines through the plant shall be hydrostatically tested at the 50 psig minimum test pressure and shall comply with the above allowable leakage limitations. 3.3.2 LOW PRESSURE AIR TEST (Standard Gravity Sewers) All gravity sanitary and plant drain sewers shall be tested for infiltration by means of low- pressure air test as generally described herein. Any other infiltration test procedure will only be allowed following the submittal of the procedure for review and upon written approval by the Engineer and Owner.

3.3.2.1 Equipment; The Contractor shall be responsible for providing all equipment and supplies necessary for the performance of a Low Pressure Air Test including but not limited to the following: a. Mechanical or pneumatic plug, b. Air control panel; c. Shut-off valve, pressure regulative valve, pressure relief valve and input pressure gauge. The pressure regulator or relief valve set shall be set no higher than 10 psig to avoid over pressurization.

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d. Continuous monitoring pressure gauge having a range of 0 to at least 10 psi. The gauge shall be no less than 4 inches in diameter with minimum divisions of 0.10 psi and an assurance of ± 0.04 psi. To reduce the potential for sewer line over-pressurization, two (2) separate hoses shall be used to: (1) connect the control panel to the sealed line for introducing low pressure air, and (2) a separate hose connection for constant monitoring of air pressure buildup in the line.

If pneumatic plugs are utilized, a separate hose shall be required to inflate the pneumatic plugs. 3.3.2.2 Test Procedure Following are general procedures to be employed in the performance of the test.

Plug Installation and Testing

Alter a segment of pipe has been backfilled to final grade, prepared for testing, and the specified waiting period has elapsed, the plugs shall be securely placed in the line at the end of each segment to be tested.

It is advisable to seal test all plugs before use. Seal testing may be accomplished by laying one length of pipe on the around and sealing it at both ends with the plugs to be checked. The sealed pipe should be pressurized to 9 psig. The plugs shall hold against this pressure without bracing and without any movement of the plugs out of the pipe. No persons shall be allowed in the alignment of the pipe during plug testing.

It is advisable to plug the upstream end of the line first to prevent any upstream water from collecting in the test line. This is particularly important in high groundwater situations.

When plugs are being placed, the pipe adjacent to the manhole shall be visually inspected to detect any evidence of shear in the pipe due to differential settlement between the pipe and the manhole. A probable point of leakage is at the junction of the manhole and the pipe. This fault may be covered by the pipe plug, and thus not revealed by the air test.

Line Pressurization

Low pressure air shall be slowly introduced into the sealed line until the internal air pressure reaches 4.0 psig greater than the average back pressure of any groundwater above the pipe, but not greater than 9.0 psig.

Pressure Stabilization

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After a constant pressure of 4.0 psig is reached, the air supply shall be throttled to maintain than internal pressure for at least 2 minutes. This time permits the temperature of the entering air to equalize with the temperature of the pipe wall.

Timing Pressure Loss

When Temperatures have been equalized and the pressure stabilized at 4.0 psig (greater than the average groundwater back pressure), the air hose from the control panel to the air supply shall be shut off or disconnected. Timing shall commence with a stopwatch or other timing device that is at least 99.8% accurate.

A predetermined required time for a specified pressure drop shall be used to determine the line's acceptability. Traditionally, a pressure drop of 1.0 psig has been specified. However, other pressure drop values may be specified, provided that the required holding times are adjusted accordingly. If the specified pressure drop is 0.5 psig rather than the traditional 1.0 psig, then the required test times for a 1.0 psig pressure drop must be halved. Specifying a 0.5 psig pressure drop is desirable in that it can reduce the time needed to accomplish the air test without sacrificing test integrity.

Determination of Line Acceptance

If the time calculated by the following, equation, for the designated pipe size and length elapses before the air pressure drops 1.0 psig, (or 0.5 psig), the section undergoing test shall have passed and shall be presumed to be free of defects. The test may be discontinued once the prescribed time has elapsed even though the 1.0 psig (or 0.5 psig) drop has not occurred.

Determination of Line Failure

If the pressure drops 1.0 psig (or 0.5 psig) before the calculated time has elapsed, the air loss rate shall be considered excessive and the section of pipe shall be determined to have failed the test.

3.3.2.3 Test Times Test Time Criteria: The Ramseier test time criteria required that no test section shall be accepted if it loses more than "Q" cubic feet per minute per square foot of internal pipe surface area for any portion containing less than 625 square feet internal pipe surface area. The total leakage from any test section shall not exceed 625 Q cubic feet per minutes.

Allowable Air Loss Rate

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A "Q" value of 0.0015 cubic feet per minute per square foot shall be utilized to assure the Owner of quality pipe materials, good workmanship, and tight joints.

Test Time Calculation

All test times shall be calculated using Ramseier's equation:

T = (0.085) (D * K)/Q

Where: T = Shortest time, in seconds, allowed for the air pressure to drop 1.0 psig. K = 0.000419 DL, but not less than 1.0, Q = 0.0015 cubic feet/minute/square feet of internal surface, D = Nominal pipe diameter in inches, and L = Length of pipe being tested in feet

For more efficient testing of long test sections and/or sections of larger diameter pipes, a timed pressure drop of 0.5 psig may be used in lieu of the 1.0 psig timed pressure drop. If a 0.5 psig pressure drop is used, the appropriate required test times shall be exactly half as long as those obtained using Ramseier's equation for "T" cited above.

3.3.2.4 MANDREL TEST FOR SELECT PIPE A five (5) percent "GO-NO-GO" Mandrel Deflection Test shall be performed on all PVC, HDPE, and PVC composite gravity sanitary and plant drain sewer pipe.

These pipes shall be mandrelled with a rigid device sized to pass five percent (5%) or less deflection (or deformation) of the base inside diameter of the pipe. The mandrel test shall be conducted no earlier than thirty (30) days after reaching final trench backfill grade, provided that in the opinion of the Engineer sufficient water densification or rainfall has occurred to thoroughly settle the soil throughout the entire trench depth. If densification, in the opinion of the Engineer has not been achieved within the thirty (30) day time frame, the mandrel size shall be increased to measure a deflection limit of three percent (3%).

The mandrel (GO-NO-GO) device shall be cylindrical in shape and constructed with nine (9) or ten (10) evenly spaced arms or prongs. Mandrels with fewer arms shall not be allowed due to being insufficiently accurate. The mandrel diameter dimension "D" shall be equal to the inside diameter of the sanitary sewer. Allowances for pipe wall thickness tolerances or ovality (from heat, shipping, poor production, etc.) shall not be deducted from the "D" dimension but shall be counted as part of the 5% or lesser deflection allowance. Each pipe material/type required to be Mandrel tested shall be

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tested with a mandrel approved by the pipe manufacturer and meeting the requirements of this Section. The "D" mandrel dimension shall carry a tolerance of+ 0.01 inches.

The mandrel shall be hand pulled through all sewer lines and any section of sewer not passing the mandrel shall be uncovered, replaced or repaired to the Engineer's satisfaction and retested.

The contact length (L) shall be measured between points of contact on the mandrel arm. The length shall not be less than that required by the Engineer.

The Contractor shall provide proving rings to check the mandrel. Drawings of mandrels with complete dimensions shall be furnished by the Contractor to the Engineer upon request for each diameter and specification of pipe.

3.04 PAYMENT: Payment for work included within this specification section shall be made per Lump Sum items included in the proposal form Incidental clearing, erosion control, fittings, and other associated work not specifically itemized in the Proposal shall be included in this Lump Sum payment.

END OF SECTION 2700

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 2700 /17 PROJECT SPECIFICATIONS SANITARY SEWERS AND FORCEMAIN

SECTION 221350

MOVING BED BIOLOGICAL REACTOR

PART 1 GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and technical specification sections, apply to this section.

1.2 SUMMARY

A. The contractor shall furnish all labor, materials, tools, equipment to perform all work and services necessary for and incidental to the furnishing and installation of a complete Integrated Nitrification Reactor, complete and ready for operation in accordance with the provisions of the contract documents.

B. This Section includes the following:

a. All expertise, process design work, and equipment necessary to integrate an external Nitrification Reactor with a recirculating sand filter. i. Stainless Steel Aeration Grid ii. High Surface Area Media iii. Media Retention Sieves iv. Air Supply Blowers v. Controls vi. Process Integration Control Panel

E. Related Sections include the following: a. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract b. Division 1 – General Requirements c. Division 5 – Metals d. Division 9 – Protective Coatings e. Division 11 – Equipment f. Division 15 – Mechanical g. Division 16 - Electrical

1.3 SUBMITTALS

A. The following, at a minimum, shall be submitted for the various equipment items and systems included in these specifications:

a. Shop and submittal drawings in AutoCAD format, including detailed dimensional drawings. Drawings shall show materials of construction, assembly, accessories, installation details/specifications and electrical requirements. b. A summary of biological process design calculations for the nitrification system. c. Special shipping, storage and protection, and handling instructions d. Manufacturers instructions for installation HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 221350 /1 PROJECT SPECIFICATIONS MOVING BED BIOLOGICAL REACTOR

e. Manufacturer’s product data for all aeration blowers, including blower curves and calculations showing how discharge conditions were determined for each blower. f. Control panel schematics, control panel and field wiring diagrams and manufacturer’s catalog information for each panel component. g. Operation & Maintenance Manual

B. The Engineer shall review and return an electronic copy of the submittals. The returned copies shall be marked “Approved”, “Approved as Noted”, or “Revise and resubmit”.

1.4 QUALITY ASSURANCE

A. The Drawings and Specifications are based on a moving bed biological reactor.

B. All necessary equipment, controls and engineering within the scope of supply stated in section 2.1 that are needed to achieve the performance standards stated in section 1.5 below, shall be supplied by one manufacturer. The ENGINEER has pre-selected the MBBR Process, provided by Triplepoint Environmental. Only engineer approved alternates will be accepted.

C. Unnamed manufacturers: All unnamed manufacturers are considered alternates. Alternate manufacturer offerings must be pre-qualified prior to the bid date, and listed as an “approved alternate” in an addendum in order to be considered. Any bids that are based on manufacturers other than those named herein or pre- qualification addendum will be automatically disqualified and rejected.

a. Manufacturers that are unnamed and wish to be pre-qualified must provide proof of meeting the manufacturers qualifications in this section along with full technical submittals as per section 1.3 to the project engineer 30 days prior to the published bid date. If approved, the manufacturer will be named as an approved alternate by the engineer in an addendum no later than ten (10) days prior to the bid date. Bids based on manufacturers that are not pre-qualified will be rejected. b. Base Bid: should the CONTRACTOR seek to bid a pre-qualified alternate manufacturer as per this section, that is not a manufacturer named in this specification, he shall furnish a base bid for the named manufacturer and include an amount of monies as an addition or a deduct to be available to the Owner for the alternate equipment. Should any additional engineering (site changes, modifications, etc.) be required as a result of the use of a pre-qualified manufacturer the cost shall be borne by the CONTRACTOR. The ENGINEER reserves the right to select the manufacturer they decide is the best for the application, regardless of the cost of the equipment.

D. The manufacturer shall be regularly engaged in the design; manufacture, assembly and production of equipment of the type specified and shall have complete responsibility for the final design and furnishing of all process equipment components in the system within the manufacturers scope of supply.

E. All nitrification related equipment must be external to the recirculating sand filter and existing tanks. No in-septic tank media or other nitrification equipment will be accepted. HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 221350 /2 PROJECT SPECIFICATIONS MOVING BED BIOLOGICAL REACTOR

F. The Nitrification Reactor must utilize self-cleaning random dump HDPE media. Rigid or stone media will not be accepted. The reactor must also be easily drained and aeration grid accessed for ease of inspection and/or maintenance.

1.5 NITRIFICATION SYSTEM PERFORMANCE REQUIREMENTS

A. The treatment system shall be designed to treat the influent flow rates:

Average Daily Flow to Reactor = 42,000 GPD Peak Daily Flow Rate to Reactor = 84,000 GPD

B. The nitrification system is designed to accept flow after the recirculating sand filters have pre-treated the influent BOD/TSS to levels described herein. The wastewater from the primary treatment will then be enter the nitrification reactors for the removal of ammonia. The effluent then flows into a final polishing filter prior to discharge.

C. The nitrification system shall be designed on the basis of the Moving Bed Biofilm Reactor process, utilizing the established treatment kinetics for sizing calculations the system.

D. The nitrification system components shall collectively be designed to treat and achieve the following effluent requirements:

Parameter Units Effluent

BOD, 5-Day (BOD 5) mg/L < 30 Summer/Winter

Total Suspended Solids (TSS) mg/L < 30

Ammonia (NH3) Summer mg/L < 1.4

Ammonia (NH3) Winter mg/L < 2.9

E. The nitrification system will be designed on the assumption that the wastewater does not contain any threshold concentration of inorganic pollutants or other such materials, solutions, or product that are inhibitory to biological treatment processes.

F. Influent wastewater going into the nitrification reactors shall not contain solids in excess of ½” in diameter.

G. The reactor tanks shall be designed to for no more than 65% media fill to accommodate a future media fill of up to 70% to account for future expansion or needs.

PART 2 PRODUCTS

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2.1 MANUFACTURERS SCOPE OF SUPPLY

A. The manufacturer shall supply all process equipment and design necessary to achieve the performance standards stated in section 1.5 this includes: i. Air supply blowers ii. High surface area media iii. Coarse bubble aeration grid iv. Media retention sieves v. System control panel vi. Shop drawings and process engineering design

B. Other non-process related equipment will NOT be provided by the manufacturer, items include but are not limited to: i. Influent screen (as necessary) ii. Influent & effluent piping infrastructure iii. Pre-cast or poured in place concrete tanks iv. Electrical infrastructure and equipment wiring

2.2 STAINLESS STEEL AERATION GRID

A. Both nitrification reactor tanks will have a medium bubble aeration grid designed to completely mix and aerate the contents of the basins.

B. The aeration grids shall be designed such to provide enough oxygen and mixing necessary to accomplish the performance objectives.

C. All aeration piping within the wastewater treatment plant shall be type 304 stainless steel pipe and fittings except as may be noted otherwise in other sections of the specifications or called for on the plans. PVC options will be allowed based on submission of shop drawings to Engineer prior to approval.

D. The aeration grid shall be designed with sufficient distribution so that mixing prevents deposition of solids in any part of the basin, including near basin corners or incidental structural components. This will ensure no progressive buildup of solids exists or is such that process can be adversely affected.

E. To ensure maximum retention, enhance spiral rotation and eliminate short- circuiting of raw sewage, the aeration diffusers shall be placed longitudinally along the center of the entire chamber.

F. Medium bubble aeration grid shall have an integrated purge line for purging of any accumulated water that may enter the system.

G. Ensure that diffusers are of proven non-clog design with no moving part. Equip each diffuser with orifice to ensure adequate air distribution.

H. Included in the scope of supply for the aeration grid are the following: the MANUFACTURER will supply the aeration grid which includes all piping starting at the drop leg at the top of the tank down into the tank. All other header piping connecting to the blowers external to the tank shall be provided by the CONTRACTOR along with an aeration grid and pipe supports on the bottom of the tank.

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I. CONTRACTOR shall Furnish supports of same material type as pipe; however, supports may be circular, rectangular, or rolled angle cross section with minimum wall or web thickness of 0.25 IN. (i) Ensure supports provide for cradle with minimum 1 IN wide bearing surface to support pipe for at least 90 degree arc. (ii) Provide minimum 1/2 IN DIA stainless steel expansion anchors to anchor supports to floor of basin. (iii) Ensure supports are adjustable +2 IN vertically and +1/2 IN laterally for alignment of piping. (iv) Design for expansion and contraction of entire piping system. (v) Design temperature range shall be 125 DegF. (vi) Provide each header with a minimum of 12 supports. (vii) Design supports for maximum spacing of 15 FT on center.

2.3 HIGH SURFACE AREA MEDIA

A. High surface area media shall be supplied to provide enough surface area for nitrifying bacteria to grow and achieve nitrification as per the performance standards.

B. Media shall be manufactured of durable high-density polyethylene and be resistant to a wide range of aqueous solutions, acids, alkalis, oxidizing agents, oils, fats and alcohols.

C. Media shall allow for a high concentration of microorganisms to thrive within the internally protected areas and significant void space to eliminate biomass plugging and allow for transfer of oxygen and nutrients to the biofilm. Each media piece shall be 0.80” diameter, 0.25”-1” long and total surface area of 152 ft 2/ft 3 and 113 ft 2/ft 3 protected surface area for bacteria growth.

D. The media shall have a specific gravity of 0.93 to 1.05 to allow it to float freely in the water column where the bacteria can gain access to food and oxygen.

E. The media fill percentage shall be designed to allow for right density such that the aeration can sufficiently turbulate and allow for anti-clogging effect whereby biomass cannot build up on the pieces and hinder the process.

2.4 MEDIA RETENTION SIEVES

A. Media retention sieves shall be installed on the influent and effluent points of each tank to prevent high surface area media from flowing out of each tank.

B. The sieves will be flange mounted and constructed of Type 304 Stainless Steel.

C. The openings on the sieves shall be fine enough to prevent media migration and coarse enough to allow up to 0.60” diameter solids to enter from the system.

D. The sieves shall be designed to create a maximum head loss of 0.2’ at peak design flow.

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E. The influent and effluent points shall be placed on opposite corners of the tanks in order to avoid short-circuiting.

2.5 AIR SUPPLY BLOWERS

A. Air supply blowers shall be provided to supply ambient air to the medium bubble aeration grid.

B. The blower units shall be sufficiently sized to provide the air needed to the medium bubble aeration grid in order to meet the performance requirements.

C. Blower units will be tri-lobe or bi-lobe positive displacement technology and complete with an inlet filter silencer, check valve, gate valve, pressure relief valve and pressure gauge.

D. Should the blower be located outdoor, it must be placed in a weatherproof enclosure and placed on a concrete pad.

E. The blower rotors shall be one-piece, ductile iron composition and balanced to the closest tolerances for smooth, efficient operation at all speeds and pressures.

F. Gears shall be spur-type, case hardened, precision ground timing to minimize vibration and mechanical noise and to ensure optimal timing and improved efficiency.

G. High efficiency TEFC/IP-55 motors shall be used to minimize energy consumption.

H. An 80 dBA or less free field guaranteed noise enclosure should be provided for each blower system. The noise enclosure shall be provided with minimum 1” foam and the foam shall comply with UL94-HF 1 for flammability.

I. Aeration blowers shall be sized to support the clarifier air lift sludge waste line.

2.8 System Control Panel

A. The MANUFACTURER shall supply a control panel to control the blowers.

B. In cases where the control panel will be mounted outside, it shall be enclosed in an outdoor rated NEMA weatherproof enclosure

C. The panel shall be delivered completely assembled, pre-wired, tested and ready for installation.

D. The control panel shall have sufficiently sized motor starters for the blowers along with starters for the blower enclosure fans. The enclosure fans shall have a 15 min off delay after the blower is switched off to allow for enclosure cooling.

E. The control panel shall include a 7-day timer switch that will automatically switch the duty and standby blowers.

F. The integrated temperature controller shall be able to accept a type-K thermocouple input and have a digital readout with buttons necessary to adjust the minimum temperature setting. HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 221350 /6 PROJECT SPECIFICATIONS MOVING BED BIOLOGICAL REACTOR

PART 3 EXECUTION

3.1 INSTALLATION

A. The nitrification system shall be constructed to the lines and grades as shown on the Drawings.

B. Installation of the nitrification reactor equipment shall be in accordance with the manufacturer’s specifications.

C. Connect all electrical components in accordance with the requirements provided by manufacturer in submittals.

D. Manufacturer shall provide the services of a field representative to advise on the nitrification system field installation. The services of the field representative shall include at least one (1) day, exclusive of travel time, and one (1) travel trip during the time that the equipment is being installed. The Contractor shall notify the manufacturer a minimum of ten (10) working days prior to the time that the field services are desired.

3.2 CONTRACTOR RESPONSIBILITIES

A. The contractor shall furnish all labor, materials, tools, equipment to perform all work and services necessary for and incidental to the furnishing and installation of a complete Integrated Nitrification Reactor, complete and ready for operation in accordance with the provisions of the contract documents.

B. The contractor is responsible for the construction of poured in place rebar reinforced concrete tanks as per the plans and concrete specifications. The manufacturer shall size them sufficiently to accomplish the performance requirements stated herein.

C. The reactor tanks shall be fabricated of rebar reinforced concrete and be of sufficient thickness and strength to hold the necessary volume of wastewater as per the plans.

D. Contractor is responsible for any hardware that is not explicitly stated as provided in this spec, including but not limited to bolts, gaskets, seals, anchors etc.

E. Contractor is responsible ensuring screen wall connections are completely sealed so that no media will bypass screen openings.

F. Contractor shall provide single phase, 480V power necessary to operate the nitrification system.

3.3 START-UP AND TRAINING SERVICES

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A. The Contractor shall notify manufacturer when the installation of the nitrification equipment has been completed. A representative of the supplier shall inspect the installation prior to any media fill. Manufacturer shall advise the Contractor, Owner, and Engineer in writing of any corrections or adjustments that are required for the wastewater treatment plant equipment installation. After the wastewater treatment plant installation has been completed to the supplier's satisfaction, manufacturer shall furnish to the Contractor, Owner, and Engineer a letter of certification that all equipment is installed in accordance with its instructions and that the wastewater treatment plant is ready for operation.

B. Upon receipt of a letter from the Contractor certifying that the wastewater treatment plant installation is ready for start-up, manufacturer shall provide the services of a field person for a total of 1 eight (8) hour day. Time of trip shall be coordinated with Owner. The field person shall do a functional check of each item furnished by the manufacturer, and start-up of the process. During this time, the field representative will provide not less than 3 hours of operation training for Owner's personnel, which shall include familiarization with the wastewater treatment plant process, its requirements, and review of the Operation and Maintenance manuals.

3.3 WARRANTY

A. The Contractor shall provide a one (1) year warranty to warranty the labor and installation of the nitrification equipment.

3.4 OPERATION AND MAINTENANCE MANUAL

A. Contractor shall provide Owner with three (3) copies of an Operation and Maintenance Manual for proper operation and maintenance of the wastewater treatment plant. The manual shall include description of treatment process and equipment operation; shop drawings, field reports, operation and maintenance procedures, process control guidelines, equipment specifications, schedules, and spare parts information. A recommended list of spare parts shall be provided.

END OF SECTION

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 221350 /8 PROJECT SPECIFICATIONS MOVING BED BIOLOGICAL REACTOR

SECTION 265300 WIRELESS MONITORING AND CONTROL SYSTEM WITH INTERNET BASED DATA ACCESS

PART ONE - GENERAL

1.01 DESCRIPTION

A. Furnish and install a factory wireless data cellular based communication system for the purpose of monitoring and controlling various equipment operations. The supplier of the communication system shall be responsible for coordination required to insure equipment compatibility. The communication system shall be provided complete, in place, as shown on the Drawings, specified herein and needed for a complete, proper installation.

B. Summary of PART TWO - PRODUCTS

1. Subsection 2.01: General

2. Subsection 2.02: Monitoring and Control System

3. Subsection 2.03: RTU Locations

4. Subsection 2.04: Monitoring Input Points Defined

5. Subsection 2.05: Other Materials

C. Related work:

1. Documents affecting work of this Section include, but are not necessarily limited to General Conditions, Supplementary Conditions, and sections in Division 1 of these Specifications.

2. Section 16000: Electrical

3. Section 11310: Sewage Pumps

1.02 QUALITY ASSURANCE

Not Used.

1.03 SUBMITTALS AND SUBSTITUTIONS

A. Comply with pertinent provisions of Section 01340.

B. The following product data shall be submitted in accordance with the approved Construction Schedule required in Section 01310 of these Specifications:

1. Shop Drawings in sufficient detail to show fabrication, installation, anchorage, and interface of the work of this Section with the work of adjacent trades;

2. Manufacturer’s recommended installation procedures which, when approved by the Engineer, will become the basis for accepting or rejecting actual installation procedures used on the Work;

3. Test data required elsewhere in this Section.

C. Upon completion of this Portion of the Work, and as a condition of its acceptance, deliver to the Engineer three copies of an operation and maintenance manual compiled in accordance with the provisions of Section 01730 of these Specifications.

1.04 PRODUCT HANDLING

A. General: Comply with pertinent provisions of Section 01640.

1.05 EQUIPMENT COMPATIBILITY

A. The Contractor shall be responsible for coordinating the instrumentation equipment, communication equipment and other related equipment so that all elements are compatible and form a complete working system. Shop drawing submittals shall include sufficient information regarding component compatibility to demonstrate compliance with this requirement.

PART TWO - PRODUCTS

2.01 GENERAL

. A. Qualifications of Manufacturers Products used in the work of this Section shall be produced by manufacturers regularly engaged in the manufacture of similar items and with a history of satisfactory production acceptable to the Engineer.

1. The submitting Company shall provide evidence of, and warrant compliance with, substantially all below listed requirements. 2. The submitting Company shall have been in business providing remote facility monitoring and control services through the data side of the cellular system to the water distribution / wastewater collection industry or a substantially similar industry for at least six years. 3. The submitting Company shall be the actual manufacturer and operator, or a duly authorized and trained agent of the manufacturing company or a combination of both, who will actually provide, maintain, and warranty the proposed system. 4. The Manufacturing Company of the field equipment shall also be the provider of all monitoring related services associated with the field equipment and all ongoing service agreements will be with the actual company providing the monitoring service, not a subcontractor or agent. 5. The submitting company shall have a primary central monitoring and control center and a fully redundant, physically separate, backup-computer monitoring center. Either center shall have the capability of operating all the remote monitoring and control field RTU’s. 6. The submitting Company shall offer and provide 24 X 7 technical support.

B. Qualifications of Manufacturers Representative 1. The Engineer has worked with the following representative/distributor/vendor in the development of the Specifications for this equipment. This person is identified solely as a potential convenience with no intended or implied restriction, recommendation, endorsement, etc.: Hydro-Kinetics Corporation – Jeff Clarke – 314-647-6104

2. Subject to the “or equal” provisions of the Contract Documents, the Engineer has determined that Mission Communcations of Atlanta, GA (www.123mc.com) could supply the products specified in this Section.

2.02 MONITORING AND CONTROL SYSTEM

A. Microprocessor Based Field RTU 1. Data Cellular Radio a. The Remote Terminal Unit (RTU) shall incorporate a radio that utilizes the data side of any cellular system to transmit the data and alarms monitored, as well as receive manual or automated control commands. b. Cellular radios from all cellular carriers shall be able to mount in the same mounting port on the motherboard and consequently be interchangeable in no more than 10 minutes. 2. Enclosure Options The RTU shall be offered in at least the following three enclosure options: a. NEMA1 with battery inside the enclosure b. NEMA1 “FlatPak” with a depth of less than 1.5 inches so it is able to fit between the inner and outer door of a double door control panel. c. NEMA4X with the battery inside and which has front door and top “sun shades” to reduce internal temperatures when placed in the sun. 3. Microprocessor Feature Updates Microprocessor features like data transmission rates shall be able to be adjusted through the cellular system without any site visits necessary. 4. RTU Inputs and Outputs a. RTU shall have eight (8) digital inputs. These eight (8) inputs must have end of line resistor supervision, or similar supervision, that can detect normal alarm trip inputs and detect input wiring disconnection/shorting as a distinctly different signal and report. b. RTU shall have an optional expansion board of an additional eight (8) digital inputs c. The digital inputs shall be user selectable as normally open (NO) or normally closed (NC). d. In M800 Models eight of the RTU digital inputs on main board must be capable of being programmed to record and report pump run times in one minute increments or less as indicated by a relay opening and closing. If only two pumps are monitored then the unit shall also be capable of recording and reporting simultaneous pump run times. e. RTU shall have built-in alarms for input wiring fault, AC failure, communication failure and low battery detection. f. RTU shall have two (2) analog inputs measuring 4-20mA or 1-5 VDC at 10 bit resolution with four (4) alarm thresholds per input. g. RTU shall have an optional expansion board of an additional four (4) analog inputs h. RTU shall have an optional expansion board of an additional eight (8) digital inputs i. RTU shall have an optional expansion board of an additional two (2) analog outputs. j. RTU shall have an optional expansion board of two (2) pulse counter inputs k. RTU shall have an electronic key reader input to monitor on-site personnel. The RTU shall utilize an audible tone to verify key reading. Each key in the system shall provide unique identification of the key holder when they are on site vs. “someone” is on site. l. RTU shall have three (3) digital normally open or closed output relays rated at ½ ampere@ 120VAC

5. Status LED’s on Motherboard a. LED’s above each digital input shall visually display the status of the digital input b. Radio signal strength shall be displayed by at least 8 LED’s in 5db increments between -75db and -110db to facilitate accurate antenna placement c. Operational and diagnostic status of at least 8 criteria shall be displayed by individual LED’s.

6. Power Requirements a. The RTU shall be powered by 12 volts AC and have a built in battery backup capable of keeping the RTU powered for 30 hours in case of primary AC failure. b. All terminations inside the RTU enclosure shall be low voltage AC or DC (28 volts or less). c. Contractor shall coordinate with manufacturer of wastewater facility and new pump station, the addition of dry contacts for the monitoring points to the respective electrical panels and connection of mission equipment thereto. Additionally, contractor to install dry contacts specified for the existing pump station and well house for the monitoring points to the respective electrical panels and connection of mission equipment theroeto.

B. Communication Links 1. Communication System a. Wireless communication links shall be through the data side of the cellular system. The voice side of the cellular system and satellite based links are not acceptable. 2. Cellular Carriers a. The submitting company shall have direct relationships with the cellular companies and shall not use third parties to affect data transport through the cellular companies. b. The RTU will have interchangeable data cellular radios that will communicate through third generation GPRS (ATT), CDMA (Verizon) or iDEN (Nextel) to maximize the likelihood of reliable communication. c. If a GPRS (ATT) radio is used, the submitting company shall have PTCRB approval from ATT to use the radio, contract and product acceptance with ATT. If an iDEN radio is used the submitting company shall be have certified partner status, contract and product acceptance with Sprint/ Nextel. d. The Customer will not have to purchase cellular data contracts direct with the carrier(s). 3. Security Protocols a. All the cellular radios shall all make continuous, secure socket connections (SSL) from the radio, through the cellular system, to the submitting company’s servers and web pages. b. The RTU shall utilize a transmission scheme that encrypts the transmitted data utilizing a 128 bit encryption method that meets or exceeds the advanced encryption standard (AES). The 128 bit AES encryption shall be at all stages of data transfer and storage c. The cellular radios shall all have private IP addresses d. The submitting company shall have established multiple, private gateways through the cellular system, completely behind firewalls, with at least one of the cellular providers. 4. Data Transmission Rates a. All alarms regardless of unit type will be transmitted immediately upon occurrence; delays can be added by the customer at the RTU or the supplier’s website. b. The RTU shall continuously transmit all digital state changes on an as occurs basis; analog and pulse inputs will be transmitted at least once every two minutes on M800 models. With M110 models data reported should be updated once an hour with all alarms transmitted immediately. c. The RTU will have an effective, continuous, transfer rate of at least 19,200 baud. 5. Communication Link Structure and Performance Criteria a. The communication link structure shall be a secure socket connection from the RTU through the cellular system to the supplier’s servers, and it shall be a continuous connection, 24 x 7, 365. b. Receipt of all data sent from the RTU to the server center shall be acknowledged by the server center back to the RTU in real time for every data packet sent. Such structure is called end-to-end data acknowledgement. c. The secure socket connection shall be from the RTU through the cellular system direct to the system supplier; no third parties shall receive the data from the cellular carrier and then pass it to the system supplier. d. The above mentioned secure socket connection shall be monitored for end- to-end uptime with interruptions as small as 15 seconds being captured. e. Both end-to-end uptime and the number of times the link was disconnected/reconnected shall be reported for each RTU continuously with daily summary statistics posted on the customer website. All the end-to-end uptime history of each RTU shall be available on the customer web site from when it first powered up to the present. Weekly management summaries of each RTUs end-to-end uptime shall be automatically emailed to the customer. C. Centralized Server Centers: Hardware and Software Requirements 1. Server Center Physical Structure a. The server center housing shall be able to withstand a direct hit from at least a F-3 tornado and continue operations. b. The server center housing shall have at least six (6) separate and redundant, on-site power generating facilities to backup the local utility power such that there can be stand-alone operation of the center for at least 24 hours. c. Entrance to the facility shall be controlled by armed guards at all entrances 24x7x365 2. Server Center Redundancy Structure a. The server center shall house the manufacturers completely redundant and hot linked: i. Servers ii. Interconnects iii. Databases iv. Power supplies v. Inbound cellular connections vi. Outbound internet hubs and providers 3. Database Structure a. All data from the RTU’s shall be held for customer access forever. b. All databases shall be backed up and archived daily c. The databases shall be capable of interfacing and transferring, on a continuous basis, all RTU data to an OPC compliant database for access by other OPC compliant HMI software packages. i. Client side OPC software will run as an executable or NT service. ii. Client side OPC software will, on a user definable interval, establish a socket connection to static IP address(s) at providers’ server center. iii. OPC software shall retrieve all changed OPC tag values and close the socket. OPC software shall be set up so as customers OPC computers firewalls may be programmed to only allow Internet traffic to/from the designated service providers IP addresses and port numbers. iv. OPC software will allow for multiple customer OPC software packages to establish, concurrently, OPC connections so as to provide for redundant HMI database operation at customers locations. v. Customer’s firewalls will not be programmed to accept socket connections. 4. System Security a. All data links shall be behind firewalls, 128 bit encrypted and never accessible, addressable or viewable via the general public Internet, Private IP’s are required, pooled public IP’s will not be accepted. 5. System Software a. The system software shall collect and display: i. Alarms including individuals accepting alarms, ii. RTU electronic key reads with user names, time of read, and site name iii. pump running status, iv. pump run times with historical graphs, v. individual pump flow estimates, vi. automatic daily analysis of pump runtimes for abnormalities with automatic customer notification of such abnormalities, vii. pump starts with hourly analysis of excess pump starts with automatic notifications of excess pump starts, viii. minute-by-minute radio health checks with automatic notification of non-reporting or poorly reporting RTU’s, ix. scaled and labeled pulse totalizations and if rainfall gauges are used, inter-day rainfall graphs and run time verses rain fall based on either rain gauges installed as part of the system or as run time verses a reporting airport rain gauge; x. Performing and displaying volumetric inflow/outflow calculations from RTU supplied data for each pump cycle as they occur. Such volumetric calculations will utilize real-time pump start/stop data with simultaneously gathered level transducer data to perform the inflow/outflow and pump GPM calculations. xi. Utilizing real-time data collection have the ability to based on digital input closure, open or close digital output relay on the same or another real-time unit (Intertie)

D. Alarm System Structure and Software

1. Alarm Delivery Formats a. Alarms shall be delivered in the following formats: i. Phone (voice call), fax, pager (numeric or alphanumeric (short alpha or long alpha format), text message, email, or any combination of the above simultaneously. b. Alarms shall be able to be acknowledged by phone, text message, 2-way pager, email or on the customer web site. c. Voice alarm acknowledgement shall be adjustable to be able to mimic the format of dialers. d. Alarms will be called out on alarm and upon return to normal conditions. i. Return to normal alarms can be adjusted to call the alarm callout group or a different callout group. 2. Alarm Callout Formats a. Alarm callout groups shall be able to be setup to automatically switch between callout groups at different hours of the day and/or different days of the week. b. Alarm callout groups shall be able to have multiple teams within each group to easily facilitate rotation of teams of on-call personnel. 3. Alarm Message Formats a. All alarms shall have the alarm condition, time, alarm location and pump status at the time of the alarm in each message. b. Alarm message format shall be adjustable to include just the above information when calling a phone where it is known who will answer the phone, or be adjustable to add an introductory message asking for a specific person when calling a phone where it is not known who will answer the phone (like a home phone). c. Alarms shall be able to be delivered individually or be able to be grouped into one message so that multiple, simultaneous alarms (like AC Fail at multiple sites) can be delivered and acknowledged in one phone call. 4. Alarm Dispatch Logs a. Each alarm shall have a full log of each notification attempt of that alarm documenting the following: i. Date, time, and alarm condition ii. If each notification attempt was a success or failure and the reason for each failure if an attempt was a failure (like line busy, call dropped, etc) iii. A recording of each voice notification attempt so the specific reason for a notification failure can be known. iv. Date, time, and name of person who acknowledged the alarm. 5. Voice Alarm Delivery Capacity a. Manufacturer shall provide at least 20 outbound lines to deliver voice alarms so as not delay delivery of current alarms.

E. REMOTE DATA ACCESS 1. Remote Data Access Format a. Data collected by the system shall be able to be remotely accessed by simple web browser. The system shall provide individual web pages for the User to access via any web browser. b. To access the web pages, the User will have to enter a User Name and Password. i. The User can set up any of three levels of access to the web pages: 1. Read only…can see but cannot make any changes 2. Read/Write…can see and can make changes 3. Read/Write/Control…can see, make changes and effect control functions, also add or remove logins/ passwords. c. The system supplier will provide at least two separate web sites for each customer. One shall be designed to be viewed on a traditional laptop or desktop computer. The other shall be designed to be viewed on a web enabled cell phone or PDA. This web site will still have graphs showing trending of data, and will be designed to minimize the data sent so as to minimize the page loading times and size of the data plans necessary to view the site on a web enabled cell phone or PDA. d. The system supplier will provide secure access through a specified phone without the need for web access (Voice SCADA). This will require login to system via numeric 5 digit code and must be set up in the system to an associated login for that site to a specific phone number to maintain site security. e. In addition to the above web sites, the User will be provided at no additional charge with a customizable software interface that will display real-time status and graphic trending of data collected by the M800 RTU. i. The software will be downloadable from the Mission customer website. ii. The software will automatically update itself every time the User accesses the software. iii. The software will require NO programming to customize. iv. The software will be the Mission Real Time Viewer.

2. Remote Access Security a. In addition to the Username and Password structure described above, all access of the User web site shall be logged. Such logging data to included date, time and duration of access, User Name and Password of user to access the site and IP address of the accessing computer. The log will be accessible through the User web site 3. Automated Administrative Reports and Alerts a. The User web site shall produce and automatically deliver weekly reports which summarize alarms and responses, pump runtimes and flow estimates, weekly end-to-end uptime percentages of each RTU, and all electronic key uses at the RTU sites. b. The web site shall be capable of sending two (2) different categories of notifications, Alarms and Alerts. Alarms are for conditions that the User decides they want to be notified immediately about. Alerts are conditions that need attention, but are not so time sensitive that they cannot wait till the next morning. i. The Alarms callout list and the Alert callout list shall be able to be separate and distinctly different. c. The User web site shall analyze daily pump run times at compared to a moving 30 day average of that pumps most recent runtimes and automatically Alert the User is the pump runs outside the normal runtime variation pattern. d. The User web site shall analyze hourly pump runtimes and automatically compare it to two (2) User set thresholds. If the Alert threshold is exceeded, an Alert will be sent the following morning. If the Alarm threshold is exceeded, an alarm will send immediately. e. The User web site shall send an Alert the first morning that units are in Communications fail even though Alarms have been sent at the time the RTUs went off-line. Such Alerts are a reminder to Management that they still have units that are off line.

2.03 RTU LOCATIONS

A. RTUs shall be located at the Wastewater Facility, Existing Pump Station, and Water Tank/Well Site.

B. RTUs at each location shall be furnished with an omnidirectinal antenna at grade plus 8ft.

2.04 MONITORING POINTS PER RTU

A. The inputs to be monitored at the Well Facility (M800) are shown on the plans.

2.05 OTHER MATERIALS

A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Engineer.

PART THREE - EXECUTION

3.01 SURFACE CONDITIONS

A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.

3.02 COORDINATION

A. Coordinate as required with other trades to assure proper and adequate provision in the work of those trades for interface with the work of this Section.

B. Additional coordination with the supplier’s information here.

3.03 INSTALLATION

. A. Install the work of this Section in strict accordance with the manufacturer’s recommendations and shop drawings as approved by the Engineer.

B. Upon completion of the installation, carefully inspect each component and verify that all items have been installed in their proper location, adequately anchored, and adjusted to achieve optimum operation. - If required, the contractor shall adjust the antenna placement or elevation to obtain consistent, stable operation of the system.

C. Delineate timing of RTU installation and commissioning.

3.04 SERVICE

A. Demonstrate to the Owner’s operation and maintenance personnel the proper methods for operating and maintaining the equipment, and the contents of the operation and maintenance manual required to be submitted under Article 1.03 in this Section.

B. The Contractor shall furnish to the Owner, through the Engineer, a written report prepared by the instrumentation equipment manufacturer’s field service technician certifying that:

A. the equipment has been properly installed in accordance with manufacturer’s recommendations;

2. the equipment check out and initial start-up activities have been completed in accordance with manufacturer’s recommendations and under the technician’s supervision;

3. Antenna placement has been optimized

4. The equipment is free from any undue stress imposed by connecting conduit or anchor bolts;

5. The equipment operates satisfactorily and in compliance with the requirements of this Section.

C. If applicable, delineate whether or not the Contractor shall include with his bid, the on- site services of the instrumentation equipment manufacturer’s field service technician, and for what period. This service shall be for the purpose of instruction of plant personnel and testing of the system.

END OF SECTION 265300

SECTION 460701 M3 IN-PIPE FLANGED UV DISINFECTION

PART 1 – GENERAL INFORMATION

1.1 SCOPE OF SUPPLY

A. Manufacturer shall furnish a complete in-line pipe flanged, low pressure high intensity (LPHO) Ultraviolet (UV) Non- Contact disinfection system to provide required disinfection of plant effluent waters prior to ultimate plant discharge.

B. UV systems that require lamps with input power greater than 145 watts shall not be considered. Amalgam lamps shall not be considered, system with quartz sleeve surrounded lamps shall not be considered.

C. The equipment shall essentially be automatic in operation, with no automated cleaning apparatus. Separate cleaning apparatus’, integrated wiper mechanisms, quartz sleeves, O-rings, or lifting cranes shall not be required as per of the non-contact UV disinfections system.

D. The system shall be complete with power enclosures, power distribution and system controls shown on the contract drawings and specified herein.

1.2 SUBMITTALS

A. The Manufacturer shall furnish electronic submittals consisting of the following information:

1. Mechanical/ assembly drawings.

2. Power/Control wiring single line diagrams.

3. Manufacturer's catalog information consisting of descriptive literature, specifications and materials of construction for all components

B. After successful startup, Manufacturer shall provide certification that the ultraviolet disinfection system is commissioned and is ready for service.

C. Manufacturer shall furnish the OWNER with one (1) hard copy and electronic copies of maintenance data on all machinery and equipment furnished for the system. The manuals shall include the following:

1. Equipment operating and maintenance instructions

2. Parts lists

3. Assembly and disassembly instructions

4. Equipment specifications and guaranteed performance data

5. Recommendations for preventive maintenance

6. Step-by-step operating and start-up procedures

7. Lists of spare parts, tools, and supplies

8. Wiring diagrams of all control circuits

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9. Software programming as updated after final acceptance

10. Troubleshooting instructions

1.3 QUALITY ASSURANCE:

A. UV Design Criteria:

1. The equipment to be supplied and installed shall disinfect an effluent with characteristics as follows:

a. Peak Design Flow Flow: 120 gpm b. Target Pathogen: E. Coli/Fecal Coliform c. Influent Maximum: 100,000-200,000 (CFU/MPN) /100 ml d. Minimum UV Transmittance: 65 % e. Maximum Influent Suspended Solids*: 30 mg/l f. Maximum Influent BOD: 30 mg/l g. Maximum Influent Total Iron: 0.3 mg/l h. Mean Particle Size: 30 microns i. Maximum Influent Turbidity*: 5 NTU j. Annual Effluent Temperature Range*: 5° to 30°C (41° to 86°F) Note: *Note: Industry standard values used for this concept level specification.

B. Effluent Standards to be Achieved

1. The UV reactor shall be designed to deliver a calculated dose and shall produce an effluent as follows;

a. UV Dose (Design/Peak Flow): 30 (mW.s/cm 2 : mJ/cm 2) b. Maximum Effluent: 126-200(CFU/MPN )/100ml

2. Effluent standards based on influent characteristics in accordance with Section 1.3-A.1.

3. Effluent pathogen quantities based on a two single day grab samples and as a 30 Geometric Mean. Grab samples shall be taken in accordance with the Microbiology Sampling Techniques found in Standard Methods for the Examination of Water and Wastewater, 19th Ed.

C. Operating Conditions:

1. Outdoor installations shall require a cover for protection against the elements. The cover of the UV unit shall be supplied by the CONTRACTOR.

2. The UV system shall be designed to operate at a maximum pressure of less than 20 psi. Pumped flow through the UV unit shall require a pressure relief valve for protection against over pressurization/surges and appurtenances for air/vacuum release. The valve(s) to be installed shall be sized by the Manufacturer, reviewed by the engineer and supplied and installed by the CONTRACTOR.

3. The location and placement of the valves shall be as per the engineer’s direction.

1.4 EQUIPMENT

A. The Ultraviolet Disinfection (UV) system shall consist of the following components:

1. Reactor Model No: M4-P8M

2. Components for the Ultraviolet Disinfection (UV) Systems shall consist of the following:

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a. Number of Reactors: 1 b. Number of Lamp Racks: 1 c. Number of Lamps per Rack: 8 d. Number of Ballasts per Rack: 8 e. Number of UV Sensors: 1

3. Spare parts consisting of the following:

a. UV Ballasts: 2 b. UV lamps: 4 c. Operator Safety Kits: 2 d. Cleaning Kit: 1

1.5 WARRANTY

A. The equipment furnished under this section and referenced sections (excluding lamps, ballasts) shall be warranted to be free of defects in material and workmanship, including damages that may be incurred during shipping for the lessor of a period of 12 months from substantial completion of the installed UV system or 18 months from receipt of all equipment supplied by the contractor and received in good condition.

B. UV lamps shall be warranted for a minimum of 12,000 hours operating time under the conditions specified herein prorated after 9,000 hours. In case of premature UV lamp failure, the UV system supplier shall offer the following:

1. Lamp failure before 9,000 hours – send a replacement lamp free of charge

2. Lamp failure after 9,000 hours – issue a credit proportional to the hours not used.

C. Electronic ballasts shall be warranted for 3 years, extended to 5 years with first purchase of replacement lamps (1 to 1) from Manufacturer within 3 years of installation.

1.6 PERFORMANCE/DISINFECTION GUARANTEE:

A. Enaqua shall guarantee that the proposed UV disinfection system shall produce an effluent that meets or exceeds the requirements of this specification. The effluent quality exiting the UV system must be equal to or better than the specification requirements. The guarantee shall be applicable for a duration of twenty (20) years from the date of startup as long as the wastewater flow and quality remains in the range(s) specified in the Design Criteria.

1.7 ACCEPTABLE MANUFACTURERS

A. Basis of Design for non-contact UV disinfection system and components shall be equipment manufactured and supplied by Enaqua, 2410 Birch Street, Vista, CA. All alternate manufacturers must be pre-qualified a minimum of 30 days prior to bid and must meet all performance, warranty, control and experience criteria.

1. Alternate equipment for the Basis of Design may be accepted for consideration if Seller of alternate equipment (Seller) adequately demonstrates to Buyer, at Buyer’s sole discretion, that:

a. The proposed alternate equipment shall be equal to the Basis of Design equipment and shall meet the design and performance criteria described herein, have the same warranty, shall maintain compliance of wastewater treatment plant discharge permit(s), rules, and regulations, and not result in any adverse impacts on OWNER, including, but not limited to, additional capital or operational costs. b. Seller shall indemnify buyer from any and all patent infringement claims that may arise from the purchase of seller’s equipment. c. Seller shall pay all costs to Buyer to re-design and re-schedule the Project and revise the Bid and Contract

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Documents as necessary for the incorporation of the proposed alternate equipment. d. Seller shall provide documentation showing compliance with all sections of this specification at time of bid.

PART 2 - PRODUCTS

2.1 DESIGN, CONSTRUCTION AND MATERIALS

A. General

1. All module welded metal components in contact with effluent shall be Type 304 stainless steel.

2. All wetted metal components shall be Type 304 stainless steel with the exception of the Lamp Rack Assembly, which shall be constructed of aluminum.

3. All wiring exposed to UV light within the UV reactor, or electrical ballast enclosure shall be Teflon™ coated.

4. All wires connecting the lamps to the ballasts shall be enclosed inside the frame and not exposed to the effluent.

5. The effluent water shall be conveyed through the UV reactor via AFP 840 ™ tubes – there shall be no contact between effluent and quartz sleeves at any time during normal operation.

6. All wetted components in the UV reactor shall be: AFP 840 ™, 304SS, PVC, ABS or other non-reactive, non- corrosive material.

B. Inlet/Outlet Flow Distribution:

1. Connection of the UV system to the existing effluent flow shall be by 2” NPT fittings.

C. AFP 840 ™ Tube Ultraviolet reactor:

1. The lamp array configuration will be the uniform array with all lamps parallel to each other and to the flow.

2. The system will be designed for complete isolation of the lamps from the effluent.

3. Lamps shall be mounted on a removable lamp rack.

4. Electronic ballasts shall be mounted on the lamp rack.

5. The Lamp rack assembly shall be removable from the UV unit by one person.

6. Lamp racks shall not be immersed in the effluent.

7. Lamp racks shall be interlocked in order to prevent accidental exposure to UV rays by the operator.

D. UV Lamps: The UV lamps shall have the following characteristics:

1. A low pressure, high output (LPHO) non-amalgam mercury vapor lamp of the hot cathode type.

2. The filament shall be of the clamped design, significantly rugged to withstand shock and vibration.

3. The power consumption shall be a maximum of 138 input watts per lamp, total including ballasts losses shall not exceed 145 watts including ballast losses.

4. The rated UV output at 253.7 nanometers (nm) shall be a nominal 57 UVC Watts at 100 hours of operation.

5. The lamp shall have a minimum UV intensity of >400 microwatts/cm 2 at 1 meter.

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6. Each lamp shall have a rated life of 12,000 hours.

7. Each lamp shall be single ended. Each lamp shall have a nominal arc length of 1400 millimeters.

8. Each lamp has a minimum length of 1554 mm.

9. Each lamp shall produce no measurable amount of ozone.

10. Each lamp envelope is made of fused quartz and is capable of transmitting at 90% of UV light at 253.7 nm.

11. Electrical connections shall be at one end of the lamp and have six (6) pins, dielectrically tested for 2,500 volts. Lamps that have 2-4 pins (instant start) may be considered. However to be considered as an alternate, instant start lamp systems shall supply replacement spare lamps equal to 20% of the total number of lamps in the system.

E. Electronic Ballasts:

1. The ballast used to energize the UV lamps shall be high frequency electronic ballasts.

2. The electronic ballasts shall be rated at 120-277 V +/- 10% without discernible change of characteristics.

3. The electronics ballast shall have the following features:

a. Power factor greater than or equal to 0.95. b. Electrical conversion efficiency greater than or equal to 90%. c. Ballast shall have high frequency phase returns from the UV lamps. d. The ballast operating frequency shall be between 40 and 150 K Hz. e. The ballast shall have a thermal overload protector to protect against overheating when ballast skin temperature reaches 75 deg. C.

F. Electrical:

1. The UV reactor shall be powered from its own incoming power supply. Power not supplied by equipment manufacturer.

2. All cabling, conduit runs and wiring from the plant power supply to the UV reactor shall be as shown on the construction drawings.

3. The CONTRACTOR shall be responsible for bringing main and control power to the UV reactor through a Branch Circuit protections device (disconnect) as shown on the drawings.

4. Electrical power required shall consist of the following:

a. Main power to reactor(s): 120 VAC, 1 phase, 60 Hz

G. Local Control and Monitor

1. The reactor shall be equipped with an Active Data Router Extended (ADRX) to control and monitor each bank of the reactor. The display for each bank shall be equipped with the following:

a. 20 Character, 4 row LCD display b. Keypad c. 2 Switch Inputs d. 2 Output Relays:

I. Status of unit ON/OFF

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II. General alarm (Low UV or Lamp out via powered relay)

e. Displays for:

i. Individual lamp on indication ii. Individual lamp hours iii. UV Intensity

2. The UV reactor shall be equipped with three way lamp control consisting of; HAND, OFF and AUTO.

a. In Hand: Shall provide local lamp control. b. In Off: Shall power off the lamps in the reactor. c. In Auto: Shall provide automatic lamp control from remote signal.

H. UV Intensity Monitor

1. The UV reactor shall have a minimum of one UV intensity sensor. The sensor shall not degrade after prolonged exposure to the UV light or effluent.

2. The sensor shall measure only the UV light emitted by the UV lamps as measured at 253.7 nm. It shall have sensitivity at 253.7 nm of greater than 95%. Sensors whose sensitivity to other wavelengths amounts to more than 5% of the total sensitivity shall not be allowed.

I. Control Strategy

1. Local control (on reactor) via HOA switch.

2. Remote Start via dry contact

PART 3 – INSTALLATION, TESTING AND TRAINING

3.1 INSTALLATION

A. Equipment shall be installed by CONTRACTOR in accordance the manufacturer's recommendations, drawings and specifications to provide a complete installation.

B. Installation Responsibilities of the CONTRACTOR

1. Sufficient space for moving into place and placement of all equipment supplied by Manufacturer.

2. Equipment anchoring and grouting including anchor bolts.

3. All required permits.

4. Structural work such as concrete pads, mezzanines for elevating equipment items, etc.

5. Interconnecting electrical outside of the UV Skid limits.

6. Connection and sealing of al flanges, fittings and connections to the adjacent plan processes.

7. All flanges, reducers, elbows, valves and other plumbing appurtenances not specified within these specifications shall be by the CONTRACTOR.

8. All electrical outside the skid limits including, transformers and disconnect switches. Equipment electrical supply shall be detailed on the shop drawings.

EAGLE RIDGE UTILITY OPERATING COMPANY INC. 460701 /6 Wastewater Improvements M3 IN-PIPE FLANGED UV DISINFECTION

9. Protecting the UV reactor from damage between the time of delivery and installation.

10. Analytical testing.

11. Equipment unloading, moving and rigging into position.

C. Installation Responsibilities of Manufacturer

1. Equipment packaging for transportation from Manufacturer Factory to the job site.

2. All labor to complete the tasks listed as Manufacturer’s responsibility shall be performed as straight time rates by employees of Manufacturer is a non-union company, or our designated subcontractors.

3. Any deviations from this assumption shall require approval of a Change Order.

3.2 ELECTRICAL CONNECTIONS AND CONTROLS

A. Wiring and conduits for electrical power, controls, and instrumentation shall be provided by the CONTRACTOR.

END OF SECTION 460701

EAGLE RIDGE UTILITY OPERATING COMPANY INC. 460701 /7 Wastewater Improvements M3 IN-PIPE FLANGED UV DISINFECTION

SECTION 460710

EFFLUENT DRUM FILTER

The Aqua king Red Label Drum filter 50/55 is a mechanical pre-filter that can easily filter very fine pollution (up to 70 microns) from a water flow. The water flows into the filter gravity and flows through the gauze at the inside of the drum on which the dirt is left behind. With a certain degree of contamination, the gauze cloth will clog up, causing less water to pass through. On the outside of the gauze, the water level will therefore sink into the lter. When the water drops below a set level, it is "seen" by a sensor and a rinsing cycle starts. A drive motor ensures that the drum starts to rotate while the screen is sprayed through nozzles through a spray pump of 5 bar. The nozzles spray water with the dirt from outside of the screen in a drain. This polluted water is discharged via the gutter to the sewer. The flow of the screen cloth has been restored in this way so that the water level in the lter rises. A sensor detects when the water level has risen to the desired level and switches off the drive and spray pump. After this the entire cycle repeats itself again. This system ensures that the water leaving the filter does not contain any dirt particles that are larger than the openings in the screen or 70 micrometers. The removal of even finer dirt particles is not desirable because this adversely affects the biological filtering effect of the following elements of your filter line.

Type: 50/55 Drum Filter Size: (L x W x H) 855x850x785mm (37.80 x 33.47 x 31.10) Max. Flow 55m³ / h Filter Panels 70 micron Panel Dimensions Diameter 650 x 400 mm (25.60 x 15.75) Input 4 x 110 mm (4) Output 4 x 110 mm (4) Dirt Output 1 x 110 mm (4) External Pump 5 Bar Including Drive 60 Nm Cover Security Magnetic Contact Material Polypropylene Color Sahara

Rated up to 14500 Gal/hour (241.7 Gal/minute)

HAYDEN’S PLACE UTILITY OPERATING COMPANY INC. 460710 /1 PROJECT SPECIFICATIONS EFFLUENT DRUM FILTER

HAYDEN’S PLACE WASTEWATER SYSTEM Treatment Calculations (AR-0050253)

Prepared For Owner:

Central States Water Resources 500 Northwest Plaza, Suite 500 St. Ann, Missouri 63074

Prepared by:

21 Design Group 1351 Jefferson, Suite 301 Washington, MO 63090 636-432-2144

Ben Kuenzel, P.E. Date: 9-30-19

PURPOSE

The purpose of this report is to evaluate and inform Central States Water Resources (CSWR) of the upgrades necessary for the wastewater system serving Hayden’s Place Subdivision in Conway, Arkansas. Currently, the Hayden’s Place Subdivision is struggling to meet the permit limits of the facility. The owner has worked with the Arkansas ADEQ on an Agreement on Consent (AOC) which allowed the owner to acquire the system and work towards a cost effective recommendation after the system inadequacies are determined.

This report will discuss the recommendations needed to meet the design standards, current effluent requirements and projected future effluent limits.

EXISTING FACILITY DESCRIPTION

Hayden’s Place Subdivision Wastewater Treatment Facility is located east of Conway, Arkansas along Business 64. The system serves a mostly residential area of approximately 35 acres consisting of about 116 customers, single family residences and apartment units. The Hayden’s Place system operates under Arkansas Operating Permit number AR 0050253.

The current design flow rate is 30,000 gpd per the operating permit. Based on evaluation of existing facility per 10 State, the system does not have this capacity. The future flow and population trends are discussed later in this report.

The design loading for the lagoon is 240 mg/l of Biochemical Oxygen Demand (BOD) and 250 mg/l of Total Suspended Solids (TSS). The design loading of influent Ammonia is 30 mg/l.

PROJECTED POPULATION AND FLOWS

Hayden’s Place Subdivision WWTF services an area of approximately 35 acres and consists of approximately 116 services. Total flow for the Hayden’s Place facility is estimated to be approximately 23,200 gpd design flow. However, discussion has been made with the ADEQ on rerating the facility. A copy of the letter discussing this is included in the Appendix. We would like to have this facility rerated for the 42,000 gpd to match the capacity of the sand beds which will allow for future growth.

DESCRIPTION OF NEED

The main challenges facing the Hayden’s Place WWTF is the facility has received little to no maintenance and repairs over it’s life and has experienced consistent violations for BOD, TSS, and E. coli. The facility can’t meet the current limits on a consistent basis as the plant sits today. Additionally, the latest permit has an effective date of August 1, 2017. Additionally, on this operating permit, the system description specifies 30,000 gallons per day design flow. We are looking to have the plant rerated and anticipate the mass loading limits to increase due to anticipation of system growth. The most recent plant limits are as follows:

The wastewater facility does not meet these limits on a consistent basis and should be evaluated to determine system needs.

Over time, sand beds begin to get clogged up, especially if they go unmaintained as this system has been managed in the past. Recirculating sand filters are expensive to have the sand removed and replaced. This project will include system upgrades that will meet the limits specified above.

CALCULATIONS ARE INCLUDED IN THE APPENDIX

See attached.

RECOMMENDED ALTERNATIVE FOR PROPOSED PROJECT

The recommended alternative will be the Fixed Film system along with a filter and an ultraviolet disinfection process. The wastewater plant will also receive upgrades that will consist new blowers. These improvements will provide the necessary improvements to bring the plant back into compliance. Along with continued maintenance, these improvements will provide an operable and quality wastewater plant for years to come.

The calculations outline the detailed design of each component.

In speaking with the ADEQ, the 10 State Standards require Ultraviolet Disinfection to have redundant units. However, I have spoken with the ADEQ permitting department and it would be acceptable to utilize the existing chlorine disinfection system as the redundant disinfection unit.

REASON FOR SELECTION OF RECOMMENDED ALTERNATIVE

There are various reasons for selecting this alternative. These items are as follows:

1. The system can be installed without shutting down the treatment facility and therefore, avoiding haul off of sludge. While treatment will be slightly diminished after the existing aeration piping is removed, the fast installation of the treatment technology will benefit and reduce construction costs. 2. Installing a Moving Bed Biological Reactor (MBBR), the system to utilize the existing process in place but will also enhance the treatment capabilities at the facility. 3. Installation of the UV disinfection unit will improve the disinfection capabilities while avoiding the use of chlorine and dechlorination chemicals, which would require the testing of total residual chlorine. 4. The MBBR fixed film system will reduce sludge production of the facility. The attached growth drastically improves the breakdown of the influent.

TOTAL PROJECT COST

The total capital outlay to complete all components of the project including engineering design and construction inspection is approximately $381,000. The following table shows the breakdown of construction and design costs:

Opinion of Capital Cost Summary Eaglebrook Wastewater Treatment Plant Improvements Description of Work 2019 Cost Fixed Film Media, aeration, blowers, and panel $70,000 New 8’ diameter concrete structures in place $20,000 Drum filter $15,000 Single Ultraviolet Disinfection System $20,000 Modify splitter valve $2,500 Yard Piping $20,000 Electrical Upgrade $10,000 New dosing pump for feeding MBBR (Assume needed) $7,500 New quick connect for generator $2,000 Total Construction Estimate $167,000 Engineering Design and Bidding $30,000 Construction Inspection and Contract Administration $3,000

Estimated Project Capital Cost 2019 $200,000

EMERGENCY OPERATIONS

In addition to the treatment upgrades, the facility will be equipped for emergency back-up power connection. The electric and control panels will be located outside with a connection available to wire a generator in times where power may be out. The plant operator will have access to a portable mounted generator for these emergency situations.

The UV disinfection system will run off of a 110-volt power supply. This can be powered by a small gasoline powered generator in addition to the main generator power. The operator will have a small gasoline generator on hand for use.

CONCLUSION

The Hayden’s Place Estates system is in need of upgrades in order to continue to serve the customers. All of the repairs and improvements outlined in this report need to be completed as soon as possible to bring the plant into compliance with the ADEQ. Upgrades will not only provide for a cleaner and more consistent effluent, but also provide additional capacity to serve the system for the next 20 or more years.

APPENDIX – ADEQ CORRESPONDENCE

APPENDIX – MBBR CALCULATIONS

ADEQ ARK A N S A S Department of Environmental Quality MAR L8 2019 Benjamin Kuenzel, P.E. 21 Design Group 1351 Jefferson Street, Suite 301 Washington, MO 63090

RE: Preliminary NPOES Discharge Limits for Hayden's Place Subdivision, Faulkner County

Dear Mr. Kuenzel:

Based on your email dated March 6, 2019, preliminary effluent discharge limits were estimated for a discharge of treated domestic wastewater from an existing subdivision with an increase in design flow from 0.03 to 0.042 MGD. These preliminary limits would need to be re-evaluated in the event that the design flow is different. The following proposed discharge location was evaluated:

Discharge coordinates: 35° 05' 09" N; 92° 20' 03" W Watershed Area at outfall: 0.19 square miles Receiving Waterbody: Unnamed tributary of Bentley Creek

Preliminary Limits Parameter Monthly Average Daily Maximum J:::(irbonaceous Biochemical Oxygen Demand (CBOD5) (year-round) 15.0 mg/L 22.5 mg/L Total Suspended Solids (TSS) (year-round) 20.0 mg/L 3o.0~1 Ammonia-Nitrogen (NH}-N} (AQril) 5.6 mg/L 5.6m • Ammonia-Nitrogen (NH3-N) (May-October) 5.0 mg/L 7.5 mgt • Ammonia-Nitrogen (NH3-N) (November-March) 12.0 mg/L 16.7 mg/L I. Dissolved Oxygen (~O) (May-October) 4.0 mg/L (Instantaneous Minimum) .• Dissolved Oxygen (DO} (November-April) 5.Q mg/L (Instantaneous Minimum) II Fecal Coliform Bac!C?ria (FCB) (year-round)mm 1000 collI 00 mL 2000 col1100 mL • Total Residual Chlorine (TRC) (year-round) I 0.011 mg/L (lnst. Maximum) pH (year-round) 6.0 - 9.0 s.u. Nitrate + Nitrite Nitrogen (N02 + N03 N)L 10.0 mg/L 15.0 mg/L Total Phosphorus (TP)j 1.0 mg/L 1.5 mg/L

I TRC limit is applicable if facility uses chlorine for disinfection. 2 N02+N03-N limits are included for protection of drinking water designated use, and because Lake Conway is indicated to be a nutrient-enriched lake according to study referenced in footnote 3 below. 3 Total Phosphorus limits are included since the proposed receiving stream is in the watershed of Lake Conway. This lake was indicated to be a nutrient-enriched lake based on nutrient data collected in a study dated May 11, 2015 entitled, "Craig D. Campbell Lake Conway Reservoir and Inflow Tributaries Water Quality and Sediment Study".

ARKANSAS DEPARTMENT OF ENVIRONMENTAL QUALITY 5301 NORTHSHORE DRIVE / NORTH LITTLE ROCK / ARKANSAS 72118-5317/ TELEPHONE 501-682-0744/ FAX 501-682-0880 www.adeq.state.ar.us Please be advised that these preliminary limits are based on information available at this time on the proposed discharge location and that any of these limits are subject to change based on any data reported for the effluent or data collected in the receiving waterbody after an application is submitted. The preliminary limits given in this letter are expressed in concentration, but any future permit will most likely contain mass limits also, which would be determined using the design flow ofthe treatment system using the following equation:

Mass (lb/day) Design Flow (MGD) x 8.34 x Concentration Limit (mglL)

Please note that more stringent permit limits, additional monitoring requirements, or additional limits may be added based on information contained in the permit application, any effluent data collected after a permit is issued, or as may be required by any final approved TMDL. These preliminary limits will require EPA approval and therefore, are subject to change. In no way does this letter guarantee that a construction permit or a NPDES discharge permit will be issued. Ifany assumptions noted herein are proven false, this analysis may be moot.

Please be aware that Act 987 of 2017 now requires nonmunicipal domestic sewage treatment works to pay an initial trust fund contribution fee of 10% of the estimated cost of construction of the new treatment works as certified by a professional engineer. An annual trust fund contribution fee based on the design flow of the treatment works (up to $5,000) is required in addition to the NPDES permit annual fee. In addition to the application for the modified NPDES permit, the additional information on the attached form must be included with the application.

A state construction permit for the treatment system from ADEQ is required to be issued prior to construction/installation. An approval letter from Arkansas Department of Health is required in accordance with Reg. 6.202(D) prior to ADEQ issuing the construction permit.

If you have any questions, you can reach us at the contact information listed below.

Sincerely,

Shane Byrum Carrie McWilliams, P.E. Staff Engineer Engineer Supervisor NPDES Discharge Permits Section NPDES Discharge Permits Section Office of Water Quality Office ofWater Quality (501) 682-0618 (501) 682-0915 E-mail: [email protected] Email: [email protected]

CC: Sarah Clem, Planning Branch Manager, Office of Water Quality Bob Blanz, PhD, P.E., Chief Technical Officer, ADEQ Bryan Leamons, P.E., Senior Operations Manager, Office of Water Quality Ben Batten, Chief of Fisheries, AGFC ([email protected])

Attachment (Nonmunicipal Domestic Sewage Treatment Works Trust Fund Requirement Form) [email protected]

Nonmunicipal Domestic Sewage Treatment Works Trust Fund Certification Form INSTRUCTIONS

Sections A and B: Required submittal for the initial permit and any subsequentpermit renewal, modification, or transfer: Arkansas Code 8-4-203 (b) requires that each applicant shall submit with an initial application and any subsequent permit renewal, modification, or transfer for a NDSTW:

An assessment developed by a professional engineer licensed by the state of Arkansas that includes:

A. A cost estimate for a third party to operate and maintain the NDSTW for five (5) years; B. A list ofall necessary capital expenditures, system upgrades, or significant repairs and a milestone schedule for completion within five (5) years; and C. A financial plan that demonstrates to the department's satisfaction the permittee's financial ability to operate and maintain the NDSTW for five (5) years.

A certification that the permit applicant has complied with applicable local ordinances and regulations, including without limitation, A. Local zoning ordinances; B. Local planning authority regulations; C. Local permitting requirements,

Additionally, the NDSTW applicants will need to provide:

A. A comprehensive connection summary listing the number ofconnections and types of connections based on Appendix B ofthe Arkansas Department ofHealth Rules and Regulations Pertaining to Onsite Wastewater Systems. The summary should include the number ofexisting connections and an estimated number of new connections for the next five (5) years, B. A legal description ofthe service area for the NDSTW and the water service providers for that same area. The service area requirement may be satisfied by providing a plat for the area served by the nonmunicipal domestic sewage treatment works, C. A list ofall potable water sources for the service area listed above.

New Facilities and Modifications to Increase Design Flow: Required Submittal for the initial permit or modifications that result in an increase in design treatment capacity: Arkansas Code 8-4-203 (b) requires that each applicant seeking a new NDSTW discharge permit or a modification for a NDSTW that results in an increase in design treatment capacity submit the estimated cost of construction developed by a professional engineer licensed by the state of Arkansas for the modified treatment facility. This cost estimate will serve as the basis for the initial trust fund fee (initial trust fund fee = 10% ofthe estimated cost), and will be assessed with the permit application fee. Include the certified cost estimate with your application.

Submit Completed Forms

by email to: water-permit-application®adeq. state. ar. us

Or by mail to: Arkansas Department of Environmental Quality Permits Branch, Office of Water Quality 5301 Northshore Drive North Little Rock, Arkansas 72118-5317

ADEQ Office ofWater Quality TFCF: February 2018 Nonmunicipal Domestic Sewage Treatment Works Trust Fund Certification Form

Permittee (Legal) Facility Name: ______Permit No. ------­ Section A -Information Requiring Engineering Certification

Part I - Operating and Maintenance Expenses

I UnitslYear Unit Cost Annual Cost 5-Year Costl i Operating Expenses Operating Labo~ i Electricityj i

I Supplies & Chemicals : Analytical Testing I Generator Fuel Other Maintenance Ex~enses Maintenance Labor~ I Parts & Supplies Other I Administrative Expenses

Administrative Labo~ I I Customer Fee Collection I I Insurance & Bonding I Consulting and Legal Fees i Interest Expenses I Property Taxes Permit Fees Other Miscellaneous E:g>enses TOTAL I Assummg no mflatIon data are avaIlable, assume an mflatIon rate of3 oYo m . years two through five and multIply the annual cost by 5.3 to estimate the five-year cost. 2 Labor costs must include fringe benefits and payroll taxes. For existing facilities, include historical data if they are representative of future operations. For new facilities, show the electricity consumption calculations in kilowatt hours (kWh).

Part II - Capital Expenditures

• The wastewater treatment plant (WWTP) must be examined by a Professional Engineer registered in the State of Arkansas to determine all necessary capital expenditures, system upgrades, or significant repairs which may be needed within the following five (5) years. A list ofall ofthese items must be attached to this document • A milestone schedule for completion of the capital expenditures, system upgrades, or significant repairs must be attached to this document.

ADEQ Office ofWater Quality TFCF: February 2018 Nonmunicipal Domestic Sewage Treatment Works Trust Fund Certification Form

Part In- Financial Plan

A financial plan that demonstrates to the Department's satisfaction the pennittee's ability to operate and maintain the WWTP for five (5) years must be prepared. This plan should also include a comprehensive connection summary listing the number ofconnections and types of connections based on Appendix B ofthe Arkansas Department ofHealth Rules and Regulations Pertaining to Onsite Wastewater Systems. The summary should include the number ofexisting connections and an estimated number ofnew connections for the next five (5) years. The financial plan must be attached to this document.

Part IV Certification

I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the infonnation, the infonnation submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false infonnation, including the possibility of fine and imprisonment for knowing violations.

Printed Name ofAR Professional Engineer: ______

Registration License

Signature ofAR Professional

Date:______Telephone Number: ______

E-mail:------­ Fax Number: ______Stamp ofAR Professional Engineer

ADEQ Office ofWater Quality TFCF: February 2018 Nonmunicipal Domestic Sewage Treatment Works Trust Fund Certification Form

Section B - Service Area Information and Certification ofCompliance

Part I - Legal Description

A legal description of the service area must be attached to this document. This requirement may be satisfied by providing a plat for the area served by the non-municipal domestic sewage treatment works.

Part TI - Potable Water Sources

A list of the sources of the potable water for the service area must be attached to this document.

Part TIl - Certification of Compliance

Has the permit applicant complied with all local zoning ordinances, local planning authority regulations, local permitting requirements, and any other applicable local regulations necessary for the construction and operation of this facility?

yes______No______

I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.

Printed Name of Permittee Responsible Official: ______

Signature of Permittee Responsible Official: ______

Date:______Telephone Number: ______

E-mail:______Fax Number: ______

ADEQ Office of Water Quality TFCF: February 2018 MBBR Process Design Calculations - U.S. units Single-Stage Process for BOD Removal

Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes

1. General Inputs Data points for SARR/SALR vs SALR Design ww Flow Rate, Q = 0.042 MGD SALR (g/m2/d): 7.5 15.0 Prim. Effl. BOD, So = 130 mg/L SARR/SALR: 0.925 0.875 Peak Hour Factor = 4 (default values above are based on the table of typical values of % BOD removal vs SALR at the right)

Design Value of BOD Surface Slope, SARR/SALR vs SALR: -0.007 Area Loading Rate (SALR) = 7.5 g/m2/d Intercept, SARR/SALR vs SALR: 0.975 See information on typical design Est. of SARR/SALR Rato = 0.925 values for SALR below right. (Surf. Area Removal Rate/Surf. Area Loading Rate) (for SALR value specified at left)

2. Calculation of Carrier Volume and Required Tank Volume & Dimensions

Inputs Liquid Depth in Tank = 8 ft Carrier Spec. Surf. Area = 500 m2/m3 Tank L:W ratio = 1.0 (value from carrier mfr/vendor) (target L:W - only used if tank is rectangular)

Design Carrier Fill % = 65% Click on green box and then on (Carrier fill % is typically between 30% and arrow to Select Tank Shape: cylindrical 70%. Lower values are more conservative, Carrier % Void Space = 88% allowing future capacity expansion or (from carrier mfr/vendor - only needed to reduction of SALR by adding more carrier.) calculate hydraulic detention time)

Calculations

BOD Daily Loading = 45.5 lb/day Calculated Tank Volume = 8.5 m3 20655 g/day = 299.2 ft3 = 2238 gal Carrier Surf. Area needed = 2754.0 m2 Calculated Carrier Volume = 5.508 m3 Calculated Tank Diam. = 6.9 ft

Tank Liquid Volume = 275.9 ft3 Nominal Hydraulic Retention Time at Design Average Flow = 71 min Estimate of BOD Surface Area Peak Hourly Flow = 18 min Removal Rate, SARR = 6.94 g/m2/d Est. of BOD Removal Rate: 19106 g/day Calculated Effl BOD Conc.: 10 mg/L 42.1 lb/day If the calculated Effl. BOD conc. is too high, the design value of SALR (in cell C13) should be reduced. Typical Design Values for Carrier Surface Area Loading Rate (SALR): (from References (2) below)

Estimation of SARR/SALR Ratio: Default data points for derivation of a SARR vs SALR equation are provided for each stage. They may be replaced by values from user data if such data is available.

Equations used for Tank Sizing

BOD Daily Loading = (Q o*S o*8.34) Carrier Surf. Area needed = BOD Daily Loading*453.59/SALR_BOD Carrier Volume needed = Carrier Surf Area/Carrier Spec Surf Area Required Tank Volume = Carrier Volume/Des Carrier Fill PerCent Tank Width & Length calculated from: Tank Volume = L*W*Liquid Depth Or , Tank Diameter calculated from: Tank Volume = ( πD2/4)Liquid Depth

Tank Liquid Volume = Tank Volume-((1-Carrier PerCent Void)*Carrier Volume) Nominal HRT at Des Ave Flow = Tank Liq Vol/(WW Flow Rate/(24*60)) Nominal HRT at Peak Hourly Flow = Hydr Det Time at Des Ave Flow/Peak Hour Factor Estimated SARR = SALR(SARR/SALR) Estimated BOD Removal Rate = SARR*Carrier Surf Area

Calculated Eff. BOD Conc. = (BOD Daily Loading - BOD Removal Rate)/Q o/8.34

References for additional background information:

1. Odegaard, Hallvard, "Compact Wastewater Treatment with MBBR." DSD International Conference Hong Kong, 12. 11-14-2014. http://www.dsdic2014.hk/ppt/Presentation_(B4-1).pdf

2. Odegaard, H., "The Moving Bed Biofilm Reactor," in Igasrashi, T, Watanabe, Y., Asano, T. and Tambo, N., Water Environmental Engineering and Reuse of Water, Hokkaido Press 1999, p 250-305. http://netedu.xauat.edu.cn/jpkc/netedu/jpkc2009/szylyybh/content/wlzy/7/3/The%20Moving%20Bed%20Biofilm%20Reactor.pdf

3. Steichen & Phillips, H., M, Black & Veach, Process and Practical Design Considerations for IFAS and MBBR Technologies, Headworks International Presentation, 03/18/2010 http://www.headworksinternational.com/userfiles/file/Webinar/BV_Webinar_Slides.pdf 4. McQuarrie, J.P. and Boltz, J.P., Moving Bed Biofilm Reactor Technology: Process Applications, Design and Performance , Water Environment Research, Vol 83, No. 6. June 2011.

5. Bengtson, H.H., Spreadsheets for MBBR Process Design Calculations , available as an Amazon Kindle e-book or as a paperback.

6. Bengtson, H.H., Spreadsheets for MBBR Denitrification Design Calculations , an Amazon Kindle e-book. MBBR Process Design Calculations - U.S. units Single Stage Tertiary Nitrification Process

Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes

1. General Inputs Peak Hour Factor = 3

Target Effl NH4-N Conc, NH4-Ne = 2 mg/L o Design ww Flow Rate, Q = 0.042 MGD Min Design Temp., T = 50 F

Influent NH4-N Conc. = 23 mg/L

Influent BOD, So = 10 mg/L Click on cell H10 and on arrow to select D.O Conc.

Prim. Effl. Alkalinity = 120 mg/L as CaCO3 D.O Conc. in Reactor = 5.0 mg/L

2. Preliminary Calculations - Design SALR value

% NH4-N removal = 91% NH4-Ne @ SARRmax = 1.30 mg/L 2 o 2 Maximum SARR = 1.23 g/m /d SARR @ NH4-Ne, 15 C, SARR15 = 1.23 g/m /d o 2 SARR @ NH4-Ne, T C, SARRT = 0.93 g/m /d SARR Temp. Coeff, θ = 1.058 Design Value for SALR = 1.02 g/m2/d

3. Calculation of Carrier Volume and Required Tank Volume & Dimensions

Inputs Carrier Spec. Surf. Area = 500 m2/m3 Liquid Depth in Tank = 8 ft (value from carrier mfr/vendor) Tank L:W ratio = 1.0 (target L:W - only used if tank is rectangular) Design Carrier Fill % = 65% Click on green box and then on (Carrier fill % is typically between 30% and arrow to Select Tank Shape: cylindrical 70%. Lower values are more conservative, Carrier % Void Space = 87% allowing future capacity expansion or (from carrier mfr/vendor - only needed to reduction of SALR by adding more carrier.) calculate hydraulic detention time)

Calculations Calculated Tank Volume = 11.1 m3 3 NH3-N Daily Loading = 8.1 lb/day = 390.7 ft 3654 g/day = 2923 gal Carrier Surf. Area needed = 3596 m2 Calculated Tank Diam. = 7.9 ft Calculated Carrier Volume = 7.192 m3 Tank Liquid Volume = 357.7 ft3 Nominal Hydraulic Retention Time at Design Average Flow = 92 min 2 BOD Surf. Loading Rate (SALR): 0.44 g/m /d Peak Hourly Flow = 31 min (should be < 0.5 g/m2/d in order to achieve a good nitrification rate)

4. Calculation of Oxygen/Air/Blower Requirements Inputs: Std O2 transf effic, SOTE = 5.6% Des. Barom. Press., Patm = 14.7 psi (from diffuser mfr or vendor) (ambient pressue at site) Diffuser Fouling Factor, F = 0.4 Ratio of D.O. saturation in WW to that in clean Ratio of oxygen transfer rate in wastewater water at same T & P, B = 0.95 to that in clean water, α = 0.7 Pressure drop across

Depth of diffuser, ddiff = 7.5 ft diffuser, ∆Pdiff = 12.0 in H2O ρ 3 Std. Air Density, air = 0.07521 lb/ft (from diffuser mfr or vendor) Calculations

Oxygen Requirement = 33.6 lb/day Act O2 transf effic, AOTE = 0.9%

Pressure at mid Depth, PD = 16.3 psi Des. Air Flow Rate, SCFM = 143.6 SCFM D.O sat'n conc. for clean water at ww Des. Air Flow Rate, ACFM = 110.9 ACFM

temp. and 1 atm, Cs = 11.3 mg/L Blower Outlet Pressure, PB2 = 18.38 psi (Derivation of equation for sat'n D.O. vs T is shown on worksheet 6)

Blower Calculations Des. Air Flow Rate, SCFM = 143.6 scfm Pressure at diffuser, P = 3.3 psi Blower Mechanical Efficiency = 0.60 manufacturer Req'd Break Hp 3.2 BHP Min. Blower Hp 2.0 Hp

5. Alkalinity Requirement

Input: Target Effluent Alkalinity = 80 mg/L

Constants needed for Calculations:

Equiv Wt. of CaCO3 = 50 g/equiv. Equiv Wt. of NaHCO3 = 84 g/equiv.

Alkalinity used for Nitrification = 7.14 g CaCO3/g NH3-N

Calculations

Alkalinity to be added = 124.2 mg/L as CaCO3

Daily Alkalinity Requirement = 43.5 lb/day as CaCO3

For sodium bicarbonate use to add alkalinity:

Daily NaHCO3 Requirement = 73.1 lb/day NaHCO3 Click on cell H10 and on arrow to select D.O Conc.

Adapted from Metcalf & Eddy, 5th Ed, Fig 9-25

D.O. SARR max N @ SARR max The values in the table at the left come from Figure 9-25 in Metcalf & Eddy, 2 mg/L g/m /d mg/L Wastewater Engineering, Treatment and Resource Recovery, 5th Ed.

2 0.61 0.5 The N values at SARR max were read from Figure 9-25. The SARR max 3 0.88 0.8 values were calculated for those N values using Eqn 9-48 from Metcalf & Eddy, 4 1.03 1 5th Ed: SARR = [N/(2.2 + N)]*3.3 , where N is the bulk liquid (effluent)

5 1.23 1.3 NH 4-N concentration. 6 1.41 1.65 SARR temperature correction coefficients being used are: θ = 1.058 for DO limited conditions and θ = 1.098 for ammonia limited conditions. (per Salvetti et al - see ref list below) (T - 15) 5.0 1.23 1.3 SARR temperature adjustments are made with:SARR T = SARR 15 θ

SALR is calculated as SARR/% removal. 0.10974212 2.63381089

Equations used for Tank Sizing

NH 3-N Daily Loading = Q o*Prim Effl NH 3-N*8.34

Carrier Surf. Area needed = NH 3-N Daily Loading*453.59/SALR_NH 3-N Carrier Volume needed = Carrier Surf Area/Carrier Spec Surf Area Required Tank Volume = Carrier Volume/Des Carrier Fill PerCent Tank Width & Length calculated from: Tank Volume = L*W*Liquid Depth Or , Tank Diameter calculated from: Tank Volume = ( πD2/4)Liquid Depth

Tank Liquid Volume = Tank Volume-((1-Carrier PerCent Void)*Carrier Volume) Nominal HRT at Des Ave Flow = Tank Liq Vol/(WW Flow Rate/(24*60)) Nominal HRT at Peak Hourly Flow = Hydr Det Time at Des Ave Flow/Peak Hour Factor Estimated SARR = SALR(SARR/SALR)

Estimated NH 3-N Removal Rate = SARR*Carrier Surf Area

Calculated Eff. NH 3-N Conc. = (NH 3-N Daily Loading - NH 3-N Removal Rate)/Q o/8.34

Equations used for Oxygen/Air/Blower Calculations

Oxygen Requirement (lb/day) = Q o(4.57(NH 4-N o - NH 4-N e)*[(mg/L)/(lb/MG)]

2 2 Pressure at Mid-Depth = P atm + [ γ4H2O( ddiff /2)]/144 in /ft

α θ(tww - 20) o AOTE = SOTE* *F[(B(P D/P std )C s - D.O.)/C ss ] (Tww in C)

SCFM = (lb/day O 2/AOTE)*MW air /[O 2 fract in air)(MW O2 )(r air )(60 min/hr)(24 hr/day)]

ACFM = SCFM[(T ww + 459.67)/(T std + 459.67)](P std /P B2 )

2 2 PB2 = P atm + ∆Pdiff (0.036126 psi/in H 2O) + γH2O *d diff /144 in /ft References for additional background information:

1. Odegaard, Hallvard, "Compact Wastewater Treatment with MBBR." DSD International Conference Hong Kong, 12. 11-14-2014. http://www.dsdic2014.hk/ppt/Presentation_(B4-1).pdf

2. Odegaard, H., "The Moving Bed Biofilm Reactor," in Igasrashi, T, Watanabe, Y., Asano, T. and Tambo, N., Water Environmental Engineering and Reuse of Water, Hokkaido Press 1999, p 250-305. http://netedu.xauat.edu.cn/jpkc/netedu/jpkc2009/szylyybh/content/wlzy/7/3/The%20Moving%20Bed%20Biofilm%20Reactor.pdf

3. Steichen & Phillips, H., M, Black & Veach, Process and Practical Design Considerations for IFAS and MBBR Technologies, Headworks International Presentation, 03/18/2010 http://www.headworksinternational.com/userfiles/file/Webinar/BV_Webinar_Slides.pdf

4. Rusten, B and Paulrud, B., Improved nutrient Removal with Biofilm Reactors, Aquateam - Norwegian Water Technology Center, Oslo, Norway.

5. McQuarrie, J.P. and Boltz, J.P., Moving Bed Biofilm Reactor Technology: Process Applications, Design and Performance , Water Environment Research, Vol 83, No. 6. June 2011.

6. Metcalf & Eddy, "Wastewater Engineering Treatment and Resource Recovery", 5th Ed, McGraw-Hill, 2014

7. Salvetti, R., A. Azzellino, R. Canziani, and L. Bonomo (2006), "Effect of Temperature on Tertiary

Nitrification in Moving-Bed Biofilm Reactors," Water Res., 40, 15, 298-2993.

8. Bengtson, Harlan H., Spreadsheets for MBBR Process Design Calculations, available as a paperback book and as an Amazon Kindle ebook.

9. Bengtson, Harlan H., Biological Wastewater Treatment Process Design Calculations available as a paperback book and as an Amazon Kindle ebook. N

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PRELIMINARY

Site

LOCATION MAP & 1351 Jefferson, Suite 301 [email protected] Washington, MO 63090 P: 636-432-5029

311.5 308.5 311.0

310.5 311.0

10' UTILITY EASEMENT Control Box

~Gravel~ Block Barrier 8" Concrete 0.42 ACRES+/- LOT 28R, HAYDEN'S PLACE REPLAT

~Gravel~ Control Boxes Building (Brick)

310.5 20' BUILDING LINE HAYDEN'S PLACE SUBDIVISION WWTF IN FAULKNER COUNTY, ARKANSAS

OWNER : ______PERMIT ISSUE: ______, 2019 CONSTRUCTION ISSUE: ______, 2019 RECORD ISSUE: ______2019

CATHY HENDRICKS, INC. INSTRUMENT NO. 2005-24950 PARCEL NO. 001-06966-000 0 SCALE: 1" = 5' 5'

10'

311.5 308.5 311.0

310.5 311.0 310.5

10' UTILITY EASEMENT

310.5 Control Box

~Gravel~

310.5 Block Barrier 8" Concrete 0.42 ACRES+/- LOT 28R, HAYDEN'S PLACE REPLAT Block Barrier 8" Concrete

~Gravel~ Control Boxes Building (Brick)

310.5

310.5 20' BUILDING LINE

10' UTILITY EASEMENT

310.0

309.5 308.5 309.0

BLOWER 1 BLOWER 2

BLOWER CONTROL PANEL

2" BV 2" BV 0'-6" BLOWER PAD A - 3" SCH 40 SS PIPE 8' I.D. MANHOLE 2" SCH 40 2" SCH 40 SS PIPE SS PIPE (PIPE TO BE ABOVE TANK & WILL NOT PENETRATE WALL)

8' I.D. MANHOLE

6" DIP TO FILTER F.L. ELEV. = 308.50

B -

6" DIP FROM CELL 2 WITH DUCKBILL CHECK VALVE F.L. ELEV. = 810.10

MBBR MBBR MANHOLE MANHOLE

NOTE: NOT ALL MBBR SUPPLIER'S EQUIPMENT PACKAGES REQUIRE THE SAME ITEMS. CONTRACTOR SHALL COORDINATE WITH ACTUAL MBBR SUPPLIER TO INCLUDE THEIR RESPECTIVE EQUIPMENT AND ENSURE ITEMS ARE INSTALLED PER PLANS.

TREATMENT SYSTEM PLAN VIEW SCALE: 1" = 2'-0" NOTE: METAL COVER & MEDIA NOT SHOWN FOR CLARITY.

OPEN

OPEN

RIM EL=818.10 GRADE 1 1'-18" GRADE 6" OVERFLOW 2" BALL VALVE TO UV

NWL

0'-6" TYP HIGH SURFACE 6" OVERFLOW AREA MEDIA TO 2ND MBBR

INLET CHECK VALVE SIEVE (TYPICAL) AERATION GRID ASSEMBLY 11'-0" (SEE DETAIL)

AERATION GRID ASSEMBLY (SEE DETAIL) 0'-6"

AERATION CHAMBER

SECTION A SECTION B SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" - - N

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0 2000' 4000'

SCALE: 1" = 2000'

PRELIMINARY

WASTEWATER FACILITY

& 1351 Jefferson, Suite 301 [email protected] Washington, MO 63090 P: 636-432-5029