WQ0035809_Modification_20240408

Initial Review
Reviewer nathaniel.thorn burg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WQ0035809
Applicant/Permittee Old North State Water Company, LLC
Applicant/Permittee Address PO Box 10127, Birmingham AL 35202
Is the owner in BIMS? Yes No Is the facility in BIMS?
Owner Type Organization
Facility Name Stateside WWTP
County Onslow
Fee Category Major
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
04/08/2024
Yes No
$528
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Admin
Comments for RO

Comments for Reviewer
Comments for Applicant

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
Name* John Phillips
Email Address*
[e-mail]
Project Information
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
919-467-9972 x 5
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0035809
Has Current Existing permit number
Applicant/Permittee *
Old North State Water Company, LLC
Applicant/Permittee Address*
PO Box 10127, Birmingham AL 35202
Facility Name*
Stateside WWTP
Please provide comments/notes on your current submittal below.
This submittal is for a Major Permit Modification, to expand the permitted capacity of the Stateside WWTP from 100,000 gpd to 150,000 gpd. The
original plant design contemplated a future expansion, so this modification can be accomplished by additional membrane modules being installed in
the existing membrane tank. The increased flow rating also requires replacement of the permeate pumps and UV disinfection systems with larger
capacity units. Finally, a side stream flow equalization tank is being added to provide more than 25% of the increased daily flow volume.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
Permit WQ0035809 Major Modification Application
27.33MB
Package.pdf
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617

Signature
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Submission Date 3/26/2024

DIEHL & PHILLIPS, P.A.
CONSULTING ENGINEERS
1500 Piney Plains Rd., Suite 200
Cary, North Carolina 27518
Telephone [phone] — Fax [phone]
March 25, 2024
NC DEQ — Division of Water Resources
Water Quality Permitting Section
Non -Discharge Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Application for Permit Major Modification
Stateside Wastewater Treatment Plant
Permit No. WQ00358O9
Onslow County
Dear Reviewer:
WILLIAM C. DIEHL, P.E.
JOHN F. PHILLIPS, P.E.
ALAN R. KEITH, P.E.
Please find enclosed the following documents submitted in support of this application
to expand the rated capacity of the Stateside Wastewater Treatment Plant from
100,000 gpd to 150,000 gpd:
• Review Fee check #15874, in the amount of $528.00
• Application Form HRIS 06-16, signed by Applicant and Engineer
• Corporate documentation for Old North State Water Co., Inc.
• Engineering Plans
• Specifications
• Engineering Calculations
• Site Map
• Power Reliability Plan
• 0&M Plan
• Residuals Management Plan
• Certificate of Public Convenience and Necessity
• Most recently issued WQ Permit
This project is proposed to expand the capacity of the Stateside WWTP from 100,000
gpd to 150,000 gpd by making the modifications listed below. It should be noted that
the original plant design and construction anticipated this proposed expansion, and
therefore the volumes of the biological treatment tanks are adequate for the higher
flow rating. The proposed modifications are:

Non -Discharge Permitting Unit
March 25, 2024
Page 2 of 3
• Addition of two membrane stacks, with each stack containing 4 membrane
modules (total of 8 modules added to the previously permitted 16 modules)
• Replacement of two existing permeate pumps with two larger capacity
permeate pumps
• Replacement of two existing closed pipe UV disinfection systems with two
larger capacity units
• Increasing the discharge rate of the aeration blowers by increasing the
maximum blower speed
• Increasing the discharge rate of the flow equalization/sludge holding blower
by increasing the maximum blower speed
• Adding an 18,000 gallon steel tank side stream flow equalization tank with
duplex pumps, motor actuated valve, and controls to increase the total flow
equalization volume to greater than 25% of the increased flow rating of the
treatment plant
The application form HRIS 06-16 has been completed to only present information for
the proposed modifications to the treatment plant. The permitted capacity of the
three existing high rate infiltration basins is 233,704 gpd; therefore, no modifications
are proposed for the basins in this application.
A new waste sludge pump is to be installed as a part of the proposed work, but it is
a like -for -like replacement for the permitted waste sludge pump and is not included
as a permit modification.
The installation of the new membrane stacks in the existing membrane tank will
require the influent flow to the plant to be interrupted to allow the work to be
performed. The project plans present a detailed construction sequence that will utilize
multiple frac tanks to temporarily store the influent flow until the in -tank work can
be completed. As noted in the construction sequence, there will be other short -time
flow interruptions required for piping switchovers, but these can be accomplished by
utilizing the available storage volume in the flow equalization tank.
The flow equalization capacity is to be supplemented by the addition of an 18,000
gallon steel tank. It will be a side stream flow equalization tank that will only be used
if the influent flow rates cause the existing flow equalization tank to completely fill.
In that situation the existing FE tank will overflow into the side stream tank. The
stored flow in the side stream tank will be returned by pumps to the existing FE tank
when the water level in that tank has declined. The side stream tank will also have a
motor actuated valve in the overflow pipe from the existing FE tank. The valve will
close automatically if the side stream tank also fills. This will cause the water level in
the existing FE tank to rise to a slightly higher level, to allow flow to enter a second
overflow pipe that will convey wastewater by gravity into the head of the biological
treatment process.

Non -Discharge Permitting Unit
March 25, 2024
Page 3 of 3
Please contact me if you have any questions or require any additional information.
Yours very truly,
Diehl & Phillips, P.A.
� � -f wij w
John F. Phillips, P.E.
Enclosures
Cc: Mr. John McDonald, ONSWC

EXECUTED APPLICATION
FORM HRIS 06-16

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
r
15A NCAC 02T .0700 — HIGH -RATE INFILTRATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .01009 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website
General — When submitting an application to the Water Quality Permitting Section's Non -Discharge Permitting Unit, please use the
following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking
the provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted, the Applicant shall submit one original and two copies of the application and supporting documentation.
A. Cover Letter (All Application Packages):
E List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
E Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ). The appropriate fee amount for new and major modification applications may be found at: Standard Review
Project Fees.
C. High -Rate Infiltration Systems (FORM: HRIS 06-16) Application (All Application Packages):
E Submit the completed and appropriately executed High -Rate Infiltration Systems (FORM: HRIS 06-16) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or due
to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond to the
section and item to which they refer.
E If the Applicant Type in Item L2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item I.2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
E The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
E The Professional Engineer's Certification on Page 13 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
E The Applicant's Certification on Page 13 of the application shall be signed in accordance with 15A NCAC 02T .0106(b). Per
15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0704(f), the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment and high -rate infiltration facilities:
❑ Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
❑ Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and high -rate infiltration facilities.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation (All Application Packages that include new high -rate infiltration sites):
❑ Per 15A NCAC 02T .0704(b) and the Soil Scientist Evaluation Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
❑ The report shall identify all the basins/fields with project name, location, and include a statement that the basins/fields
were recommended for the proposed land application activity.
❑ Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Provide all soil boring logs performed at the site.
❑ For non -basins, a standard soil fertility analysis conducted no more than one year prior to permit application for each map
unit in the soil map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
❑ A minimum of three KsAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
❑ All KsAT tests shall be conducted in areas representative of the site.
❑ All KsAT tests shall be run until steady-state equilibrium has been achieved.
❑ All collected KsAT data shall be submitted, including copies of field worksheets showing all collected readings.
❑ Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
❑ A brief summary of each map unit and its composition and identification of minor contrasting soils.
❑ For non -basins, maximum precipitation rate (in/hr) for each soil/map unit within the proposed infiltration areas.
❑ Seasonal infiltration restrictions, if appropriate.
❑ Identification of areas not suitable for high -rate infiltration.
❑ Recommended geometric mean KsAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
❑ Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation, review
of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
❑ For non -basins, recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed
infiltration areas based upon in -situ KsAT measurements form the most restrictive soil horizon.
❑ For basins, recommended hydraulic loading rate (GPD/ft2) for each soil/map unit within the proposed infiltration areas
based upon in -situ KsAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement shall
be included indicating that the site has not changed since the original investigation.
F. Agronomist Evaluation (All Application Packages that include new infiltration sites with cover crops or new crops for existing
infiltration sites):
❑ Per 15A NCAC 02T .0704(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified professional
and includes at a minimum:
❑ Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
❑ Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. and proposed mineralization and volatilization rates.
❑ Historical site consideration, soil binding and plant uptake of phosphorus.
❑ Seasonal infiltration restrictions, if appropriate.
❑ A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
❑ Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
❑ Per 15A NCAC 02T .0704(e), the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the infiltration areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, of the site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified infiltration sites, changes in flow or changes in storage):
❑ Per the Water Balance Calculation Policy, submit information clearly demonstrating that the effluent can be assimilated
regardless of precipitation events or temperature, and there are no crop or equipment maintenance issues that would necessitate
storage.
OR
❑ Per 15A NCAC 02T .0704(k) and the Water Balance Calculation Policy, submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
❑ At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
❑ Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure high -rate infiltration does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of infiltration for crop removal.
NOTE — High -Rate Infiltration Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
L Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0704(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
❑ A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
❑ A hydraulic profile from the treatment plant headworks to the highest infiltration point.
❑ The high -rate infiltration area with an overlay of the suitable infiltration areas depicted in the Soil Evaluation.
❑ For non -basins, each nozzle/emitter and its wetted area influence and each infiltration zone labeled as it will be operated.
❑ For non -basins, locations within the infiltration system of air releases, drains, control valves, highest infiltration
nozzle/emitter, etc.
❑ For non -basin automated infiltration systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

Specifications (All Application Packages):
® Per 15A NCAC 02T .0704(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatment/storage/infiltration unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
❑ Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
❑ Per 15A NCAC 02T .0704(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
® Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined.
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
❑ Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
® Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
❑ For non -basins, a demonstration that the designed maximum precipitation and annual loading rates do not exceed the
recommended rates.
❑ For basins, a demonstration that the designed loading rate (GPD/fl2) does not exceed the recommended rate.
® A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0704(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and infiltration areas.
® Soil mapping units shown on all infiltration sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and infiltration sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108.
® Setbacks as required by 15A NCAC 02T .0706.
® Site property boundaries within 500 feet of all wastewater treatment, storage and infiltration sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and infiltration sites.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
® Per 15A NCAC 02T .0705(k), submit documentation of power reliability that shall consist of at a minimum:
® An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
❑ Serves a private water distribution system that has automatic shut-off during power failures and has no elevated water
storage tanks,
❑ Has sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0707, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment, storage
and infiltration systems that shall include at a minimum a description of:
❑ Operation of the wastewater treatment, storage and infiltration systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
❑ Anticipated maintenance of the wastewater treatment, storage and infiltration systems.
❑ Safety measures, including restriction of access to the site and equipment.
❑ Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
❑ Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
® Per 15A NCAC 02T .0704(i) and .0708, submit a Residuals Management Plan that shall include at a minimum:
❑ A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0705(n), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0704(i), a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
® Per 15A NCAC 02T .0115(a)(1) and .0704(g), provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be
served by the wastewater treatment and high -rate infiltration system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
E Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01 C .0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and high -rate infiltration system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
infiltration system is located within the 100-year floodplain):
❑ Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 5 of 6

P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
❑ Per 15A NCAC 02T .0105(c)(10), submit documentation from the Department's Natural Heritage Program demonstrating
the presence or absence of threatened or endangered aquatic species within the boundary of the wastewater treatment,
storage and infiltration facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit conditions
pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
❑ Per 15A NCAC 02T .0704(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
infiltrated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NHs-N) ❑ Nitrate Nitrogen (NOs-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0700 — HIGH -RATE INFILTRATION SYSTEMS
Division of Water Resources FORM: HRIS 06-16
L APPLICANT INFORMATION:
1. Applicant's name: Old North State Water Company, Inc.
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: John McDonald per 15A NCAC 02T .0106(b) Title: President
4. Applicant's mailing address: PO Box 10127
City: Birmingham State: AL Zip: 35202-
5. Applicant's contact information:
Phone number: [phone] Email Address: jmcdonaldkonswc.com
IL FACILITY INFORMATION:
1. Facility name: Stateside Wastewater Treatment Plant
2. Facility status: Existing
3. Facility type: Major (> 10,000 GPD or> 300 disposal acres)
4. Facility's physical address: 338 Quaker Bridge Road
City: Jacksonville State: NC Zip: 28546- County: Onslow
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.879025' Longitude:-77.480314'
Datum: NAD83 Level of accuracy: Nearest 10 seconds Method of measurement: Map interpretation by extraction
6. USGS Map Name: Google Earth
III. CONSULTANT INFORMATION:
1.
Professional Engineer: John F. Phillips License Number: 10130 Firm: Diehl & Phillips, P.A.
Mailing address: 1500 Piney Plains Road, Suite 200
City: Cai State: NC
Zip: 27518-
Phone number: [phone]
Email Address: jfphillips(a bellsouth.net
2.
Soil Scientist: NA
License Number: Firm:
Mailing address:
City: State:
Zip: -
Phone number: (_) =
Email Address:
3.
Geologist: NA
License Number: Firm:
Mailing address:
City: State:
Zip: -
Phone number: (_) =
Email Address:
4.
Agronomist: NA
Firm:
Mailing address:
City: State:
Zip: -
Phone number: (_) =
Email Address:
FORM: HRIS 06-16 Page 1 of 13

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100:
1. Application type: ❑ New ® Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ0035809 and most recent issuance date: January 30, 2023
2. Application fee: $395 -Standard - Major Facility - Major Mod
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC QIC? ❑ Yes or ® No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (Q > 200,000 GPD)
NA
Dam Safety
NA
Erosion & Sedimentation Control Plan
NA
Nationwide 12 / Section 404
NA
Pretreatment
NA
Sewer System
NA
Stormwater Management Plan
NA
Wetlands 401
NA
Other:
5. What is the wastewater type? ® Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted'? ❑ Yes or ❑ No
6. Wastewater flow: 0 wastewater flow added by this permit modification, WWTP capacity increased to 150,000 GPD
Limited by: ® Treatment, ® Storage, ❑ Field/Basin Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ❑ Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ® Yes or ❑ No
Establishment Type
Daily Design Flow'
No. of Units
Flow
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: HRIS 06-16 Page 2 of 13

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 36.4 feet mean sea level. Source: FRIS.NC.Gov
Are any treatment, storage or infiltration facilities located within the 100-year flood plain? ❑ Yes or ® No
IL--). If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with § 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ❑ Yes or ® No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed:
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude a
Longitude a
Gradient
Location
MW-4
Active
34.8793830
-77.4804390
Up Gradient
Inside Review Boundary
MW-5
Active
34.8798640
-77.4791390
Down Gradient
On Compliance Boundar
MW-6
Active
34.8811440
-77.4799080
Down Gradient
Inside Compliance Bonn
MW-1
Never Built
0-
0Select
Select
MW-2
Never Built
0-
0Select
Select
MW-3
Never Built
0-
0Select
Select
Select
0-
0Select
Select
Select
0-
0Select
Select
Select
0-
0Select
Select
Select
0-
0Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest 10 seconds Method of measurement:
Map interpretation by extraction
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
® Yes, ❑No or ❑N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes, ®No or ❑N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ®No or ❑N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: HRIS 06-16 Page 3 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Estimated Influent Concentration
Designed Effluent Concentration
(monthly average)
Ammonia Nitrogen (NH3-N)
30 mg/L
0.3 mg/L
Biochemical Oxygen Demand (BOD5)
213 mg/L
2.0 mg/L
Fecal Coliforms
14 per 100 mL
Nitrate Nitrogen (NO3-N)
2 mg/L
3 mg/L
Nitrite Nitrogen (NO2-N)
1 mg/L
0 mg/L
Total Kjeldahl Nitrogen
0.5 mg/L
Total Nitrogen
63 mg/L
3.5 mg/L
Total Phosphorus
7 mg/L
0.8 mg/L
Total Suspended Solids (TSS)
275 mg/L
1.0 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0705(i)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0705(k):
® Automatically activated standby power supply onsite capable of powering all essential treatment units; or
❑ Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N/A
7. In accordance with 15A NCAC 02T .0705(n), how many days of residuals storage are provided? 35.6
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Yes
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305(h)? ❑ Yes, ❑ No, ® N/A — To be permitted
separately, or ❑ N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in 15A NCAC 18A
.1900? ❑ Yes, ❑ No or ® N/A
FORM: HRIS 06-16 Page 4 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings in(gallons)
Volume
Plan Sheet
Reference
Specification
Reference
Flow Equalization
1
Steel tank
21'x12'xI l'H
18,852
9, 10
11-A
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Other
2
A3 Membrane stacks
NA
NA
3-8
11-A
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)
Reference
Reference
Ultraviolet
2
S.LT.A.
4.33' x 6"
3
11-A
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: Two, number of lamps per
bank: 3 and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)
Reference
Reference
Select
Select
FORM: HRIS 06-16 Page 5 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
e. PUMPS
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
TDH
Building next to
treatment plant
Membrane Permeate
Pumps
Vogelsang Rotary
Lobe
118
48
4-7
11-A
f. BLOWERS
Location
No.
No. of
Units Served
Manufacturer /
Capacity
Plan Sheet
Specification
Type
CF
Reference
Reference
Kaeser rotary lobe -
Building next to
3
Aeration &
existing blowers -
180
1,10
11-A
treatment plant
membrane tank
speed to be increased
by chanin sheaves
Kaeser rotary lobe -
Building next to
1
Sludge and
existing blower -
147
1,10
11-A
treatment plant
Equalization tanks
speed to be increased
b chan in sheaves
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
Ty )e
Power
(hp)
Plan Sheet
Reference
Specification
Reference
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Capacity
Plan Sheet
Reference
Specification
Reference
Effluent Flow Measuring Device
1
Building
Endress-Hauser
NA
4
11-A
Select
Select
Select
i. EFFLUENT PUMP / DOSING TANK (IF APPLICABLE):
FORM: HRIS 06-16 Page 6 of 13

Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent infiltration during rain
events if applicable)
FORM: HRIS 06-16 Page 7 of 13

VI. EARTHEN STORAGE IMPOUNDMENT DESIGN CRITERIA — 15A NCAC 02T .0705:
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: - °
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? W, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
I x 10-' cm/s? ❑ Yes, or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements11
Earthen Impoundment Dimensions
Liner type:
❑ Clay
❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
x cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft3
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
Plan Sheet Reference:
Freeboard elevation water surface area:
ft2
Specification Section:
Bottom of impoundment surface area:
ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: HRIS 06-16 Page 8 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705:
1. Provide the minimum depth to the seasonal high water table within the infiltration area:
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
infiltration area? ❑ Yes or ❑ No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Soil Series
Basins/Fields
within Soil
Series
Recommended
Loading Rate
(in/hr)
Recommended
Loading Rate
(in/ r)
Recommended
Loading Rate
(GPD/ft2)
Annual /
Seasonal
Loading
If Seasonal, list
appropriate
months
Select
Select
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates`? ❑ Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0705(m)?
5. How does the Applicant propose to prohibit public access to the infiltration facilities?
6. Has the infiltration system been equipped with a flow meter to accurately determine the volume of effluent applied to each
basin/field as listed in VIL8.? ❑ Yes or ❑ No
If no, how does the Applicant intend on determining the amount of effluent applied to each basin/field?
7. For non -basins, provide the required cover crop information and demonstrate the effluent will be applied at or below
agronomic rates:
Cover Crop
FSoil Series
% Slope
Nitrogen Uptake Rate
(lbs/ac r)
Phosphorus Uptake
Rate (lbs/ac r)
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained:
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum infiltration area from the Agronomist Evaluation's nitrogen balance: ft2
e. Minimum infiltration area from the Agronomist Evaluation's phosphorus balance: ft2
f. Minimum infiltration area from the water balance: ft2
FORM: HRIS 06-16 Page 9 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705 (continued):
8. Basin/Field Information (NOTE — This table may be expanded for additional fields):
Basin/
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
in/hr
Designed
Loading
Rate
in/ r
Designed
Loading
Rate
GPD/ft2
Latitude a
Longitude a
at erbody
Strreameam
Index No. n
Classification
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: http:Hdeg.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
9. High -Rate Infiltration System design criteria:
a. Infiltration Fields:
Spray Infiltration Design Elements
Drip Infiltration Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
ft,
Nozzle wetted area:
ft,
Distance between laterals:
ft
Nozzle capacity:
GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
/
Emitter capacity:
GPH
Elevation of highest nozzle:
ft
Emitter manufacturer/model:
/
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
FORM: HRIS 06-16 Page 10 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705 (continued):
b. Infiltration Basins:
IF MORE THAN TWO BASINS, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
Infiltration Basin Design Elements
Infiltration Basin Dimensions
Basin Name:
Top of embankment elevation:
ft
Hazard class:
Select
Freeboard elevation:
ft
Designed freeboard:
ft
Toe of slope elevation:
ft
Total volume:
ft3
Impoundment bottom elevation:
ft
Infiltrative surface area:
ft2
Mean seasonal high water table depth:
ft
Daily infiltrative capacity:
GPD
Embankment slope:
Plan Sheet Reference:
Top of dam water surface area:
ft2
Specification Section:
Freeboard elevation water surface area:
ft2
Bottom of impoundment surface area:
ft2
i. Does this basin include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft2, and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
Infiltration Basin Design Elements
Infiltration Basin Dimensions
Basin Name:
Top of embankment elevation:
ft
Hazard class:
Select
Freeboard elevation:
ft
Designed freeboard:
ft
Toe of slope elevation:
ft
Total volume:
ft,
Impoundment bottom elevation:
ft
Infiltrative surface area:
ft2
Mean seasonal high water table depth:
ft
Daily infiltrative capacity:
GPD
Embankment slope:
Plan Sheet Reference:
Top of dam water surface area:
ft2
Specification Section:
Freeboard elevation water surface area:
ft2
Bottom of impoundment surface area:
ft2
i. Does this basin include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft2, and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
FORM: HRIS 06-16 Page 11 of 13

VIIL SETBACKS —15A NCAC 02T .0706:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .706(a) and .0706(d)? ® Yes or ❑ No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ® Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the infiltration system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Infiltration
System
Treatment /
�Storage Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
NA
NA
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
NA
Any private or public water supply source
NA
NA
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
235
NA
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
NA
Subsurface groundwater lowering drainage systems
50
Surface water diversions (ephemeral streams, waterways, ditches)
NA
Any well with exception of monitoring wells
350
120
Any property line
70
335
Top of slope of embankments or cuts of two feet or more in vertical height
NA
Any water line from a disposal system
NA
Any swimming pool
NA
Public right of way
NA
Nitrification field
NA
Any building foundation or basement
NA
Impounded public water supplies
NA
Public shallow groundwater supply (less than 50 feet deep)
NA
4. Does the Applicant intend on complying with either 15A NCAC 02T .0706(b) or (c)? ® Yes or ❑ No
If yes, what are the designed Total Nitrogen and Total Phosphorus effluent concentrations? TN: 4 mg/L TP: 2 mg/L
5. Does the Applicant intend on complying with the High -Rate Policy issued October 27, 2006? ❑ Yes or ® No
If yes, verify the following information:
✓ Are the most stringent effluent standards in both 15A NCAC 02T .0705(b) and 15A NCAC 02U .0301(b) met?
❑Yes or❑No
✓ Is duality provided for all treatment units per 15A NCAC 02U .0402(c)? ❑ Yes or ❑ No
✓ Continuous online monitoring and recording of effluent for turbidity? ❑ Yes or ❑ No
✓ A lined 5-day upset pond is provided? ❑ Yes or ❑ No
✓ The 5-day upset pond has restricted access? ❑ Yes or ❑ No
✓ A certified operator of a grade equal or greater than the facility classification is on call 24 hrs/day? ❑ Yes or ❑ No
FORM: HRIS 06-16 Page 12 of 13

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 0211.0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ❑ Yes or ® No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.16.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .010306), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., infiltration basins/fields) provided in duplicate? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the infiltration area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the infiltration area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the infiltration area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the infiltration area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the infiltration area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the infiltration area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404(g)(7), how much green area is provided? ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray infiltration wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A
X. GROUNDWATER LOWERING SYSTEM DESIGN:
1. Does this project utilize a groundwater lowering system? ❑ Yes or ❑ No (If yes, complete Items X.2. through X.4.)
2. Is the groundwater lowering system: ❑ mechanically lowered (i.e., pumped) or ❑ gravity fed?
3. Where does the groundwater lowering drainage system discharge?
If the system mechanically lowers groundwater and discharges directly or indirectly (i.e., pond overflow) to surface waters,
wetlands and/or stormwater structures, provide the date the Applicant obtained written confirmation from the Water Quality
Regional Operations Section that operation of the groundwater lowering drainage system will not adversely affect surface
waters of the State. Submitted: & Received:
4. Groundwater lowering system design criteria:
Groundwater Lowering System Design
Pipe diameter:
in
Discharge rate:
GPD
Pipe material:
Method to measure discharge rate:
Pipe depth:
ft
Number of pumps:
Pipe length:
ft
Pump capacity:
GPM
TDH
Pipe slope (gravity -fed):
%
Plan Sheet Reference:
Trench backfill material:
Specification Section:
FORM: HRIS 06-16 Page 13 of 13

Professional Engineer's Certification:
I, John F. Phillips attest that this application for
(Professional Engineer's name from Application Item Ill.1.)
Stateside Wastewater Treatment Plant
(Facility name from Application Item 1I.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date: CARo,'Ai,
Applicant's Certification per IM NCAC 02T .0106(b):
that this application for
(Signature Authority's name & title from Application Item I.3.)
Stateside Wastewater Treatment Plant
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. 1 understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .0105(e .
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as civil enalties up to $25,000 per violation.
Signature: Date: a Z;L
FORM: HRIS 06-16 Page 14 of 13

North Carolina Secretary of State Search Results
https://sosnc.gov/online—services/search/Business_Registration Results
• File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online -
Add Entity to My Email Notification List • View Filings • Print a Pre -Populated Annual Report form • Print
an Amended a Annual Report form
Business Corporation
Legal Name
Old North State Water Company, Inc.
Prev Legal Name
Old North State Water Company, Inc.
Prev Legal Name
Old North State Water Company, LLC
Information
Sosld: 1225035
Status: Current -Active O
Date Formed: 10/10/2011
Citizenship: Domestic
Fiscal Month: December
Annual Report Due Date: April 15th
CurrentAnnual Report Status:
Registered Agent: Paracorp Incorporated
Addresses
Reg Office Reg Mailing Mailing
176 Mine Lake Ct #100 176 Mine Lake Ct #100 3212 6th Avenue S Suite 200
Raleigh, NC 27615 Raleigh, NC 27615 Birmingham, AL 35222
Principal Office
3212 6th Avenue S Suite 200
Birmingham, AL 35222
Officers
President
1 of 2 3/26/2024, 11:48 AM

North Carolina Secretary of State Search Results https://sosnc.gov/online_services/searchBusiness_Registration_Results
John McDonald
3212 6th Avenue S Suite 200
Birmingham AL 35222
Stock
Class: Common
Shares: 12500
No Par Value: Yes
2 of 2 3/26/2024, 11:48 AM

ENGINEERING
PLANS

STATESIDE WWTP
EXPANSION
OLD NORTH STATE WATER COMPANY
ONSLOW COUNTY, NORTH CAROLINA
INDEX OF DRAWINGS
ENLARGED SITE PLAN - EXISTING CONDITIONS
SITE PLAN - PHASE I - STEP 1
PHASE 1 - STEP 6 AND PHASE 2 - STEPS 1 .AND 2
PHASE 3 - STEPS 1 AND 2
PHASE 3 - STEPS 3 AND 4
PHASE 3 - STEPS 5 AND 6
PHASE 3 - STEPS 7 AND 8
MEMBRANE TANK - SECTIONS A AND B
FLOW EQUALIZATION TANK - PLAN, SECTIONS, AND DETAILS
ENLARGED SITE PLAN -PHASE 4 PROPOSED MODIFICATIONS
FINAL DESIGN
DIEHL & PHILLIPS, P.A.
NOTRFLEASED
FOR
CONSULTING ENGINEERS - LIC. NO. C-0465
CONSTRUCTION
1500 PINEY PLAINS RD., SUITE 200
tiN CARp�%,,
CARP, N.C. 27518 . [phone]
FssiK111
013Q�y�.
f�12S
'ICI NEkr'Q� o�
i
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CHAIN LINK FENCE /
STATESIDE WWTP
A. SYDES CONSTRUCTION, INC.
a PIN: 445105456759
338 QUAKER BRIDGE ROAD
RICHLANDS, NO 28546
SITE MAP
Richlands First Free
Will Baptist Church
n
in3 COX Farm Kennels Q
-'�__--- iwr
1 22-91 hl
R czs
z Wild Things
s Powder Coating
NMI
J
Hofmann
Forest
Onslow
County Parks:
Richlands Flv2
Steed Park
ROCK CREEK GOLF
, & COUNTRY CLUB
Fe MIN LIM
Alliance Outdoors O
STATESIDE
WWTP SITE
The Potters
® 1317House Church
a� Half Moon
lit
f WESTGATE
Lynnwood Park Z
Temporarily closed --
12W
Big Brancki Bike Park.
VICINITY MAP
NO SCALE
n

,jrIS
'iLl
EXISTING CONDITIONS NOTE
CIEI
JFPR
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
RIE
• ELECTRICAL EQUIPMENT DIMENSIONS
ss-WWTP-SP-
IS ADD
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
EXIST.
DOSATRON
STANDBY GENERATOR
SIDOH
EXIST.SOLUTION
EXIST. U.V. UNITS
(140 GPM)
- -
'I
FLOWMETER
EXIST. EXIST. EXIST. EL/OVRE
BLDG.EXIST. PERMEATE CONEX BLDG. g
PLOWER BLOWER � BLOWER
PUMP No. I No. 2 No. 3
'
•^
=-MN'
J
jjj
ATS
CONTROL
PANEL e
o N
3.. S.S.
s
AIR LINE
J :]
I
EXIST. 1201208V PANEL
j
EXIST U
TRANSFORMER
^ z
I
wry
�
T
SUMP PUMP w/ FLOAT CONTROL IN
z' � y
I
{
HOPE 24RREL (APPROX. 18" DP.)
FOR DUMPSTER PAD DRAIN
J
EXIST. 2771480V PANEL
- EXIST EXIST -
MEMBRANE MEMBRANE
- =
I_" SCH._ 40 PVC
�
a h
ti
MDDU(E MODULE
IW 1E
EXIST, AIR DIFFUSER
_
DISCHARGE FM
Z
x
J
Ex!sT. MEMBRANE
F.E. BASIN
W
EXIST. METER BASE
_ EXIST. _
MEMBRANE
TANK FEED PUMP
2R"51 (SAL.
-'�III
_
MDDUIE
1E
{ EXIST. MIXER
(r D'-D" . 2D-D to -a DEPTH)
_
of
MEMBRANE TANK
ANOXIC II
13,ae5 cAi_.
2' SON 40 Pvc
13,455 CAL.
(z e To o . ;e o DEPTH)
DPC I RETURN LINE
SLUDGE HOLDING
IrS
ENAT. FLOW
28,`J31 GAI..
I'I III
-
TOUA, LOTION
('1D'-0" 20 D . 18-0 DEPTH)
EXIST. MIXED
PUMP
Ili
IL
_
- - LIO0 IT RECYCLE
PUMP
EXIST. MIXER
EXIST, AIR DIFFUSER
EXIST, HOIST
(NP. OF O)
IXisT DECANT PUMP
ANOXIC T
13,4ti5 GAL,
-
FINE SCREEN
_
(9'-8" :: ID-O" . 18'-0" DEPTH)
I
EXIS . AIR
OIFF ER
------------ -----------
1
2" SDE
PVC DECANT
=
RETURN LINE
13,4G5 C OL
�i
i, i -------------.--------
---- ---
--- --
--
_ - - -
-=
CONC.
DUMPSTER
ti
B INFLUENT FORCE MAIN
PAD
U Q
---- - _-_ - - _-_
- - ---
---- --- -
- -�- _ _-_- -__—_
_ -- - - _ --
J
- __ - _
V 1
SLUDGE
ALUMINUM VALVED INFLUENT
SULFATE MAIN CONNECTION
FORCE
FS]
PUMP -OUT
CONNECTION
CHi�iIEAL
CHEMICAL
TOTE
nnn C4
z
Q�3
EXISTING CONDITIONS
EW St,
SCALE: 2" = 1'-0"
QI Q o
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FINAL DESIGN?
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O U
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GRAPHIC SCALE
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1 inch = �,_E„ ft.`
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INFLUENT FORCEMAIN CONNECTIOIOTA
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mX O
PHASE I - INSTALLATION OF NEW
MEMBRANES IN EXISTING MEMBRANE TANK
Step 1 - Install five frac tanks at the site, each with a liquid volume of 21,000 gallons. Provide sufficient
hose and fittings as required to extend from the existing valved force main fonnection into the top
opening of the time tank identified as No. 1. Provide a diesel engine driven portable pump with its suction
hose connected to the pipe connection at the bottom of the sidewall of frac tank No. 1. Provide with the
pump sufficient discharge hose to reach the other four frac tanks. The pump shall have a minimum
capacity of 500 gpm when pumping the contents of frac tank No. 1 to the most distant frac tank. Have a
crane and other equipment, tools, and labor in position and ready to install the new membrane rail
systems, air boxes, membrane modules, and connecting hoses.
Step 2 - Provide a portable pump and hoses as required to transfer the contents of the membrane tank to
the sludge holding tank, as described In Step 5 below. Have the pump and hoses in place, ready to
operate. Pump shall be capable of pumping a minimum of 300 gallons per minute, and shall be capable of
emptying the approximately 21 foot deep membrane tank. Pump shall be driven by a diesel engine. If the
Contractor elects to instead use an electric submersible pump, a generator shall be provided to power the
pump.
Step 3 - ONSU/C will have their contract sludge hauler pump out all of the contents of the sludge holding
tank in advance of this phase of work, and dispose of the sludge in accordance with their permit.
Step 4 - Begin to divert influent Flow into frac tank No. 1 by opening the valve on the existing force main
Connection. This diversion will stop influent flow from reaching the Flow Equalization tank due to the lower
elevation of the frac tank. Continue to operate the treatment plant until the Flow Equalization tank has
been emptied. As frac tank No. 1 is filled, the Contractor shall utilize the portable pump to transfer the
contents of the tank to frac tank No. 2. When frac tank No. 2 is filled, the Contractor shall move the pump
discharge hose to frac tank No. 3 and fill it. This process shall be repeated until all five frac tanks have
been filled, if nedes—y.
THE CONTRACTOR MUST COMPLETE STEPS 4, S, 6, AND 71N 24 HOURS OR LESS.
Step 5 - When the FE tank is emptied, begin transferring the contents (mixed liquor) of the membrane
tank (approximately 13,023 gallons of wastewater with 10,000 mg/I of suspended solids) to the sludge
holding tank for temporary storage. Themixed liquor will continue to be aerated ir tire sludge holding
tank.
Step 6 - See Sheet 3
Step 7 With the complet or of Step 6, the treatment plants ready to return to operation with the three
membrane module stacks on the east side of the tank in service. The Contractor shall pump the stored
mixed liquor from the sludge holding tank back to the Membrane tank. When the transfer of the mixed
liquor is completed, the valve on the influent force man corinect or shall be dosed, causing g the influent
flow to again enter the Flaw Equalization tank. The treatment plant shall resume operation.
Step 8 - The stared contents of the frac tanks shall be pumped by the Contractor through the farce main
connector, and into the FE tank. The pumping shall be managed by ONSWC s operator so that no mare
than the contents of one frac tank (approximately 21,000 gallons) shall he pumped to the FE tank in a 24
hour period. This process shall be continued until all frac tanks are emptied and removed from the site.
O- REFERENCE TO NUMBERED STEP NOTE
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED T0:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EOUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
• CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
ss—wwrv—sp
_ 10'
rE
—
r�1
I�
IL
a
FINAL DESIG
NOT RELEASED
-
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CONSTRUCTIONto
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w
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2
GRAPHIC SCALE
o a s 10 20
NCINQ°"
—ET
2
( IN FEET)
1 inch= I V
..
10

JFP
LEGEND
To INFILTRATION
PONDS ADDED PIPING
PLAN - MEMBRANE TANK
SCALE: s" = 1'-0"
PHASE 1 - STEP 6
(SEE SHEET i FOR STEPS 1 THROUGH 5, 7, AND 8)
PHASE I - INSTALLATION OF NEW MEMBRANES IN EXISTING MEMBRANE TANK
STEP 6 DESCRIPTION
See Sheet 2 for Steps 1-5.
Step 6 -
6.A - When the membrane tank is emptied, the Contractor's personnel shall enter the tank while observing all safety requirements for working in confined
spaces. The air boxes for the membrane modules 3E and 3W shall be positioned per the manufacturer's instructions and secured to the concrete floor using
stainless steel anchors as specified by the membrane system manufacturer (the air box and rail system far 2W were previously installed). The work shall
continue to complete the rail systems and install the new membrane module stacks 3E, 2W, and 3W. The new membrane module stack 3E shall have its hoses
and valves connected to the existing threaded pipe connections in the air and permeate headers (after removing the existing threaded pipe caps).
Remove the existing transmembrane pressure sensor (not In use) and PVC piping from the existing permeate valve connection for 2W, and disconnect the air
hose 2W after shuttingu its valve on the air header. The air and permeate hoses for membrane module sucks 2W and 3W shall have their hoses temporarily
secured above the top of the tank wall; the air and permeate headers must first be extended to provide connections far the hoses from these stacks. The
required [leader extensions will he described and made in a subsequent construction step (Phase 3, Step 3).
6.13 - Concurrent with the work within the membrane tank, the Contractor shall cut and remove a 36-inch section of the 3-inch stainless steel air piping In the
location shown. The Contractor shall then cut and remove a 18-inch Ion section of the 3-inch stainless steel permeate in as indicated. Install a 8-inch Ion
9 P piping, 9
section of 3-inch schedule 10 stainless steel permeate pipe with an end cap and a threaded weldolet, using a Straub stainless steel axial -restraint pipe coupling
(or approved equal) to connect the 8-inch section of pipe to the cut permeate piping that will serve the east membrane modules. Install a new transmembrane
pressure sensor (provided by the membrane system manufacturer) in the weldolet. The cable from the new pressure sensor shall be installed in a conduit and
extended to the existing Membrane System Control Panel. The membrane system manufacturer's technician will terminate the cable in the Control Panel.
The Contractor shall then install a 6-inch section of 3-inch stainless steel Schedule 10 air piping with one end cap, using a Straub stainless steel axial -restraint
pipe coupling (or approved equal) to connect the 5-inch pipe to the cut air piping that will serve the east membrane modules.
6.0 - During the "no -flaw' period of this Step 6, the Contractor shall also modify the existing schedule 80 PVC pipe and relocate the existing UV disinfection
units and their electrical ballast boxes in the Conex building, as shown above. This is required to provide space for the new UV Light Disinfection systems to be
installed, as detailed in subsequent construction steps.
See Sheet I for Steps 7 and 8.
O- REFERENCE TO NUMBERED STEP NOTE
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
EXIST. DONTRON
U.V. BALLASTS
IN ENCLOSURES
4" SOH. 80 PVC
TG INFILTRATION
3" SOH. 80 PVC
UV UNIT
{
(2 REO'D)
SECTION A
SCALE: q" = 1'-0"
TO INFILTRATION
PONDS
U.V. BALLASTS
IN ENCLOSURES 1
NOR,
EXIjj�'
}ISOH. 1�\ 80 PVC3" SOH. 80 PVCA
—NEW UV. UNITS
EXIST
PERM
PUMP
CONEXBLDG.
No. 1
AT--]
o
MBR CONTROL PANEL
------ _`_
LEGEND
ADDED PIPING
�i
-
PLAN
_ EXISTING PIPING
SCALE: e„ - 1' 0"
=g
PHASE 2 - STEP 1
EXIST. POSITRON U.V. BALLASTS
IN ENCLOSURES
4" SCH 80 PVC
TO INFLTRATION
POND
Fr Fr
CAST
T (2V RED'D)
EXIST
45' FRONTS
ST L'
ROTATE EXI/ A A Cl�TTCIAT
CLOCKWISE --- v. x
SCALE:
TO INFILTRATION
POND5
EXIST.
DOSANWN 3" A
N'AT
— TV,
Urr
EXIST -
PERMEATE
PUMP
No. r i
ATS
PLAN
o
SCALE:
PHASE 2 - STEP 2
MBR CONTROL PANEL
LEGEND
ADDED PIPING
EXISTING PIPING
\\ ITEM TO BE REMOVED
PHASE 2 - INSTALLATION OF
NEW ULTRAVIOLET LIGHT
DISINFECTION SYSTEMS
Step 1 - Install the two new closed pipe UV disinfection
systems an wall brackets, as shown. Install flinch
schedule 80 PVC pipe, fittings, and butterfly valves an
the supply sides of the units, and 3-inch schedule 80
PVC pipe, fittings, and butterfly valves an the effluent
sides of the units, as shown. Mount the new ballast
enclosures on the wall.
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
PHASE 2 - INSTALLATION OF
NEW ULTRAVIOLET LIGHT
DISINFECTION SYSTEMS
Step z - During a low flow period when the equali2ation pump can
be switched "Off' for three hours, as determined by ONSWC, the
Contractor shall cut the PVC piping to and from the relocated
existing UV systems and install the Indicated pipe and fittings to
connect the new UV systems. The existing ballast enclosures shall
be disconnected, and the new ballast enclosures connected to the
same existing receptacles. This work should provide at least 2 hours
of curing time for the solvent welded pipe joints to are before the
plant Flow is restored. The new UV units will be providing the
required effluent disinfection at the completion of this Step.
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING BUT NOT LIMITED T0:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
ODE
-wwrP-sP-
FE-ADD
IL
0
GRAPHIC SCALE
0 1' 2' 4' 8' 12'
N
inch = 1'-0" ft.
x
�
Q
FINAL DESIG
NOT RELEASED
FOR
O
CONSTRUCTION
gn�n.oy'a�
w n
1130
`o
. ...... .....
,iti0,
10

EXIST. DONTRON
UV BALLA111
IN ENCLOSURES
4" SCH. 80 PVC
TO INFILTRATIONPONDS
yy
f
�
U.V. UNIT
-ROTATE EXIST.
45' BEND 90'
CLOCKWISE
SECTION
A
SCALE: s" = 1'-0"
TO INFILTRATION
PONDS
CA RISER ABOVE
RALLASTS
BALL VALVE
AINVENCLOSURES
ExIA. J
DOSATRON
EXIST. 3" SCH, b0 PVC
N,OH
FLOWMETER ,q
—S OL fON
NEW U.V. UNITS
ENST.
F-1 CONEX BLDG.
PERMEATE
PUMP
No, 1
ATS
wlQ� w
PLAN
SCALE: e" — 1'-0"
PHASE 3 - INSTALLATION OF NEW PERMEATE PUMPS,
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 1 - During a low flow period when the equalization pump can be switched "Off" for three hours, as
determined by ONSWC, the Contractor shall cut and remove existing schedule 80 PVC permeate pipe as shown,
and install the indicated PVC caps. Allow at least 2 hours of curing time for the solvent welded pipe joints to cure
before the plant Flow is restored.
PHASE 3 — STEP 1
MBR CONTROL PANEL
SCALE: s"y
1y O„
*PROVIDE REDUCING FITTINGS ON THE BALL VALVE
TO TRANSITION TO t" FEMALE HOSE THREAD,
THIS
AEINOFOENPEATONPE
OR CLEAN OPERATIONS, UNTIL
LEGEND
NEW PERMEATE PUMPS ARE INSTALLED,
NOTE
ADDED PIPING
CONTRACTOR TO PROVIDE i0 INFILTRATION
PONDS
5UPPORT FOR NEW PIPING AND
EXISTING PIPING
PATRONUSING BRACKETS
ATTACHED TO OR CEILINGE
®ALL
ITT
/
FLOWMETER
LEGEND
ADDED PIPING W
ITl fil EXSTING PIPING
Qom.
ITEM i0 BE REMOVED A,
A, w
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT SIZES
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED SURVEYS.
111111111111"s 003ki1m
EW DORALSON
N
A
ON SOLUTION
Lu, UNITS
EW PERMEATE PUMP No, 2
CONEX BLDG.
—EXIST. PERMEATE PUMP
No. 1
2 BALL VALVES IN RISERS
ATS I dt
eat MBR CONTROL PANEL —
MODULE IW III III MODULE IF
NEMATODE
MODULE II III MODUPINI
LEE 2E
MEMBRANE
MODULES 3W II II MODULE 3E
PLAN - MEMBRANE TANK
SCALE: g" — 1'-0
PHASE 3 - INSTALLATION OF NEW PERMEATE PUMPS,
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 2 - Install the new schedule 80 4-inch and 2-inch pipe, fittings, and valves as indicated, the new Dosatron chemical
solution eductor, and the new permeate pump No. 2 in the Conex building. Connect pump motor to existing wiring (to
existing VFD controller in MBR control panel). Install the 3-inch schedule 10 welded stainless steel pipe and fittings from the
existing Flange on the exterior of the Coney building wall to the existing permeate pipe on the membrane tank that was cut
in Phase 1, Step 6. Join the new permeate piping to the existing cut pipe with a Straub (or approved equal) slide -on stainless
steel restraint coupling. The route of the new exterior stainless steel permeate piping shall generally he as indicated,
parallelling the existing permeate piping from the building to the membrane tank. Support the new permeate piping an the
existing permeate pipe supports, and add supports as necessary to securely support the new piping.
PHASE 3 — STEP 2
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED T0:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT SIZES
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED SURVEYS
GRAPHIC SCALE
0 1' 2' 4' 8' 12'
8 inch = 1'-0" ft.
nJFP
11—
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FINAL DESIGN
z
NOT RELEASED
m
FOR
CONSTRUCTION
w
�n
CAR
SIR
W
. SSRd�/?it
oy
y...
•,nulrrmo°°

SECTION OF AIR HEADER
TO PROVIDE SPACE TO
CUT PERMEATE HEADER
CUT PERMEATE HEADER
UNBOLT PIPE SUPPORT TO
REMOVE CUTOFF SEGMENTS
OF AIR & PERMEATE HEADERS
REMOVE AND REPLACE CONDUIT
AND WIRING/CABLES (SEE DETAIL I
FOR MODIFICATIONS TO AIR AND
PERMEATE HEADERS AND CONDUITS)
EXIST. ELECTRICAL
ENCLOSURE TO REMAIN
¢f!®ulll
DEMOLITION
PLAN - MEMBRANE TANK
SCALE: g" = 1'-0"
LEGEND
H
ADDED PIPING
EXISTING PIPING
_�
2 a III fil
ITEM i0 BE REMOVED
PROVIDE NEW SS SUPPORT
(MATCH EXIST. REMOVED
SUPPORT & BOLT TO EXIST.
0
CONC. EX P ANCHORS)
_
_w
TRANSDUCER
_
TO REMAIN
SUSPENDED SOLIDS
?30
- SENSOR TO REMAIN
EXIST. SUPPORT
a w (RELOCATED w/
_
_ _ _ _ AIR CONNECTION FOR MEMBRANE MODULE Sit
- EXIST. HEADERS)
(SIMILAR ARRANGEMENT FOR MEMBRANE MODULE 2W)
PROVIDE (2) S.S.
CONC. EXP. ANCHORS
- a (MATCH SPACING ON
_
_ _ _ _ PERMEATE CONNECTION FOR MEMBRANE_ MODULE 3W
-
EXIST. SUPPORT)
EXIST.
- TRANSMEMBRANE
-
m- PRESSURE
SENSOR
'>30
w
—
EXIST. FLED,
ENCLOSURE
TO REMAIN
DETAIL 1
SCALE: 1" - 1'-0"
PHASE 3 - INSTALLATION OF NEW PERMEATE PUMPS,
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 3 - Remove and replace the conduit and wiring/cables as required to allow the extension of the 3-inch schedule 10
stainless steel pipe air and permeate headers as required to provide connections for the third membrane module stack In
the west side of the membrane tank. Cut the ends of the existing headers and join the header extensions to the existing
headers with stainless steel restraint couplings as previously specified.
PHASE 3 - STEP 3
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
FLOWMETER-
2" SCH.
U.V. BALLASTS
BO TOP
4.B
IN ENCLOSURES
4"
SCH.
PVC 4"
H. 80 PVC
PV
R'" UGH
2" SCH,
80 PVC
DOSATRON
12" BALL
VALVE
I U.V. UNIT
EXIST.
FLOWMESECTION A
TER
SCALE: e" = 1'-0"
LEGEND
ADDED PIPING
TO INFILTRATION /HiT,✓
PONDS
PLAN - MEMBRANE TANK
SCALE: e' - 1'-0"
PHASE 3 - INSTALLATION OF NEW PERMEATE
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 4
4.A - Remove the 6" section of 3-inch Sch. 10 stainless steel air piping installed in Phase 1, Step 6.6. Install a
36-inch long section to 3-inch Sch. 10 stainless steel pipe in this location, to connect the air supply to the west
side air header. Secure the pipe connections with two Straub stainless steel axial -restraint pipe couplings (or
approved equal).
4.13 - During a low Flow period when the equalization pump can be switched "Off" far three hours, as determined
by ONSWC, the Contractor shall cut and remove existing schedule 80 PVC permeate pipe as shown, and Install
the indicated PVC pipe to form a continuous pipe from the new permeate pump No. 2 to the new UV system
piping. Allow, at least 2 hours of curing time for the solvent welded pipe joints to cure before the plant Flow is
restored. Plant flow will now come through the three membrane module stacks in the west side of the membrane
tank, through the new permeate pump No. 2, and then through the new UV disinfection system.
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION,
PHASE 3 - STEP 4 GRAPHIC SCALE
0 1' 2' 4' 8' 12'
s inch = 1'-0" ft.
DJFP
11—
JLB
JFP
AS SHOWN
ss-WWTP-sP-
FE-ADD
IL
0
Z�z
C) 0
U
W�F
"z
Q�3
WON
z
� p o
can
C]
z
FINAL DESIG
"
m
NOT RELEASED
FOR
w
CONSTRUCTION
r
10

SCALE: a"y I' 0"
LEGEND
ADDED PIPING
i0 INFILTRATION
PONDS
PLAN - MEMBRANE TANK
SCALE: 3" - 1' 0"
PHASE 3 - INSTALLATION OF NEW PERMEATE
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 5 - Remove the existing permeate pump no. I and associated piping,
fittings, valves, and magnetic flowmater, as indicated.
PHASE 3 - STEP 5
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
D,2 WING INFORMATION.
FLOWMETER
mt
PQDOSATRON
4' 5CH
60 PVC
4" SCH. 80 PVC
U.V. BALLASTS
IN ENCLOSYfRES
j U.N. UNIT
SECTION A
SCALE: g" = C-O"
LEGEND
ADDED PIPING
TO INFILTRATION ruicrin,n oiPiur.
PONDS
PLAN - MEMBRANE TANK
SCALE: e" - 1'-0"
PHASE 3 - INSTALLATION OF NEW PERMEATE
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 6 - Install the new schedule 80 4-inch and 2-inch pipe, fittings, and valves
as indicated, and the new permeate pump No. I in the Conex building. Connect
pump motor to existing wiring tto existing VFD controller in Ni control panel).
PHASE 3 - STEP 6
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
GRAPHIC SCALE
0 1' 2' 4' 8' 12'
s inch = 1'-0" ft.
DJFP
oreawn
'Se
'R
e
SS-WWTP-SP-
FE-ADO
IL
0
z�.
Z�z
a
d?�
X N
W�F
"z
Q�3
W O N
z
� p o
can
C]
z
FINAL DESIGN
NOT RELEASED
FOR
CONSTRUCTION
it
m
n�
-
10k
�N.. F:.. \�'.
6

FLOWMETER
U.N. BALLASTS
IN ENCLOSURES
4" SCH 80 PVC 4" SCH, 80 PVC
1
u }
m ♦ t � NEW FLOWMETEft
OOSATRON - UV UNIT
PQ by
SECTION A
SCALE: q" = 7'-0"
LEGEND
PLAN - MEMBRANE TANK
SCALE:
PHASE 3 - INSTALLATION OF NEW PERMEATE PUMPS,
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 7 - During a low flow period when the equalization pump can be switched "Off' for three hours, as
determined by ONSWC, the Contractor shall cut and remove existing schedule 80 PVC 4-inch pipe cap as
shown, and install the indicated PVC pipe and magnetic flowmeter to form a continuous pipe from the new
permeate pump No. 1 to the new UV system piping. Allow at least 2 hours of curing time for the solvent
welded pipe joints to cure before the plant flaw is restored. Plant flaw will now came through the three
membrane module stacks in the east side of the membrane tank and permeate pump No. 1, and through the
three membrane module stacks in the west side of the membrane tank and permeate pump No. 2. The
combined discharges of the two permeate pumps with then be joined and flow through the UV disinfection
system to the selected infiltration pood(s).
PHASE 3 - STEP 7
PERMEATE PU
S INSTALLED)
SECTION B
SCALE:
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
LEGEND
r/, ADDED PIPING
i0 INFILTRATION Yfi III FuicilNG PlPiur;
PONDS
PLAN - MEMBRANE TANK
SCALE: A" = 1'-0"
PHASE 3 - INSTALLATION OF NEW PERMEATE PUMPS,
WASTE SLUDGE PUMP, AND RELATED PIPING
Step 8 - Install replacement Waste Sludge pump. Connect pump motor to existing wiring (to existing motor
controller in MBR control panel).
PHASE 3 - STEP 8
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
GRAPHIC SCALE
0 1' 2' 4' 8' 12'
inch = V-0" ft.
DJFP
'SET o
JLB
ED
JFCIEIP
ss-WWTP-sP-
FE-ADD
Q
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FINAL DESIGN
NOT RELEASED
FOR
w
CONSTRUCTION
�iH CAR6��,•
- 0130 -
Fi,�,,•„°
o
••
n11,I�

DJFP
oaawn
JLB
JFP
2LE
*CONTRACTOR SHALL VERIFY WITH
MEMBRANE SYSTEM SUPPLIER THE SPACING
REQUIRED FOR INSTALLATION OF NEW
PROPOSED MEMBRANE MODULES
MODULE 3E
2" SS. BALL VALVE
AIR HEADER TTHP.)
Ss- -
FE-ADD
TOP TANKS
2" FLEX HOSL
- of
�
of
_
OF EL. 65.92±
•
- � � - --� � � - �
1 1 1 °
PERMEATE HEADER (TYR)
EXIST. MEMBRANE
4 B
8"
MODULES 1E & 2E
(2 STACKS OF 4)
a,
o
1 •
.....
..........
-
x
w
�-
EXIST 3" OR AIR LINE
s
J o
� W T
• °
e
v
n '
CONEX
•
CONTROLJ1w
a
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2 b
BUILDING
wry
.
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0
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0 o
I I I I
k kl°
a
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O
SECTION A
SCALE: 2" — 1,-0. 3
SECTION B
SCALE: — 1,-0.
a
a
Z�z
2"'
x�u
>�z
wxa
U
Q�3
WON
2
� p o
� O
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
CONDUIT SIZES
FINAL DESIGN
�
CONDUIT LOCATIONS
NOT RELEASED
< p
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
FOR
�,
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
CONSTRUCTION
GRAPHIC SCALE
N Zd
� 7"
O6 2•� �
W U
0 1'
2'
4' 8'
12' '`•
w
T
z inch = 1'-0" ft.
10

4" BLIND
--------------
4" 45' FLG. BEND
A
12B CORE DRt
16BELOW TOP
4" 90' FLG. BEND --
12' 21' 0"± 12" 4' 3"
TANK, GRATING, AND SOME SAFETY
FAILINGS ARE EXISTING, ALL OTHER
IMPROVEMENTS (STAIRS. CONCRETE BASE
SLAB, PUMPS, PIPING, VALVES, AIR PIPING,
12' THIC CONCRETE SLAB (4.000 DIFFUSERS. CONTROL PANEL, CONDUIT
PSI MIN) w/ �O- BARS 9 'GONG, ETC) BY CONTRACTOR
O.C.EW TOP & BOTTOM
4" FLC CHECK
VALVE w/ OUTSIDE
WEIGHT & LEVER-
(2 REG'D)
1" 5.5, BALL VALVE rl" S.S. UNION
2" SCH, 40 S.S. AIR
HEADER w/ THIS LISTINGS,
INSTALL USING ALUM. 2" r 1" S.S. THD. THK. CONC PAD
UNGSTRUT & PIPE CLAMPS HER. TEE (2 LOGO) r2" THD. PLUS
-
III UI
IIIV
------------
GRATING AT PUMPS TO
-RE MADE REMOVABLE
-1N TWO SECTIONS TO
- __
6" BLIND FLANGE
(2 ftE0'0)
o
v
N v
=ALLOW PUMP REMOVAL
♦
25
vi
vi vi
TM7LI
Aal
E. TRANSFER PUMPS
4" FLG,
90- BEND
4" FLG. MOTOR
III
III III
DUPLEX PUMP
OPERATED ECC
CONTROL PANEL
PLUG VALVE
F.E. TRANSFER
PUMPS (2 RE0'D)
ICI
REDUCER
4" 90FLG. BEND 4- FLG.
PROVIDE (0 WELDED (T REO'0 TOTAL) TEE
FLANGE & (1) THE FLANGE PROVDE ,• x 11
HOIST SOCKET 4" FLG. CHECK VALVE w/ PIPE STRAP w
OUTSIDE WEGHT &LEVER �N 5,5. BOLTS
(2 REO'D)
4" FLc GATE VALVE w/
HANDWHEEL OPERATOR
(2 REO'0)
� 5_1O DBL. ALUM. UNGSTRUT x 72" TIC w/ (2) 8" 90'
ALUM, UNGSTRUTS X 9" LG_ (2) P1031 FLG BEND
SW�11 EB FITTINGS. (2) 1"ALUM, PIPE STRAPS. AND _ (2 REOD)
GNO, iY-
� �tWp LEVEL P2073A SO BASE PLATE w/ (4) g m XX
To a TANG GO EXP. ANceoas `i- -i'
&' H"� (OTION
cDNpOI w) Z STD a X& i �°W EDUA✓G� `*SET TOP OF NEw FLow EouauunoN � � I � I
TANK S1AB Ai SAME ELEVATION AS THIS
_ E CORNER OF EXISTING CONCRETE PAR
COND N51 rn IN
of
4" 90' MJ BEND
90' FLG. BEND (3 SEO'O)
�4" 90' VJ BEND
— — — — — — — — — — — — — — — — — — — — — — — —
------- --- —--------------------
T - _—_ - - - -- I - - - - - - - - - _�"ni 5' 90' MJ BEND
L-P—ACE REGo) - SEE
DETAIL BELOW
� EXIST. RECOMPETECOOLS PAD DRAIN P.S.
TO BE RELOCATED - CUT EXIST,
2" PVC DRAIN LINE AS ftE0'D
4" BLIND FLANGE
EXIST. DUMPSTER PAD
PLAN VIEW
SCALE- z" = 1'-0"
S.S. TS3 x3 r}
(LENGTH AS FOR D)
SS. Z x 2 , ;
(LENGTH AS REDS)
TYp, OF 2
O
PE TS4 x4 x'
(LENGTH AS SEO'D)
PROVIDE SHIM PLATES
AS NECESSARY
S.S. }"e r 4" LG, DEC HD.
BOLT w/ S.S. WASHERS & NOT
(2 REOD EA. ANGLE)
S S TO 3 x 3 x}
(LENGTH AS REG'D)
PIPE BRACE DETAIL
SCALE: 1" = 1'-0"
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO.
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
*TOP/SLAB ELEV.
4" FLG, CATE VALVE w/ TRANSFER "PUMP STOP" LEVEL
HANDWHEEL OPERATOR SWITCH - SET 6" BELOW
(2 DEO'D) OVERFLOW PIPE INVERT
f4" 90' FLG. BEND LINK SEAL MODEL
(] ftE0'D TOTAL) LS-400-S316-9
TRANSFER "PUMP START" LEVEL
SWITCH - SET 36" BELOW
OVERFLOW PIPE INVERT
HIGH WATER ALARM & CL05E
VALVE - 10 ABOVE FLOOR
PIPE BRACE - SEE
DETAIL BELOW
OPEN VALVE - 8' ABOVE FLOOR
I
z
t
I
W
S
W
PUMP START ALLOWED
2' ABOVE FLOOR
,
PUMP OFF - I' ABOVE FLOOR
EXIST FIN, GRADE
APPROX. EL. 50. 30
4" N, 57 STONE` II' � u1_
L8" THICK CONCRETE SLAB (4,000 PSI MIN)
WITH R4 BARS (60 ON MN.) @ 12" O.CEW.
CENTERED IN SLAB
GEOTECHNICAL ENGINEER TO CONFIRM
COMPACTED SUBGRADE HAS A MINIMUM
15' ACCESS STAIRS 2,500 PSI BEARING CAPACITY.
SECTION A
SCALE: I" =
4' r 4' r 4" THK
GONG. PAD
2" SCH. 40 SS AIR
HEADER w/ THD. FITTINGS,
INSTALL USING ALUM.
UNGSTRUT & PIPE CLAMPS,
1" SS. THD. 90' BEND
0 REO'D EA. DROP)
4" FLc. CHECK
VALVE w/ OUTSIDE
WE CUT & LEVER-
(2 REO'D)
- �~♦� �� � 11- SNr-'�
4" MJ 90' BEND u —
8" MJ 90' BEND1 6" VJ 90' BEND t
4" NJ 90' BE
4" FLG. GATE VALVE w/ CHOOSE 8" ADJUSTABLE PIPE SADDLE
HANDWHEEL OPERATOR w/ U-BOLT TO BE CENTERED ON
(2 ALSOFLANGE CONN. (2 REO'D)
V
I
-
6" BLIND FLANGE
2 REO'D
NOTE:
FABRICATOR TO SIZE STAIR COMPONENTS
FOR LOADING REOUGRED BY OSHA FOR
FIXED GNDUSTRIAL STAIRS.
III
�I
iCHANNEL
I
SECTION
p
I
I
ALUM. I -BAR 1y"'
DEEP / CORK.
I I
t
t
NOSINGIn
II II
ET
TUBE SECTIONS LEGS
LC
FOR PLATFORM
DJFP
ULAWI
JL6
ClllJFP
2FlIl
Tc
SS-WWTP-SP-
FE-ADD
n
II �
i" S.S. THE,
(
TEE 1 SEO'D W
1" SON 40 SS
I, DROP) AIR PIPING (TYR)
6 CONC. PAD w/ J4
@ 6" 01
zp
- - - - -
- - - -
1" S.S. THD. END CAP
FINAL DESIGN
(2 REO'D EA. DROP)
E _
NOT RELEASED
� Z
`
��w��A��������'�� v /
FOR
a O
�
/ / / / /
CONSTRUCTION
U
BD BBLEDAFFUS�R MEDIUM
PROVIDE THREADED STUDS WELDED i0 A 3" STEEL BASE PLATE,
\ \ \ \;
\��/��
�• 11�••
W
\\j�S
(4 REO'D EA. DROP)
WITH STUDS POSITIONED FOR BOLTGNG THE BASE ELBOWS TO THE
PLATE WELD THE 2" LEST PLATE TO THE TANK FLOOR. THE PLATE
/
, tN Ci1R0�4•
z
SECTION B
ANDCRATED'SPERDIV,9--0SOFTHESPEYWq°NSTD BE GLEANED
GRAPHIC SCALE
o?:sEssio�y':�q,
O¢
SCALE: z = 1'-0"
0 1' 2'
4' g' 12'SEt�3L"""�
C`t3Q�IQ
�PN�L��"°�
ET
,•,F
y
2'inch = 1'-0" ft.
""Z „01
10

STANDBY GENERATOR
EXIST. 1201208V PANEL
CYi
2
EXIST,
ti
TRANSFORMER
3
EXIST. 2771480V PANEL
�
INSTALL NEW 303-POLE BREAKER
w
FOR FE. TRANSFER PUMP CIRCUIT
W
EXIST, METER BASE
EXISTING CONDITIONS NOTE
CONTRACTOR SHALL VERIFY ALL INFORMATION PROVIDED
INCLUDING, BUT NOT LIMITED TO:
• PIPE SIZES
• PIPE LOCATIONS
• ELECTRICAL EQUIPMENT DIMENSIONS
• ELECTRICAL EQUIPMENT LOCATIONS
• CONDUIT SIZES
CONDUIT LOCATIONS
ENGINEER HAS SHOWN EXISTING CONDITIONS AS
DETERMINED BY OBSERVATION AND LIMITED RECORD
DRAWING INFORMATION.
F.E. TANK
PERMEATE PUMP `U.V. UNITS
-
EXIST.
- FE/RUOG
EXIST EXIST.
r't' 'K
PUMP CONTROL
`E TRANSFER +
(2 REO'0) (2 REO'D) CON X BLDG.
BLOWER
LOWER
BLOWER 'BLOWER
®
PANEL
PUMPS i
WASTE SLUDGE PUMP
No. 1
No 2 No. 3
j�
MBR CONTROL PANEL
I
2" SCH. 10 SS AIR LINE
IN 3" x 2 TEE /
%
PROVIDE AERIAL Uy.ID ji
SUPPORT FOR io
_ _ _
❑
- ---
ABOVE EXIST 3' 90'
BEND �
L=�
NEW 2 AIR LINE IO &�
3
_
E
II II
II
--
EXIST. 3 SS.
�CUT
ELECTRICAL %
-
/
1" CONDUIT (w/ 4 #12 & 1 J12
4
`EXIST. 2" WASTE SLUDGE
AID H AO R
PULL BOX
Olt
OND
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SPECIFICATIONS

SPECIFICATIONS
FOR THE
EXPANSION OF THE STATESIDE WASTEWATER
TREATMENT PLANT FROM 100,000 GPD TO 150,000
GPD CAPACITY
ONSLOW COUNTY, NORTH CAROLINA
OWNER/OPERATOR:
OLD NORTH STATE WATER COMPANY, INC.
PREPARED BY:
DIEHL & PHILLIPS, P.A.
1500 PINEY PLAINS ROAD, SUITE 200
CARY, NORTH CAROLINA 27518
TELEPHONE [phone]
LICENSE NO. C-0465
QC
F� PN\`�'.Q`�:
�Illlkltttttt�

EXPANSION OF THE STATESIDE WASTEWATER TREATMENT PLANT FROM
100,000 GPD TO 150,000 GPD CAPACITY
TABLE OF CONTENTS FOR SPECIFICATIONS
Section
2-R
DUCTILE IRON PIPE AND FITTINGS
2-R-1 TO 2-R-3
Section
3-A
CONCRETE — GENERAL
3-A-1 TO 3-A-3
Section
3-B
CONCRETE FORMWORK, JOINTING, AND ACCESSORIES
3-B-1 TO 3-B-8
Section
3-C
CONCRETE REINFORCEMENT
3-C-1 TO 3-C-4
Section
3-D
CONCRETE MATERIALS, STRENGTHS, PROPORTIONS, AND
MIX DESIGNS
3-D-1 TO 3-D-4
Section
3-E
CONCRETE QUALITY CONTROL TESTING
3-E-1 TO 3-E-6
Section
3-F
CONCRETE BATCHING, MIXING, AND PLACING
3-F-1 TO 3-F-4
Section
3-G
CONCRETE FINISHING, CURING, AND PATCHING
3-G-1 TO 3-G-7
Section
5-B
MISCELLANEOUS METALS
5-B-1 TO 5-B-7
Section
9-G
PAINTING
9-G-1 TO 9-G-10
Section
11-A
EXPANSION OF THE STATESIDE WASTEWATER TREATMENT
PLANT FROM 100,000 GPD TO 150,000 GPD CAPACITY
11-A-1 TO 11-A-9
Section
15-Y
VALVES
15-Y-1 TO 15-Y-6
Section
16-A
ELECTRICAL: GENERAL REQUIREMENTS
16-A-1 TO 16-A-8
Section
16-B
WIRING MATERIALS AND METHODS
16-B-1 TO 16-B-14
Section
16-C
ELECTRICAL DISTRIBUTION EQUIPMENT
16-C-1 TO 16-C-6
Section
16-L
WIRE AND CABLE
16-L-1 TO 16-L-3

DIVISION 2 - SITE WORK
2-R: DUCTILE IRON PIPE AND FITTINGS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
ductile iron piping with all fittings, jointing materials, pipe hangers and supports, anchors,
rodding, blocking, encasement and other necessary appurtenances as shown on drawings
and as specified in accordance with provisions of the contract documents and completely
coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances and devices incidental to or necessary for a sound,
secure, complete and compatible installation shall be furnished and installed as part of
this work.
B. Quality Standards:
Refer to the following standard references, which are incorporated into these standards
by reference, with respect to materials, tests, and physical parameters:
ANSI A21.4 (AWWA C104) Cement Mortar Lining for Ductile Iron Pipe and
Fittings for Water
ANSI A21.5 (AWWA C105) Polyethylene Encasement for Ductile Iron Pipe
Systems
ANSI A21.10 (AWWA C110) Ductile Iron and Gray Iron Fittings
ANSI A21.11 (AWWA C111) Rubber -Gasket Joints for Ductile Iron Pressure
Pipe and Fittings
ANSI A21.15 (AWWA C115) Flanged Gray -Iron and Ductile -Iron Pipe with
Threaded Flanges
ANSI A21.50 (AWWA C150) Thickness Design of Ductile Iron Pipe
ANSI A21.51 (AWWA C151) Ductile Iron Pipe, Centrifugally Cast, for Water
ANSI A21.53 (AWWA C153) Ductile Iron Compact Fittings
2-R-1

Provide all ductile iron pipe and fittings in full compliance with the above listed, applicable
standards.
C. Project Requirements for All Ductile Iron Pipe and Fittings:
Install all materials in accordance with these specifications and:
AWWA C600 Installation of Ductile Iron Water Mains and Their
Appurtenances
DIPRA Standards and Installation Recommendations
Provide class of pipe required for depth of bury and operating conditions.
All buried piping and fittings shall have an exterior asphaltic coating in accordance with
the above standards, unless otherwise noted.
All exterior abrasion marks shall be adequately patched and repaired.
All types of pipe joints shall be assembled in the field in accordance with the above
standards and the manufacturer's instructions.
Each length of pipe shall have, at minimum, the pipe class or designation, manufacturer's
name, nominal pipe size plainly and permanently printed on the exterior of the pipe.
All piping and fittings that will be exposed after installation shall be furnished with a rust
inhibitive shop primer unless otherwise noted. Contractor shall furnish information on the
primer to the Engineer, and shall be responsible for insuring compatibility of primer with
finish coating material. Refer to Division 9 of these specifications for the required coating
system for exposed ductile iron pipe and fittings.
D. Ductile Iron Fittings:
Ductile iron mechanical joint and flange fittings shall be manufactured in accordance with
the applicable AWWA standards previously listed. The mechanical joint fittings shall be
restrained with Ebba Iron Megalug restrained joint follower glands, or approved equal.
E. Ductile Iron Water Mains and Fittings:
Not Applicable to this Project.
F. Testing:
The Owner reserves the right to sample and test any pipe after delivery and to reject all
pipe represented by any sample that fails to comply with the specified requirements.
G. Cutting Procedures:
Cut pipe in a neat workmanlike manner that will not damage the pipe or interior liner
material. Use abrasive wheel cutters or saws to cut ductile iron. Make cuts square to
2-R-2

the centerline of pipe and then thoroughly clean and swab off all foreign matter. The cut
ends shall be beveled and freed of sharp edges after cutting.
H. Couplings:
Flanged Coupling Adaptor: Install flange adapters equal to Smith -Blair No. 913 or Dresser
Style 128. Use follower constructed of malleable iron conforming to ASTM A47-61, Grade
35018 or 32510 or ductile iron ASTM A536 through 12" with rolled steel used on larger
sizes. Gasket shall be specially compounded natural or GRS rubber with no reclaimed
materials. Use Buna-N gaskets.
Mechanical Joint Ductile Iron Sleeve: Furnish and install ductile iron mechanical joint
sleeves as required to join two plain end pipe sections. Fittings shall be in compliance
with AWWA C110 or C153, and C111, and shall be as manufactured by American Cast
Iron Pipe Co., US Pipe, or approved equal.
I. Wall Pipes:
Not applicable to this Project.
J. Submittals:
The Contractor shall submit manufacturer's data and certifications as required to
demonstrate compliance with the standards and specifications listed above.
End Section 2-R
2-R-3

DIVISION 3 - CONCRETE
3-A: CONCRETE - GENERAL
A. General:
The contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation complete of all
concrete work and reinforcing steel for concrete as shown on drawings and specified in
accordance with provisions of the contract documents and completely coordinated with
that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Assurance:
Standards, referred to hereafter by serial designation only, form a part of the specifications
in their entirety. Any reference to a portion of a standard does not minimize the importance
of remainder of standard. In case of conflict between referenced standard and project
specification, the one having more stringent requirements governs. Latest edition of
standard in use at time of bid advertising together with any revisions apply.
American Society for Testing Materials:
A82 — Cold -Drawn Steel Wire for Concrete Reinforcement
A153 - Zinc Coating (Hot Dip) on Iron and Steel Hardware
A185 - Welded Steel Wire Fabric for Concrete Reinforcement
A306 - Carbon Steel Bars Subject to Mechanical Proper Requirements
A416 - Uncoated Seven -Wire Stress -Relieved Strand for Prestressed Concrete
A615 - Deformed Billet Steel Bars for Concrete Reinforcement
C31 - Making and Curing Concrete Compression and Flexure Strength Test
Specimens in the Field
C33 - Concrete Aggregates
C39 - Test for Compressive Strength of Molded Concrete Cylinders
C42 - Method of Obtaining and Testing Drilled Cores and Sawed Beams of
Concrete
C94 - Ready Mixed Concrete
C138 - Test for Weight per Cubic Foot, Yield, and Air Content (Gravimetric) of
Concrete
C143 - Test for Slump of Portland Cement Concrete
C150 - Portland Cement
C156 - Test for Water Retention of Liquid Membrane -Forming Compounds and
Impermeable Sheet Materials for Curing Concrete
3-A-1

C171 - Sheet Materials for Curing Concrete
C173 - Test for Air Content of Freshly Mixed Concrete by the Volumetric Method
C192 - Making and Curing of Concrete Test Specimens in the Laboratory
C231 - Test for Air Content of Freshly Mixed Concrete by the Pressure Method
C260 - Air -Entraining Admixtures for Concrete
C309 - Liquid Membrane -Forming Compounds for Curing Concrete
C494 - Chemical Admixtures for Concrete
C98 - Calcium Chloride
D1056 - Sponge and Expanded Cellular Rubber Products
American Concrete Institute:
ACI 214 - Recommended Practice for Evaluation of Compression Test Results
ACI 315 - Manual of Standard Practice for Detailing Reinforced Concrete Structures
ACI 318 - Building Code Requirements for Reinforced Concrete*
ACI 347 - Recommended Practice for Concrete Formwork*
ACI 306 - Recommended Practice for Cold Weather Concreting*
ACI 605 - Recommended Practice for Hot Weather Concreting
ACI 613 - Recommended Practice for Selecting Proportions for Concrete
ACI 614 - Recommended Practice for Measuring, Mixing, and Placing Concrete
ACI 323 - Recommendation for Prestressed Concrete
Concrete Reinforcing Steel Institute:
CRSI 63 - Recommended Practice for Placing Reinforcing Bars
American Welding Society
AWS D1.0 - Code for Welding in Building Construction.
AWS D12.1 - Recommended Practice for Welding Reinforcing Steel, Metal Inserts,
and Connections in Reinforced Concrete Construction
Federal Specifications:
LLL-B-810a (1) - Building Board, (Hardboard) hard pressed, vegetable fiber.
TT-S-227b - Sealer compound; rubber base, two component.
Corps of Engineers Specifications:
CRD-0572 - Polyvinyl waterstops.
ACI and AST Standards: ACI publications are available from American Concrete Institute,
PO Box 4754, Redford Station, Detroit, Michigan. ASTM publications are available from
American Society for Testing Materials, 1916 Race Street, Philadelphia, Pennsylvania.
3-A-2

Contractor shall maintain copies of the standards marked with an asterisk (*) on the job
site at all times.
C. Submittals:
Before fabrication or use of materials and installation of any work, submit complete
concrete mix design data, shop drawings, and samples in compliance with the contract
documents.
Submit concrete mix design data, shop drawings, and samples with sufficient time allowed
for checking, resubmittal, and rechecking so as to prevent any delay in manufacturing,
fabrication, delivery, erection or installation of the affected items and contiguous work. Do
not start concrete mixing or fabrication of materials until approved data, shop drawings or
samples have been returned to Contractor.
Submit copies of manufacturer's specifications with application and installation instructions
for proprietary materials and items, including admixtures, bonding agents, waterstops, joint
systems and chemical floor hardeners.
Submit samples of materials as specified and as otherwise may be requested by Engineer,
including names, sources, and descriptions as required.
Submit copies of laboratory test reports for concrete materials and mix design tests. The
Engineer's review will be for general information only. Production of concrete to comply
with specified requirements is the Contractor's responsibility.
Provide material certificates in lieu of material laboratory test reports only when permitted
by the Engineer. Material certificates shall be signed by the material manufacturer and the
Contractor, certifying that each material item complies with, or exceeds, the specified
requirements.
D. Workmanship:
Cooperate with and coordinate concrete work with work of other trades and Contractors.
Allow ample opportunity for various trades to install all required embedded items.
Coordinate opening locations with other trades before concrete is poured.
Correct defective concrete or concrete work which does not conform to specified
requirements, including strength, tolerances, and finishes, as directed by the Engineer at
Contractor's expense, without extension of time therefore. Perform corrections to any
other work affected by or resulting from corrections to concrete work at no additional
expense to owner.
End Section 3-A
3-A-3

DIVISION 3 - CONCRETE
3-13: CONCRETE FORMWORK, JOINTING, AND ACCESSORIES
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
concrete formwork for all concrete work shown on the drawings and as specified in
accordance with provisions of the contract documents and completely coordinated with the
work of all other trades.
The work includes providing formwork and shoring for cast -in -place concrete and
installation into formwork of items furnished by other trades, such as anchor bolts, setting
plates, bearing plates, anchorages, inserts, frames, nosings, and other items to be
embedded in concrete (but not including reinforcing steel.)
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Assurance:
Examine the substrate and the conditions under which concrete formwork is to be
performed. Do not proceed with the work until unsatisfactory conditions have been
corrected.
Unless otherwise shown or specified, design, construct, erect, maintain, and remove forms
and related structures for cast -in -place concrete work in compliance with the American
Concrete Institute Standard ACI 347, "Recommended Practice for Concrete Formwork".
Allowable Tolerances: Construct formwork to provide completed concrete surfaces
complying with the tolerances specified in ACI 347 after removal of forms and prior to
patching and finishing of cast -in -place formed surfaces.
Contractor shall provide surveys, in addition to those required for general lines and levels
in the General Documents, to check the lines and levels of the completed formwork before
concrete is placed. Make whatever corrections or adjustments to formwork to correct
deviations which exceed specified tolerances.
Check formwork during concrete placement to ensure that forms, shores, falsework, ties,
and other features have not been unduly disturbed by concrete placement methods or
equipment. The Surveyor shall report in writing to the Engineer any deviations from the
allowable tolerances, with a copy of the report to the Contractor.
3-B-1

Concrete work which, in the opinion of the Engineer, is improperly performed or is defective
shall be repaired, or removed and replaced with new work, to the satisfaction of the
Engineer and at no additional expense to the owner.
C. Submittals:
Submit copies of Manufacturer's specifications and installation instructions for proprietary
materials and items as required including form coatings, manufactured form systems, ties,
waterstops, joint fillers, joint sealants, and accessories.
Submit shop drawings for fabrication and erection of specific finished concrete surfaces as
shown or specified. Show the general construction of forms including jointing, special
formed joints or reveals, location and pattern of form tie placement, and other items which
affect the exposed concrete visually.
D. Design of Formwork:
Design and construction of formwork is the responsibility of the Contractor.
Design, erect, support, brace and maintain formwork and shoring to safely support all
superimposed concrete and construction loads placed on them. Transmit loads to ground
by formwork system and in -place construction that has attained adequate strength for that
purpose. Construct formwork to provide concrete members and structures of correct sizes,
shape, alignment, elevation and position. Provide adequate foundations for shoring which
bear on earth.
Provide shores and struts which have positive means of adjustment, by wedges or jacks or
a combination thereof. Take up all settlement during placing of concrete. Securely brace
shoring against lateral deflection.
Extend shores for a sufficient number of stores below floor or roof being poured so that
weight of concrete being placed plus other superimposed construction loads does not
exceed design live loads of supporting floor below.
Design formwork to be readily removable without impact, shock or damage to cast -in -place
concrete surfaces and adjacent materials.
E. Form Construction - General:
Construct forms to comply with ACI 347, to the exact sizes, shapes, lines and dimensions
shown, and as required to obtain accurate alignment, location, grades, level and plumb
work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses,
moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and
inserts, and other features required. Use selected materials to obtain required finished.
Support form facing materials by structural members spaced sufficiently close to prevent
3-B-2

deflection. Fit forms placed in successive units for continuous surfaces to accurate
alignment, free from irregularities and within allowable tolerances.
Fabricate forms for easy removal without hammering or prying against concrete surfaces
and without damage to concrete. Do not permit metal tools to come in contact with
concrete surfaces during form removal.
Side forms of footings may be omitted and concrete placed directly against neat excavation
only when approved by the Engineer. When omission of forms is approved, provide
additional concrete required beyond the minimum design profiles and dimensions of the
footings as detailed.
Provide temporary openings at bases of column and wall forms and at other locations
where necessary for cleaning, for inspection before concrete placement, and for placement
of concrete. Brace closures for temporary openings and set tightly to forms to prevent loss
of concrete mortar. Locate temporary openings on forms in as inconspicuous location as
possible, consistent with project requirements.
Form intersecting planes to provide true, clean-cut corners with edge grain of plywood not
exposed as form for concrete.
Provide openings in forms to accommodate other work, including mechanical and electrical
work. Accurately place and securely support items required to be built into the forms.
Chamfer exposed concrete corners with continuous 3/4" x 3/4" wood chamfer strips unless
otherwise shown.
Provide formwork sufficiently tight to prevent leakage of cement paste during concrete
placement. Solidly butt joints and provide backup material at joints as required to prevent
leakage and fins.
When top surfaces of beams or slabs are sloped for drainage or other purposes, the forms
for the beams and slabs shall also be sloped maintaining members of the required uniform
thickness and depth.
F. Forms for Surfaces Exposed to View:
Construct forms of 5/8" or 3/4", five-ply structural plywood of concrete form grade.
Plywood may be reused for form surfaces exposed to view only when approved by the
Engineer. Forms shall be built -in -place type except that prefabricated panel type may be
used where single panel extends over an entire area from reveal to reveal, with no panels
joining on flat surfaces. Use full size 4' x 8' sheets for built -in -place type except where
smaller pieces will cover an entire area. Where possible, juncture of built -in -place plywood
sheets shall occur at architectural lines, vertical control joints, and construction joints.
Metal forms for tank walls may be used when approved by the Engineer. Provide and erect
metal forms which are sufficiently tight to prevent leakage, and free of dents, irregularities,
3-B-3

sags, and rust. Properly brace and tie metal forms to maintain correct position and shape.
Wood forms used for an entire section of exposed to view concrete shall be so oriented
that when the concrete surface is viewed, the direction of wood grain as left imprinted on
the concrete will appear to run in the same direction. Pieces making up the forms shall be
of uniform size and orientation.
Form coatings for exposed concrete shall be of an approved non -staining form oil, lacquer,
or plastic. Plywood and metal forms approved for reuse shall be re -coated as directed by
the Engineer. When oil is used, wipe off excess with rags. When lacquer is used, a light
coating of form oil over lacquer will be permitted, provided excess is wiped off. When
factory -applied plastic coatings are used, follow Manufacturer's instructions. Contact
surface of forms shall be free of all foreign matter, including dust. Apply form oil to forms
before reinforcing is erected. Form oil shall be of type which will not affect bonding of
specified surface finish.
G. Forms for Non -Exposed Surfaces:
Construct forms of wood or metal sufficiently tight to prevent leakage, and properly braced
and tied to maintain correct position and shape.
Form coatings may be approved form oil or lacquer, of a type that will not affect bonding
of waterproofing materials or applied finishes. Apply form coating before reinforcing steel
is erected.
H. Form Ties:
Provide factory fabricated, adjustable lengths, removable or snap -off metal form ties
designed to resist forces due to concrete pressure and other construction operations,
designed to prevent form deflection, and to prevent spalling of concrete surfaces upon
removal. Ties shall break off far enough in concrete to enable patching of hole to prevent
rusting.
Forms ties fabricated on the site and wire ties are not acceptable. Do not use form ties
which will leave a hole larger than 1" diameter in the concrete surfaces.
I. Accessories, Embedded Items, and Waterstops:
Set and build into the work anchorage devices and other embedded items required for
work of other trades that is attached to, or supported by, concrete. Use setting drawings,
diagrams, instructions and directions provided by suppliers of items to be attached thereto.
Carefully coordinate and accurately locate embedded items.
Provide accessories and embedded items indicated and specified. Provide items of
standard Manufacturer as approved by the Engineer. Build in items furnished by other
trades. Accurately locate, place, and firmly anchor items to forms. Allow sufficient time
after forms are erected to permit other trades to install embedded items before concrete

is poured. Do not embed electrical conduit, sleeves or boxes unless approved by the
Engineer.
Provide 1-1/4" wide x 1" deep, 24 gauge, galvanized steel slots, having filler in slots to
prevent intrusion of concrete into slot. Provide slots designed to correctly fit dovetail
anchors specified in Division 4, Masonry.
Provide minimum 1-1/8" deep reglets formed of same type and gauge as the flashing metal
to be built into the reglet. Reglets of polyvinyl chloride may be used upon approval of the
Engineer. Seal or cover face of reglet to prevent intrusion of concrete.
Provide waterstops manufactured from Virgin polyvinyl chloride plastic compound which
does not contain any scrap or reclaimed material or pigment. Provide material which has
properties which comply with Corps of Engineers Specifications CRD-0572.
Position waterstop accurately in forms and install according to Manufacturer's instructions.
When installing waterstops do not displace reinforcing from required location. Provide
waterstops which are continuous, having ends and intersections butt spliced with electrical
splicing iron in accordance with Manufacturer's instructions. Type of waterstops proposed
for use in work shall be approved by the Engineer before manufacture and shipment.
Waterstops manufactured by Old North Manufacturing, B. F. Goodrich, Progress Unlimited,
Water Seals, Inc., or equal may be used. Waterstops used in horizontal joint on structures
shall be of the labyrinth type.
Where noted on the plans, provide and install strip applied expanding waterstop comprised
of bentonite clay, hydrophilic polymers, and butyl rubber. Product shall be Swellstope, as
supplied by Sika. The waterstop shall have the following performance requirements:
Property
Test Method
Typical Values
Color
ASTM D1729
Black
Odor
None
Application
Temperature
50F to 1250F
Service Temperature
-40OF to 215OF
Cone Penetration, 300g
ASTM D217
55-60 dmm
% Solids
ASTM C771
99% after 4 hours @ 212OF
Specific Gravity
ASTM D297
1.60 f 0.05 /cm3
Flash Point
ASTM D92
610OF
Provide primer adhesive or Swellstop WB Primer Adhesive (water -based) to continuously
secure Swellstop to concrete. Provide concrete nails as required to secure Swellstop in
vertical or overhead applications.
Protect waterstops from exposure to moisture that may cause premature waterstop
expansion. Store waterstops under cover to protect from oil, dirt, and sunlight.
3-B-5

Apply Primer Adhesive to dry concrete surface, 2 inches wide continuously along the joint,
maintaining a minimum of 2 inches clear cover to concrete face. Primer Adhesive shall be
allowed to "dry to the touch" (typically 30 minutes to several hours; dependent on site
conditions) prior to application of Swellstop. Continuously adhere Swellstop to concrete
utilizing Primer Adhesive and maintaining a minimum of 2 inches clear cover to concrete
face. Apply Swellstop the same day as Primer Adhesive. Swellstop shall be butt spliced
pressing ends together ensuring no separation or air pockets. Protect Swellstop from
moisture, dirt, oil, and sunlight during the progress of the work. Remove release paper
from Swellstop immediately prior to concrete placement. Inspect Swellstop for premature
swelling, discontinuity, and debris contamination prior to concrete pour. Replace
unacceptable product. Place and thoroughly vibrate concrete, taking care not to disturb or
displace Swellstop. Do not allow vibrator to contact Swellstop.
J. Form Coatings:
Coat form contact surface with form -coating compound before reinforcement is placed.
Provide commercial formulation form -coating compounds that will not bond with, stain nor
adversely affect concrete surfaces and will not impair subsequent treatment of concrete
surfaces requiring bond or adhesion, nor impede the wetting of surfaces to be cured with
water or curing compounds. Do not allow excess form coating material to accumulate in
the forms or to come into contact with surfaces against which fresh concrete will be placed.
Apply in compliance with Manufacturer's instructions.
Coat steel forms with a non -staining, rust -preventative form oil. Rust -stained steel
formwork is not acceptable.
K. Construction Joints:
Joints not shown on drawings shall be located so as not to impair strength of the structure
and where approved by the Engineer. In general, locate joints at center of span unless a
beam intersects a girder at this point in which case the joints in the girder shall be offset a
distance equal to twice the width of the beam. Locate joints in walls and columns at
underside of floors, slabs, beams or girders, and at tops of footings or floor slabs. Place
beams, girders, brackets, column capitals, haunches, and drop panels at same time as
slabs. Locate joints in foundation walls midway between column lines. Locate joints in
grade beams midway between supports. Joints shall be perpendicular to main
reinforcement.
Haunches or corbels attached to tank walls shall be poured monolithically with the walls.
Tank wall construction joints shall be located only at center points between haunches or
corbels. Haunches or corbels attached to walls or other units shall also be poured
monolithically with the walls with wall construction joints, if required, located a minimum
of 3' from haunch or corbel face.

Continue all reinforcing steel and welded wire fabric across joints. Provide keys and inclined
dowels as directed by the Engineer. Provide formed longitudinal keys at least 1-1/2" deep
x 3-1/2" wide at all joints in walls and footings unless otherwise shown.
Obtain bond between pours by roughing surface of concrete at joint in an approved manner
which will expose aggregate uniformly and which will not permit laitance, loosened particles
of aggregate, and damaged concrete at the surface. Just prior to subsequent concrete
pour, coat roughened surface with neat cement grout. Pour subsequent concrete against
roughened surface before grout has taken its initial set.
L. Expansion Joints:
Provide expansion joints where indicated. Except for dowels bonded to concrete on only
one side of joint, do not permit any reinforcement or other embedded metal items which
are bonded to concrete to extend through any expansion joint.
In joints, install joint filler of closed -cell neoprene conforming to ASTM D 1056, Class SC
(oil -resistant and medium swell) of 2 to 5 psi compression deflection (Grade SCE-41).
Provide neoprene filler as manufactured by Permaglaze Company, Rubatex Corporation,
Williams Products, Inc., or equal.
Prepare joint to receive sealant in accordance with sealant Manufacturer's instructions.
Provide polyethylene bond breaker between joint filler and sealant. Seal joint with two -
component sealing compound complying with Federal Specifications TT-S-2276 as
manufactured by Parawax Company, Sika, Inc., or equal. Submit for approval samples of
filler and sealant proposed for use in work before such materials are delivered to the site.
M. Form Removal:
Under normal conditions, after placing concrete, the minimum waiting period before forms
may be stripped shall be governed by following schedule, but use of this schedule shall not
relieve the Contractor of responsibility for safety of structure. The number of days in
schedule below is the cumulative number, not necessarily consecutive, during which
temperature of air surrounding concrete was within categories listed.
STRUCTURAL MEMBER
Above 60
50-60
40-50
Under 40
Deg. F.
Deg. F.
Deg. F.
Deg. F.
Column & Walls
1 Day
2 Days
5 Days
See Para.
Below
Side Forms of Beams
1 Day
2 Days
5 Days
See Para.
Below
Bottom Forms of Slabs 6' or
7 Days
12 Days
18 Days
See Para.
Less in Span
Below
Bottom Forms of Beams 20'
14 Days
18 Days
21 Days
See Para.
or Less in Span
Below
3-B-7

For slab spans greater than 6', and for beam spans greater than 20', add 12 hours to each
temperature category for each additional foot over 6' for slabs, and 20' for beams.
When temperatures below 400 F occur, leave forms in place for additional time, equal to
time the structure has been exposed to lower temperatures.
After form removal, do not place loads on any members that will damage or weaken
members in any way.
Results of suitable control tests shall be used as evidence that the concrete has attained
the design strength to permit removal of supporting forms. Cylinders required for control
tests shall be provided at Contractor expense in addition to tests otherwise required by this
specification. Test specimens shall be removed from molds at end of 24 hours and stored
in structure as near points of sampling as possible and shall receive, insofar as practicable,
same protection from elements during curing as is given those portions of structure which
they represent, and shall not be removed from structure for shipping to laboratory for
testing prior to 24 hours before proposed time of form removal.
After forms have been removed, immediately install reshoring in accordance with all
provisions of ACI 347.
Reshoring of all elevated structural concrete is required and shall remain in place until
concrete has reached its 28-day design strength. Support for construction of upper floor
and roof levels is not required. During reshoring place no loads upon any members that
will damage or weaken them.
End Section 3-13
KIM

DIVISION 3 - CONCRETE
3-C: CONCRETE REINFORCEMENT
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
concrete reinforcing steel as shown on drawings and as specified in accordance with
provisions of the contract documents and completely coordinated with that of all other
trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Standards:
Reinforcing steel items to comply with applicable ASTM standards as indicated in materials.
Fabrication, detailing, and placing of reinforcing to comply with ACI code and CRSI
standards.
C. Submittals:
Submit mill reports and shop drawings in compliance with Contract Documents.
Submit mill reports for all reinforcing proposed for use, and submit shop drawings for all
reinforcing. Do not fabricate material or deliver to project site before return of approved
shop drawings. Submit shop drawings sufficient in detail and dimensions to permit
reinforcing steel and accessories to be placed without reference to working drawings.
D. Delivery, Storage and Handling
Schedule deliveries to avoid delays and to prevent greater accumulation that can be
suitably stored at site. Arrange deliveries to provide sufficient quantities to permit
continuity of placing of any part of work. Do not change suppliers or brands of materials
during any part of work without approval of Engineer.
Store materials to prevent damage to other materials, to work, or structure. Store materials
in dry weathertight, ventilated spaces. Store reinforcing on supports that prevent
reinforcing from coming in contact with earth.
3-C-1

E. Materials:
Reinforcing Bars including stirrups and column ties shall conform to ASTM A615, Grade 60.
Only those rebars noted on the drawings to be welded shall be Grade 40.
Welded Wire Fabric shall conform to ASTM A185.
Galvanized reinforcing bars shall comply with ASTM A153 and shall be galvanized after
fabrication and bending. Provide galvanized reinforcing where shown or specified.
Smooth dowel bars for expansion joints shall be fabricated of round plain carbon steel bars
complying with ASTM A306, Grade 60. Where indicated, place a metal dowel cap filled
with grease at one end of dowel to permit longitudinal movement of dowel within concrete
section. Provide for movement which equals joint width plus 1/2" by leaving 1/2" gap
between end of dowel and end of cap.
F. Fabrication:
Detail and fabricate reinforcing bars in compliance with ACI Manual of Standard Practice
for Detailing Reinforced Concrete Structures (ACI 315) and Chapter 7, "Details of
Reinforcement" ACI Building Code (ACI 318.) In event of fabricating errors, do not rebend
or straighten bars in any manner that will injure or weaken material. Cold bend all bars.
Fabricating Tolerances:
Sheared or saw cut length shall be plus or minus 1".
Depth of truss bars shall be plus 0" or minus 1/2".
Stirrups and ties shall be plus or minus 1/2".
All other bends shall be plus or minus 1/2".
Bundle, tag, and mark reinforcing before delivering to site. Use metal tags which show bar
size, length, and an identification number which corresponds to number shown on shop
drawings.
Do not use any reinforcing having any of the following defects:
Bar lengths, depths and bends exceeding specified fabrication tolerances.
Bends not indicated on project drawings or approved shop drawings.
Cracks or splits occurring at bends.
Bars with reduced cross-section due to excessive rusting or other causes.
3-C-2

G. Placing Reinforcing
Comply with CRSI "Placing Reinforcing Bars", and with ACI Building Code (ACI 318),
Chapter 7, "Details of Reinforcement".
Do not place concrete on reinforcing which has rust, mill scale, form oil, earth, ice, and
other materials which will reduce or destroy bond.
When temperature is 350 F or less, or when temperature is at 400 F and falling, or at other
times required by Engineer, heat the reinforcing steel to at least 400 F.
Accurately position, support, tie, and secure reinforcement against displacement by
construction operations. Locate and support reinforcing by metal chairs, runners, bolsters,
spacers, and hangars as required. On ground, supporting concrete blocks may be used.
Provide extra tie steel (not less than No. 3 bars) where necessary to make each layer of
reinforcing into a rigid mat or assembly. Where concrete surfaces will be exposed, take
precautions to ensure that no metal (especially tie wires) is in contact with forms. Plastic
tipped metal chairs shall be used where concrete is exposed.
Provide supports of adequate size and number to prevent displacement of welded wire
fabric during construction operations. If required during placing of concrete, lift welded
wire fabric to ensure its proper position in the slab. Where approved by Engineer, carry
welded wire fabric into position and correctly place after concrete is poured.
Use templates to locate and position vertical column bars in forms.
Provide concrete cover for reinforcing as shown on drawings. Where not shown, provide
concrete cover as specified in Chapter 7, "Details of Reinforcement" of ACI 318.
Space and locate reinforcing bars as shown on drawings and within placement tolerances
stated in CRSI "Placing Reinforcing Bars". Maintain minimum clear distances between bars
as stated in Chapter 7, "Details of Reinforcement" of ACI 318. When reinforcing cannot be
placed in its indicated locations within specified placing tolerances or with specified
minimum clear distances between rebars, notify Engineer immediately. Do not pour
concrete until corrective action has been determined by Engineer.
H. Splices in Reinforcing
Provide lap splice lengths as indicated on drawings. Where not indicated, provide Class C
tension lap splice lengths as specified in Chapter 12, "Development and Splices of
Reinforcement" of ACI 318. Place lap spliced ends of bars in contact with each other and
tightly wire together.
Welded wire fabric splices shall be in accordance with Chapter 12 "Development and Splices
of Reinforcement" of ACI 318.
3-C-3

Provide column locking type vertical rebar mechanical end -bearing splices by means of
locking type splices when indicated on drawings.
Saw cut end bearing surfaces of all column bars to be mechanically spliced at 90 degrees
with longitudinal axis of bar with a maximum deviation of 1-1/2 degrees. Remove all burrs
and foreign matter from bearing surfaces.
I. Weldable Grade Rebars:
Rebars noted on drawings as weldable grade shall have a carbon content between 0.41%
and 0.50%, inclusive, and a manganese content of less than 1.30%. These rebars shall
be welded using low hydrogen electrodes with a preheat and interpass temperature of not
less than 4000 F. When approved by Engineer, these rebars may be welded using pressure
gas welding, thermite welding or submerged arc welding. Electrodes shall be E70 series
or their equivalent. Welding of rebars shall comply with AWS D12.1. Weldable grade
rebars shall comply with ASTM A615 Grade 40.
J. Field Quality Control:
All reinforcement is subject to observation by Engineer after placement, prior to placing
concrete. Contractor to give Engineer notice 24 hours in advance of placement to allow
opportunity to observe reinforcement. Approval of reinforcing by Engineer for rebar size,
placement, spacing, support, and tying only. It is not to relieve Contractor of responsibility
for structural integrity of structure.
End Section 3-C
3-C-4

DIVISION 3 - CONCRETE
3-D: CONCRETE MATERIALS, STRENGTHS, PROPORTIONS, AND MIX DESIGNS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of all
concrete work having materials, strengths, and proportions as shown on drawings and as
specified in accordance with provisions of the contract documents and completely
coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
Refer to other sections of Division 3, "Concrete" for additional requirements for concrete.
B. Quality Standards:
The Owner shall employ a testing laboratory accredited as a Class 1 laboratory by the Board
of Accreditation of Concrete Testing Laboratories, Inc. to perform material evaluation tests
and to design concrete mixes.
C. Submittals:
Submit copies of manufacturer's specifications with installation instructions for all
proprietary materials.
Submit samples of materials as may be requested by Engineer, including names, sources,
and descriptions as required.
Submit copies of laboratory test reports for concrete materials and mix design tests as
specified.
Provide material certificates in lieu of material laboratory tests only when permitted by
Engineer. Material certificates shall be signed by material manufacturer and Contractor,
certifying that each material complies with or exceeds specified requirements.
Show the following information on all concrete design mix test reports:
Sieve analysis for fine and coarse aggregate.
Test for aggregate organic impurities.
3-D-1

Proportioning of all materials.
Mill certificates for cement.
Slump.
Air entrainment.
7- and 28-day compression test results (min. 3 cylinders).
A mix design previously used which complies with specifications may be submitted for
approval. Include all information noted above.
D. Materials:
Portland Cement: Complying with ASTM C150, Type I or Type II. Type II cement and an
air -entrained admixture shall be used for all concrete on the job except where specifically
stated to the contrary. Contractor may substitute for Type II, a Type I cement modified to
provide a tricalcium aluminate content not in excess of 8.0%. If substitution is elected,
Contractor shall furnish Engineer with a mill certificate stating percentage of tricalcium
aluminate prior to using cement for project. Same brand of cement shall be used
throughout job.
Fine and coarse ag_greaates for normal weight concrete: Comply with ASTM C33, consisting
of sand, sand -gravel, gravel, or crushed stone. Provide aggregate having particles which
are clean, hard, tough, durable, of uniform quality, free of soft, thin elongated pieces,
disintegrated stone, dirt, organic or other injurious materials occurring as a coating on or
in a free state. Provide aggregate obtained from a source approved by Department of
Transportation or Commission of State in which aggregate will be used for concrete.
Provide aggregate of grade required by State authority for use in bridge construction.
Aggregate gradation shall comply with ASTM C33 with following limitations:
Coarse aggregate shall be a minimum of 50%.
Fine aggregate shall be minimum of 40%, maximum of 50%.
Concrete mix design shall be made up of approximately 50% coarse aggregate and 50%
fine aggregate.
Coarse aggregate graduation shall comply with ASTM C33 gradation size number 67 with
3/4" maximum size aggregate.
Concrete topping shall comply with all requirements set forth herein except that at
Contractor's option, 1/2" maximum size aggregate may be substituted for 3/4" size.
3-D-2

Water shall be clean, fresh, potable, free of oil, acid, organic matter or other deleterious
substances.
Admixtures: Use following type of admixtures as approved by Engineer. Do not use calcium
chloride admixtures in shrinkage compensating concrete.
Air -entraining admixture shall comply with ASTM C260.
Chemical admixtures shall comply with ASTM C494.
E. Concrete Strengths and Uses:
All strengths indicated are 28-day compressive strengths.
Strength
Use
2000 psi
All grout
4000 psi
All concrete not otherwise
specifically indicated
5000 psi
All precast concrete
F. Concrete Design and Proportion:
Mix designs for normal weight concrete shall be proportioned in accordance with ACI 211.1
and this specification. Proportion as follows:
28-Day
Concrete
Minimum Cement
Content Sacks per
Cubic Yard
Maximum Water
Cement:Ratio in
Gallons per Sack
—Strength
2000 psi
5.0
6.5
4000 psi
6.25
6.4
5000 psi
7.0
5.0
A sack of cement shall weigh 94 lbs. Mix designs proposed for use, when tested in
laboratory, shall have an average 28-day compressive strength 25% in excess of strength
required.
Slump: Water cement ratio shall produce the following:
Concrete with shrinkage -compensating cement: 4" plus or minus 1".
All other concrete: 3" plus 2" or minus 1".
Specified slumps apply at time when concrete is discharged at job site. In all cases, concrete
shall have a slump not exceeding that specified and which will allow concrete to flow readily
into angles and corners of forms and around rebars.
3-D-3

If water -cement ratio greater than that specified is required to produce slumps within
specified limits, obtain approval from Engineer to increase ratio.
Modify procedure for determining mix design for concrete with shrinkage compensating
cement to take into account increased water demand. Make trial mix slump tests and
concrete cylinders at a time interval after mix is made that would correspond to time it
would take concrete to be delivered and discharged at job site. Adjust water content until
slump at end of time interval mentioned is within specified slump limits.
Air -entrainment shall be used for all concrete. Provide concrete having air content
percentage measure by volume, including entrapped air, not exceeding 7% nor less than
5%. Measure air -entrainment using ASTM C231.
G. Hot and Cold Weather Concretina:
When temperature is above 800 F, provide, when required by Engineer, an admixture to
be added to concrete to retard initial set of concrete. Provide admixture which complies
with ASTM C494 and use in strict accordance with Manufacturer's instructions. Contractor
shall not pour any concrete when the temperature is expected to be less than 400 F.
H. Tests for Proposed Concrete Mixes:
Prepare and submit mix design and data for each type and strength of concrete. Submit
mix design and data in accordance with ACI 214 and Chapter 4 - Concrete Quality of ACI
318. Submit to the Engineer for approval in sufficient time before work is started to prevent
delay in progress of work.
Approval of mix designs shall not relieve Contractor of full responsibility for concrete and
its performance.
Testing of mix designs shall be performed in accordance with section "Concrete Quality
Control Testing".
End Section 3-D
3-D-4

DIVISION 3 - CONCRETE
3-E: CONCRETE QUALITY CONTROL TESTING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and performing complete of all
concrete quality control and testing as shown on drawings and as specified in accordance
with provisions of the contract documents and completely coordinated with that of all other
trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances and devices incidental to or necessary for sound,
secure, complete and compatible installation shall be furnished and installed as part of this
work.
B. Quality Standards:
The Owner shall employ, through the Contractor, a testing laboratory accredited as a Class
1 laboratory by the Board of Accreditation of Concrete Testing Laboratories, Inc. to perform
all quality control testing. Only tests required by the specifications or as required by the
Engineer, shall be paid for by the Owner, through the Contractor's testing allowance. The
Contractor shall not be allowed any profit or mark-up of the testing company's invoices.
Additional testing required due to failing tests will be paid for by the Contractor.
Testing laboratory shall perform all quality control testing except as indicated above and
submit test reports to the Engineer. Testing laboratory shall be responsible for conducting
and interpreting tests. Each report shall state whether or not test specimens comply with
specified requirements and indicate any deviations therefrom.
C. Submittals:
Testing Laboratory shall submit copies of all test reports directly to the Engineer as soon
as possible after each test is completed, with a copy sent to the Contractor.
Show following information on all compressive strength test reports:
Project identification.
Name of Contractor.
Name of concrete supplier and truck number.
Name of concrete testing service.
3-E-1

Date of concrete placement.
Location of concrete batch in structure.
Designation of cylinder, i.e., "A", "B", "C", etc.
Concrete type.
Design compressive strength at 28 days.
Concrete mix proportions and materials.
Compressive breaking strength and type of break for both 7- and 28-day tests.
Slump.
Air Content Percentage.
Concrete Temperature when taken.
D. Makina and Storing Test Specimens and Samples:
A set of concrete test specimens shall consist of five test cylinders plus samples of concrete
for testing for slump and air content.
During progress of work, perform field tests of concrete to determine compliance with
specifications. Provide free access to the work for obtaining specimens and samples and
performing tests. Furnish all concrete for testing, and cooperate in making tests.
Provide storage area for storing cylinders. Storage area shall consist of a shed, box, or
other enclosure having a moist atmosphere and a temperature of 60 to 800 F during storage
period. Protect all cylinders from injury or damage.
Obtain sets of test specimens and samples from vehicle at discharge point of material.
Vehicle shall be in place to make the pour. When directed by the Engineer take specimens
and samples elsewhere.
Obtain sets of test specimens and samples, for each strength of concrete at following
intervals:
Not less than one set on each day that concrete is placed.
Not less than one set for each 60 cubic yards of concrete poured or for each 4000
sq. ft. of surface area placed, whichever is smaller.
QIMI

Store test cylinders in storage area for at least 24 hours before removal to laboratory for
remainder of storage period and testing. Label such sets of test cylinders as "A", "B", IkIC",
" ", and "E". Test cylinders "A" and "B" at 7 days and remaining cylinders at 28 days.
When frequency of testing will provide less than 5 strength tests for a given class of
concrete, conduct testing from at least 5 randomly selected batches or from each batch if
less than 5 are used.
When total quantity of a given class of concrete is less than 60 cubic yards, strength tests
may be waived by the Engineer if, in his judgement, adequate evidence of satisfactory
strength is provided.
When strength of field cured cylinders is less than 8% of companion laboratory cured
cylinders, evaluate current operation and provide corrective procedures for protecting and
curing in -place concrete.
E. Hot and Cold Weather Concreting:
When weather conditions are such that the Engineer requires additional test cylinders,
make, store, and cure such sets of cylinders. Store additional cylinders in structure in
vicinity of area represented by cylinders, and cure in same manner as portion of structure
represented until 24 hours before testing. Label such sets of field cured cylinders as "D",
"E", and "F". Test cylinder "D" at 7 days and remaining cylinders at 28 days.
F. Testing of Cylinders:
Make and cure test cylinders in accordance with ASTM C31. Make cylinders in accordance
with ASTM C39. From each set of cylinders, test one at 7 days and two at 28 days.
G. Slump Tests:
Specified slumps apply at time when concrete is discharged at job site. In all cases, concrete
shall have a slump not exceeding specified slump and which will permit concrete to flow
readily into angles and corners of forms and around reinforcing steel.
If water -cement ratio greater than that specified is required to produce slumps within
specified limits, obtain approval from the Engineer to increase ratio.
Concrete mix which contains shrinkage compensating cement shall have water -cement
ratio which produces a slump not less than 3" or more than 5".
Concrete mix which does not contain shrinkage compensating cement shall have a water -
cement ratio which produces a slump not less than 2" or more than 4".
Take samples for slump tests in accordance with ASTM C-172. Perform slump tests in
accordance with ASTM C-143.
3-E-3

Test for slump for each strength of concrete as required to properly establish design mixes
and proportions and also for each set of strength test specimen cylinders.
If field test fails to meet specifications, immediately make a check test on another portion
of sample.
H. Air Content Tests:
Concrete mixes shall have an air content percentage, including entrapped air, not less than
5% nor more than 7%, measured by volume.
Take samples for air content tests in accordance with ASTM C172. Test for air content in
accordance with ASTM C231.
Test for air content for each strength of concrete to properly establish each mix design and
proportion and also for each set of strength test specimen cylinders.
If field test fails to meet specifications, immediately make a check test on another portion
of sample.
I. Temperature Tests:
Whenever ambient air temperature is below 50 or over 800 F, perform temperature test at
time each set of strength test specimen cylinders is obtained.
Perform test in freshly discharged concrete batch of approximately 1-1/2 cubic yards in
volume, using an armored thermometer accurate to plus or minus 20. Allow thermometer
to remain in sample until reading becomes stable.
J. Core Tests:
Take core samples of in -place concrete, as directed by the Engineer when test results are
such that there is reasonable doubt that specified concrete strengths and other
characteristics have not been attained in structure. Testing service shall conduct tests to
determine strength and other characteristics of in -place concrete by compression tests on
cored cylinders complying with ASTM C42, or by load testing specified in ACI 318, or by
other means as directed. Contractor shall pay for such tests conducted and any other
additional testing as may be required.
K. Concrete Evaluations:
Concrete quality control testing will be evaluated by following criteria.
Do not use concrete delivered to final point of placement which has slump or total air
content outside specified values.
clam"!

Compressive strength tests for laboratory -cured cylinders will be considered satisfactory if
averages of all sets of three consecutive compressive strength test results equal or exceed
28-day design compressive strength of type or strength of concrete and no individual
strength test falls below required compressive strength by more than 500 psi. A strength
test shall be the average of 2 cylinders from the same sample tested at 28 days.
Strength tests of specimens cured under field conditions may be required by the Engineer
to check adequacy of curing and protecting of concrete placed. Mold these specimens at
same time and from same samples as laboratory -cured specimens.
Provide improved means and procedures for curing concrete when 28-day compressive
strength of field -cured cylinders is less than 85% of companion laboratory -cured cylinders.
When laboratory -cured cylinder strengths are appreciably higher than minimum required
compressive strength, field -cured cylinder strength need not exceed minimum required
compressive strength by more than 500 psi even though the 85% criterion is not met.
If individual tests of laboratory -cured specimens produce strengths more than 500 psi
below required minimum compressive strength, or if tests of field -cured cylinders indicate
deficiencies in protection and curing, provide additional measures to assure that load -
bearing capacity of structure is not jeopardized. If probability of low -strength concrete is
confirmed and computations indicate load -bearing capacity may have been significantly
reduced, core tests of area in question may be required.
If compressive strength tests fail to meet minimum requirements specified, concrete
represented by such tests will be considered deficient in strength and subject to additional
testing as herein specified.
Formed concrete having any dimensions smaller or greater than required and outside
specified tolerance limits, will be considered deficient in strength and subject to additional
testing as herein specified.
Formed concrete having any dimension greater than required will be rejected if appearance
or function of structure is adversely affected or if larger dimensions interfere with other
construction. Repair or remove and replace rejected concrete as required to meet
construction conditions.
When permitted, accomplish removal of excessive material in a manner to maintain
strength of section without affecting function and appearance.
Strength of concrete structure in -place will be considered potentially deficient if it fails to
comply with any of the requirements which control strength of structure, including the
following conditions:
Failure to meet compressive strength tests requirements.
Concrete which differs from required dimensions or location in such a manner to
reduce strength.
'014N

Concrete subjected to damaging mechanical disturbances, particularly load stresses,
heavy shock, and/or excessive vibration.
Poor workmanship and quality control likely to result in deficient strength.
When there is evidence that strength of concrete structure in -place does not meet
specification requirements, concrete testing service shall take cores drilled from hardened
concrete for compressive strength determination, in accordance with ASTM C42 as follows:
Take at least 3 representative cores from each member or area of suspect strength
from locations directed by the Engineer.
Test cores in a saturated -surface -dry condition in accordance with ACI 318 if
concrete will be wet during use of completed structure.
Test cores in an air-dry condition in accordance with ACI 318 if concrete will be dry
at all times during use of completed structure.
Strength of concrete for each series of cores will be considered satisfactory if their average
compressive strength is at least 85% and no single core is less than 75% of 28-day required
compressive strength.
Report test results in writing to the Engineer on same day that tests are made. Include in
test reports project identification name and number, date, name of Contractor, name of
concrete testing service, location of test core in structure, type or strength of concrete
represented by core sample, nominal maximum -size aggregate, design compressive
strength, compression breaking strength and type of break (corrected for length -diameter
ratio), direction of applied load to core with respect to horizontal plane of concrete as
placed, and moisture condition of core at time of testing.
Fill core holes solid with batching mortar, and finish to match adjacent concrete surfaces.
Conduct static load test and evaluations complying with ACI 318 if results of core tests are
unsatisfactory, or if core tests are impracticable to obtain, when directed by the Engineer.
Correct all concrete work that is found structurally inadequate by core tests or by results
of static load tests as directed by the Engineer.
If strength test results fail to meet the requirements of the specifications, the Engineer in
addition to ordering core and load tests shall also have the right to order a change to the
concrete mix proportion and to the method of curing.
End Section 3-E
MOT

DIVISION 3 - CONCRETE
3-F: CONCRETE BATCHING, MIXING, AND PLACING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and performing complete of all
concrete batching, mixing, and placing as shown on drawings and as specified in
accordance with provisions of the contract documents and completely coordinated with
that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. Quality Standards:
Applicable provisions of ACI 306 "Recommended Practice for Cold Weather Concreting" and
ACI 605 "Recommended Practice for Hot Weather Concreting" apply to concrete work.
Batch plants producing ready -mixed concrete shall comply with standards established by
Plant Manufacturer's Bureau of National Ready Mixed Concrete Association.
All ready -mixed concrete production facilities shall be currently and recently (within last 12
months) certified by National Ready Mixed Concrete Association.
Truck mixers, agitators, and non -agitating units used to mix and transport concrete shall
comply with Standards of Truck Mixers Manufacturer's Association of National Ready Mixed
Concrete Association.
C. Batching, Mixing, and Delivery:
Provide ready -mixed concrete unless otherwise approved by the Engineer. Batch, mix, and
transport concrete in accordance with applicable provisions of ASTM C94.
Incorporate air -entraining and chemical admixtures into concrete mix in amounts and using
procedure recommended by Manufacturer and approved by the Engineer. Measure
quantity of any admixture to accuracy of plus or minus 3%.
Add two or more admixtures into concrete mix provided that the combination of admixtures
used is compatible and will have no deleterious effect on concrete and each admixture is
added separately.
3-F-1

When concrete arrives at project site and has a slump less than that suitable for placing,
water may be added providing maximum permissible slump and water -cement ratio are
not exceeded. When water is added, incorporate into concrete mix by mixing equal to 30
revolutions of mixing drum and at speed recommended by Manufacturer. Amount of water
so added shall be noted on delivery ticket and ticket signed by person authorizing addition
of water. Contractor shall be fully responsible for quality and strength of concrete when
water is added.
D. Elapsed Time for Placing Concrete:
Concrete for any monolithic unit of a structure shall be delivered at a rate that will permit
proper handling, placing, and finishing of the concrete. The maximum interval between
the placing of batches at the work site shall not exceed 20 minutes. The elapsed time
between adding the mixing water to the mix and placing the concrete in the forms shall
not exceed that set forth in Table A. Any concrete exceeding these limitations shall not be
used on the project.
TABLE A
ELAPSED TIME FOR PLACING CONCRETE
Air or Concrete
Maximum Time Elapsed No
Retarding
Temperature Whichever is
Retarding Admixture Used
Admixture Used
Higher
900 F or above
30 minutes
1 hour 15 min.
800 F through 890 F
45 minutes
1 hour 30 min.
*790 F or below
60 minutes
1 hour 45 min.
**70° F through 790 F
60 minutes
1 hour 45 min.
**69° F or below
1 hour 30 minutes
2 hour 15 min.
* Applicable to concrete with strength of 3,000 psi or greater.
** Applicable to concrete with strengths less than 3,000 psi.
Note: The quantity of retarder to be used shall be as recommended by the Manufacturer.
The Contractor shall furnish the Engineer a copy of the Manufacturer's recommended
dosage rate for the temperature ranges shown above.
E. Preparation for Placing Concrete:
Inspect equipment to be used for transporting and consolidating concrete to ensure that it
is clean and correctly operating.
Before placing concrete, inspect formwork installation, reinforcing steel, and items to be
embedded or cast -in. Notify other trades to permit installation of their work; cooperate
with other trades in setting such work, as required.
3-F-2

Inspect all forms, subgrade, and granular fill to ensure that they are free of debris, mud,
water, frost, ice, or snow. Inspect subgrade and granular fill to ensure that they have been
properly graded and compacted.
Inspect reinforcement to ensure that it is correctly placed, securely tied, and free of mud,
oil, ice, frost, or other coatings that would destroy bond.
Inspect forms to ensure that all sleeves, formed openings, inserts, hardware, conduit,
accessories and items required by other trades are correctly placed and secured in the
forms.
Inspect forms to ensure that they are correctly coated; and verify that all piping required
to be buried under or in the slabs has been completed, tested, and approved.
Inspect vapor barrier to ensure that all joints have been sealed and that all tears and
punctures have been repaired. Where no vapor barrier is required, slightly wet the granular
fill or subgrade to receive concrete. No standing water to remain in area to receive
concrete.
Before placing any concrete topping, thoroughly wet surface to receive topping, but leave
no standing water at time concrete is placed.
Continuous vapor barrier sheet under concrete slabs shall be provided where granular fill
is required below slabs. Unless otherwise indicated, vapor barrier shall be 6 mil thick
polyethylene sheet complying with ASTM C171 or sheet of reinforced waterproof paper
coated on both surfaces with polyethylene and weighing 7.2 lbs. per 100 sq. ft. complying
with ASTM C171. Laps shall be 3" and taped with pressure -sensitive tape compatible with
the sheet. All tears or punctures shall be taped and repaired prior to pouring concrete.
Where shrinkage -compensating cement is specified for slabs, do not provide vapor barrier.
In all cases where vapor barrier is not required, slightly wet subgrade before concrete is
poured without leaving standing water. Wetting of subgrade applies under all concrete
floor slabs, base slabs, and footings where vapor barrier is not required.
F. Placing Concrete:
In placing concrete, comply with ACI 304, except as specified herein.
Do not use any method of conveying concrete from mixer to place of deposit which will
cause separation or loss of materials. Do not use any concrete that has partially hardened
or which has been contaminated by foreign materials. Do not use any retempered
concrete.
Deposit concrete as nearly as possible to its final position to avoid segregation due to
rehandling or flowing. At all times place concrete at such a rate that concrete shall be
plastic and flow readily into corners of forms and into spaces between rebars.
3-F-3

After concreting has been started, deposit concrete in a continuous operation until panel
or section is completed. Deposit formed concrete continuously or in horizontal layers not
greater than 2' deep. Do not place concrete on other concrete which has hardened
sufficiently to cause formation of seams or planes of weakness within the panel or section
being poured. When depositing concrete, do not allow concrete to fall a distance greater
than 8' when measured from point of discharge to point of deposit. Deposit concrete in a
manner to avoid inclined construction joints.
Employ only operators who are experienced in use of vibrators to consolidate concrete.
Consolidate placed concrete by vibrating supplemented by hand spading, rodding or
tamping. To vibrate, use internal immersion vibrator operating at speed of 7000 RPM or
higher. Where internal vibrator cannot be used in areas of congested reinforcing, use
suitable form vibrators located just below top surface of concrete. Use internal vibrators
by inserting into concrete vertically, for 5 to 15 seconds, at points 18" to 30" apart, and to
a depth that penetrates previously placed lower layer. Do not insert vibrators into lower
layers of concrete that have begun to set. Do not use vibrators to move concrete inside of
forms.
End Section 3-F
3-F-4

DIVISION 3 - CONCRETE
3-G: CONCRETE FINISHING, CURING, AND PATCHING
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and performing complete of all
concrete finishing, curing, and patching as shown on drawings and as specified in
accordance with provisions of the contract documents and completely coordinated with
that of all other trades.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
Refer to other sections in Division 9, Finishes, and Division 3, Concrete for applied finishes.
B. Quality Standards:
The Contractor shall be responsible for the proper finishing, curing, patching, and if
required, the correction of concrete work which does not comply with specified
requirements.
The continuity of color and texture for exposed concrete surfaces is of prime importance.
Maintain such controls and procedures in addition to those specified as necessary to provide
continuous match of concrete work.
C. Submittals:
Submit copies of Manufacturer's specifications with application and installation instructions
for proprietary materials.
Submit samples of materials when requested by Engineer, including names, sources, and
descriptions as required.
D. Materials:
Membrane -forming curing compound shall comply with ASTM C309, Type 1, unless other
type is approved by Engineer. Approved products and Manufacturers:
"Masterseal" by Master Builder's Co.
"Clear Seal" by A. C. Horn/W. R. Grace
"Kure-N-Seal" by Sonneborn-Contech
"Polyclear" by UPCO Chemical/USM Corp.
3-G-1

"Clear Cure" by L & M Construction Chemicals
"Klearseal" by Castle Chemical Corp.
"LR-151" by Protex Industries,
or equal
Moisture -retaining cover shall provide one of the following:
Waterproof paper shall comply with ASTM C171, Type 1 or Type 2. Polyethylene
sheeting shall comply with ASTM C 171.
Polyethylene -coated burlap
Burlap shall be cloth made from jute or kenaf, weighing approximately 9 oz. per sq. yd.,
complying with AASHO M182, Class 3. In lieu of burlap, cotton mats complying with ASTM
C440 may be used.
Liquid chemical floor hardener shall be colorless aqueous solution containing a blend of
magnesium fluosilicate and zinc fluosilicate combined with a wetting agent, containing not
less than 2 lbs. fluosilicate per gallon. Provide material which does not react with, inhibit,
or otherwise interfere with adhesives and bonding of future floor finishes. Following
materials may be approved for use:
"Hornolith" by A. C. Horn/W. R. Grace
"Saniseal 50" by Master Builder's Co.
"Lapidolith" by Sonneborn-Contech
"Lithoplate" by Protex Industries, or equal
Abrasive aggregate for non -slip finish shall be fused aluminum oxide grits, or crushed
emery, with emery aggregate containing not less than 40% aluminum oxide and not less
than 25% ferric oxide. Use material that is factory -graded, packaged, rustproof and non -
glazing, and is unaffected by freezing, moisture and cleaning materials. Approved products
and Manufacturers:
Aluminous Oxide Floor Hardener: Carborundum Co.
Korundum Non -slip Aluminum Oxide: Concrete Service Co.
Alundum Non -slip Abrasive Grains: Norton Co.
Frictex: Sonneborn -Contech, or equal
E. Finishes for Formed Surfaces:
Provide standard smooth finish for concrete surfaces exposed to view, for concrete surfaces
18" and less below the minimum water level in tank, and for concrete surfaces 18" and less
below finished grade. This is for cast concrete surface obtained with selected form facing
material, arranged orderly and symmetrically with a minimum of seams. Repair and patch
defective areas, with fins or other projections completely removed and smoothed.
3-G-2

Concrete surfaces not exposed to view and not covered with a coating shall have defective
areas repaired and patched as specified.
Defective areas include but are not necessarily limited to honeycomb, rock pockets, tie
holes, voids over 1/2" diameter and other areas as determined by Engineer. Repair
defective areas as stated in paragraph "Concrete Patching and Repairing".
Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed
surfaces occurring adjacent to formed surfaces, strike -off smooth and finish with a texture
matching adjacent formed surfaces. Continue final surface treatment of formed surfaces
uniformly across adjacent unformed surfaces, unless otherwise shown.
F. Monolithic Slab Finishes:
Apply scratch finish to monolithic slab surfaces that are to receive concrete topping or
mortar setting beds for tile, portland cement terrazzo, and other bonded applied
cementitious finish flooring material and as shown on the drawings.
After placing slabs, plane surface to a tolerance not exceeding 1/4" in 10' when tested with
a 10' straightedge, unless shown otherwise on drawings. Slope surfaces uniformly to drains
where required. After leveling, roughen surface before final set, with stiff brushes, brooms,
or rakes.
Apply float finish to monolithic slab surfaces that are to receive trowel finish and other
finishes as hereinafter specified and slab surfaces which are to be covered with membrane
or elastic waterproofing, membrane or elastic roofing, or sand -bed terrazzo, and as shown
on drawings or in schedules. After screeding and consolidating concrete slabs, do not work
surface until ready for floating. Begin floating when surface water has disappeared or
when concrete has stiffened sufficiently to permit operation of power -driven floats, or by
hand floating if area is small or inaccessible to power units. Check and level surface plane
to a tolerance not exceeding 1/4" in 10' when tested with a 10' straightedge, unless shown
otherwise on drawings. Cut down high spots and fill low spots. Uniformly slope surfaces
to drains. Immediately after leveling, refloat surface to a uniform, smooth, granular
texture.
Apply trowel finish to monolithic slab surfaces that are to be exposed -to -view, unless
otherwise shown and slab surfaces that are to be covered with resilient flooring, paint, or
other thin film finish coating system. After floating, begin first trowel finish operation using
a power -driven trowel. Begin final troweling when surface produces a ringing sound as
trowel is moved over surface. Consolidate concrete surface by final hand -troweling
operation, free of trowel marks, uniform in texture and appearance, and with a surface
plane tolerance not exceeding 1/8" in 10' when tested with a 10' straightedge. Grind
smooth surface defects which would reflect through applied floor covering system.
3-G-3

Apply chemical -hardener finish to interior concrete floors where shown on drawings or in
schedules. Apply liquid chemical -hardener after complete curing and drying of the concrete
surface. Dilute liquid hardener with water, and apply in 3 coats:
First coat: 1/3-strength
Second coat: 1/2-strength
Third coat: 2/3-strength
Evenly apply each coat and allow 24 hours for drying between coats. Apply proprietary
chemical hardeners in accordance with Manufacturer's printed instructions if instructions
are different than those specified in paragraph above. After final coat of chemical -hardener
solution is applied and dried, remove surplus hardener by scrubbing and mopping with
water.
Non -slip broom finish: Apply non -slip broom finish to exterior concrete platforms, steps and
ramps, and elsewhere as shown on drawings or in schedules. Immediately after float
finishing, slightly roughen concrete surface by brooming perpendicular to main traffic route.
Coordinate required final finish with Engineer before application.
Apply non -slip aggregate finish to concrete stair treads, platforms, ramps, and elsewhere
as shown on the drawings or schedules. After completion of float finishing and before
starting trowel finish, uniformly spread 25 lbs. of dampened non -slip aggregate per 100 sq.
ft. of surface. Tamp aggregate flush with surface using a wood float, but do not force the
non -slip aggregate particles below surface. After broadcasting and tamping, apply float
finishing as herein specified. After curing, lightly work the surface with a steel wire brush
or an abrasive stone and water to expose the non -slip aggregate.
G. Concrete Curing and Protection:
Protect freshly placed concrete from premature drying and excessive cold or hot
temperature, and maintain without drying at a relatively constant temperature for a period
of time necessary for hydration of cement and proper hardening.
Maintain concrete in moist condition and within specified temperature range for a period
of 7 days after placement. When high -early strength concrete is used, time may be reduced
to 3 days.
Perform curing of concrete by moist curing, by moisture -retaining cover curing, by
membrane curing, and by combination thereof, as specified.
Provide moisture curing by following methods:
Keep surface continuously wet by ponding, or keep surface continuously wet by
continuous water -fog spray.
3-G-4

Cover concrete surface with burlap, thoroughly saturated and continuously kept wet.
Place burlap to provide coverage of concrete surfaces and edges, with 4" laps at
edges and ends of pieces of burlap.
For vertical surfaces, leave forms in place and keep top surface wet.
Provide moisture -cover curing as follows:
Cover concrete surfaces with moisture -retaining non -staining waterproof paper or 4
mils thick polyethylene sheeting, placed in widest practicable width with sides and
edges lapped at least 3" and sealed by sand, wood planks, waterproof tape, or
adhesive. Immediately repair any holes or tears during curing period using cover
material and waterproof tape.
Provide membrane curing as follows:
Apply membrane -forming curing compound to damp concrete surfaces as soon as
water film has disappeared. Apply uniformly in 2-coat continuous operation by
power -spray equipment in accordance with Manufacturer's directions. Second coat
to be applied at right angle to first coat. Recoat areas which are subjected to heavy
rainfall within 3 hours after initial application. Maintain continuity of coating and
repair damage during curing period.
Do not use membrane curing compounds on surfaces which are to be covered with
a coating material applied directly to concrete or with a covering material bonded to
concrete, such as other concrete, liquid floor hardener, waterproofing,
dampproofing, membrane roofing, flooring, painting, and other coatings and finish
materials, unless otherwise acceptable to the Engineer.
Cure formed concrete surfaces, including undersides of beams, supported slabs and other
similar surfaces by moist curing with forms in place for full curing period or until forms are
removed. If forms are removed, continue curing by methods specified above, as applicable.
Initially cure unformed surfaces, such as slabs, floor topping, and other flat surfaces by
moist curing. Final cure unformed surfaces, unless otherwise specified, by methods
specified above, as applicable. Final cure concrete surfaces to receive liquid floor hardener
or finish flooring by use of moisture -retaining cover, unless otherwise directed.
During hot weather, maintain concrete temperature at less than
900 F during entire curing period.
During cold weather, provide adequate protection to maintain concrete temperature
between 500 F and 800 F during entire curing period. Remove thermal protection at such
time and in such a manner that concrete temperature is lowered within the limits set forth
in ACI 306.
3-G-5

H. Concrete Patching and Repairing
Any concrete which is not properly formed or consolidated shall be patched and repaired
or removed and replaced with new concrete when so directed by the Engineer and at no
additional expense to the owner.
Cut out honeycomb, rock pockets, voids over 1/2" diameter and holes left by tie rods and
bolts, down to solid concrete but in no case to a depth of less than 1". Make edges of cuts
perpendicular to the concrete surface. Before placing cement mortar, thoroughly clean,
dampen with water, and brush -coat the area to be patched with neat cement grout.
Proprietary patching compounds may be used when acceptable to the Engineer.
For exposed -to -view surfaces, blend white portland cement and standard portland cement
so that when dry patching mortar will match color of surrounding. Provide test areas at
inconspicuous location to verify mixture and color match before proceeding with patching.
Compact mortar in place and strike -off slightly higher than surrounding surface.
Repair of formed surfaces: Remove and replace concrete having defective surfaces if
defects cannot be repaired to satisfaction of Engineer. Surface defects, as such, include
color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, and
holes left by tie rods and bolts, fins and other projections or surface, and stains and other
discolorations that cannot be removed by cleaning.
Repair concealed formed surfaces, where possible, that contain defects that adversely
affect the durability of the concrete. If defects cannot be repaired, remove and replace
the concrete.
Test unformed surfaces, such as monolithic slabs, for smoothness and to verify surface
plane to tolerances specified for each surface and finish. Correct low and high areas as
herein specified. Test unformed surfaces sloped to drain for trueness of slope, in addition
to smoothness, using a template having required slope.
Repair finished unformed surfaces that contain defects which adversely affect durability or
strength of concrete. Surface defects, as such, include crazing, cracks in excess of 0.01"
wide or which penetrate to reinforcement or completely through non -reinforced sections
regardless of width, spalling, pop -outs, honeycomb, rock pockets, and other objectionable
conditions.
Correct high areas in unformed surfaces by grinding after concrete has cured at least 14
days.
Correct low areas in unformed surfaces during or immediately after completion of surface
finishing operations by cutting out low areas and replacing with fresh concrete. Finish
repaired areas to blend into adjacent concrete. Proprietary patching compounds may be
used when approved by Engineer.
3-G-6

Repair defective areas, except random cracks and single holes not exceeding 1" diameter,
by cutting out and replacing with fresh concrete. Remove defective areas to sound concrete
with clean, square cuts and expose reinforcing steel with at least 3/4" clearance all around.
Dampen concrete surfaces in contact with patching concrete, and brush with a neat cement
grout coating or concrete bonding agent. Place patching concrete before grout takes its
initial set. Mix patching concrete of same materials to provide concrete of the same type
or strength as original concrete. Place, compact, and finish to blend with adjacent finished
concrete. Cure in the same manner as adjacent concrete.
Repair isolated random cracks and single holes not over 1" in diameter by dry -pack method.
Groove top of cracks and cut-out holes to sound concrete and clean of dust, dirt, and loose
particles. Dampen cleaned concrete surfaces and brush with neat cement grout coating.
Place dry -pack before cement grout takes its initial set. Mix dry -pack, consisting of one
part portland cement to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using
only enough water as required for handling and placing. Compact dry -pack mixture in
place and finish to match adjacent concrete. Keep patched areas continuously moist for
not less than 72 hours.
Repair methods specified above are intended for general use. A specific defect may arise
which, in the opinion of the Engineer, affects the structural integrity, the appearance, or
the function of the structure in which case the Engineer may require a repair method which
is better suited to repairing the defect. Repair methods not specified above may be used;
but in all cases, the repair method used for repairing defects shall be approved by the
Engineer.
I. Miscellaneous Concrete Items:
Fill in holes and openings left in concrete structures for passage of work by other trades,
unless otherwise shown or directed, after work of other trades is in place. Mix, place, and
cure concrete as herein specified to blend with in -place construction. Provide other
miscellaneous concrete filling shown or required to complete the work.
Provide monolithic finish to interior curbs by stripping forms while concrete is still green
and steel -troweling surfaces to a hard, dense finish with corners, intersections, and
terminations slightly rounded.
Equipment bases and foundations: Provide machine and equipment bases and foundations
as shown on the drawings. Set anchor bolts for machines and equipment with template at
correct elevations, complying with certified diagrams or with templates of the Manufacturer
furnishing machines and equipment.
End Section 3-G
3-G-7

DIVISION 5 - METALS
5-13: MISCELLANEOUS METALS
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation, complete, of all
miscellaneous metals as shown on drawings and as specified in accordance with provisions
of the contract documents, and completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
Custom fabricated metal items and certain manufactured units not otherwise indicated to
be supplied under work of other sections may be included within this specification. A general
reference guide is included for Contractor's convenience below; it is not intended to be a
complete listing of all miscellaneous metal items. It is Contractor's responsibility to verify
all field conditions prior to fabrication.
B. Quality Standards:
Materials and operations to comply with latest edition of codes and standards listed:
A.A.M.A. Architectural Aluminum Manufacturer's Association
A.S.T.M. American Society for Testing and Materials
A.W.S. American Welding Society
F.S. Federal Specifications
C. Submittals:
Submit shop drawings for fabrication and erection of assemblies. Include plans and
elevations at not less than 1" to 12" scale, and include details of sections and connections
at not less than 3" to 12" scale. Show all anchorage and accessory items.
The Contractor shall provide finish samples when requested by Engineer.
D. Product Delivery, Storage, and Handling:
Protect stored items from damage by the elements. Schedule delivery to avoid unnecessary
on -site storage.
E. Job Conditions:
Verify suitability of substrate to accept installation. Provide sleeves, embedded anchors,
and other built-in items in time for installation.
5-B-1

F. Materials -General:
Following references provide minimum standards as they apply to specific items:
Ductile Iron:
Grey Iron:
Structural Steel:
Steel Forgings:
Bolts:
Filler Metal:
Cast Iron:
Wrought Iron Bars:
Wrought Iron Plates
Malleable Iron:
Steel Pipe:
Galvanizing:
Brass:
Aluminum:
Stainless Steel:
Stainless Steel Bolts:
ASTM 536.
ASTM 48.
ASTM A-36, A-440, A-501, A-575 or A-108.
ASTM A-235, and A-237.
ASTM A-307, A-325, A-354.
ASTM A-233, E-60 or E-70 series.
ASTM A-48, Class 30, Min. 30,000 psi tensile.
ASTM A-189, Grade A.
ASTM A-42, Standard Plate.
ASTM A-47, and A-197.
ASTM A-53.
ASTM A-123, A-386, or A-525.
ASTM B-36.
ASTM B-308 or B-221 for particular alloy in standard
shapes and extrusions, B-26 for castings.
ASTM A-484, A-276, Type 302.
ASTM A-320.
Masonry Anchorage Devices: Expansion shields shall comply with FF-S-325, as follows:
Lead expansion shields for machine screws and bolts 1/4" and smaller shall be head -
out embedded nut type, single unit class, Group I, Type 1, Class 1.
Larger than 1/4" shall be Group I, Type 1, Class 2.
Bolt anchor expansion shields for lag bolts shall be zinc -alloy, long shield anchors
class, Group II, Type 1, Class 1.
Bolt anchor expansion shields for bolts shall be closed -end bottom bearing class,
Group II, Type 2, Class 1.
Fasteners: Provide stainless steel or aluminum fasteners as noted for exterior use where
built into exterior walls or into concrete walls. Select fasteners for type, grade, and class
required.
Metal primer paint: Primer selected must be compatible with finish coats of paint.
Coordinate selection of metal primer with finish paint requirements specified in specification
Division 9-G: "Painting".
5-B-2

G. Fabrication:
Form materials to shapes indicated with straight lines, sharp angles, and smooth curves.
Drill or punch holes and then smooth edges. Weld permanent shop connections. All welds
continuous fillet type. Grind smooth, welds that will be exposed. Conceal fastenings where
practicable. Punch or drill for temporary field connections and for attachment of work by
other trades. Fabricate work in shop in as large assemblies as is practicable. Meet
requirements specified under Division 5-A: "Structural Steel" for fabricating items of
structural nature or use. Quality welding processes and welding operators in accordance
with AWS "Standard Qualification Procedure".
The miscellaneous metals indicated on the plans show the general dimensions and intended
function of the indicated item. The size and shape of the structural member, where
indicated, are intended to convey approximate dimensions. The fabricator shall design the
structural member based on the N.C. Building Code, AISC specifications, and all other
applicable standards. The minimum applied live loads shall be as stated in these codes, or
as indicated in the plans and specifications.
H. Shop Painting:
Remove scale, rust, and other deleterious materials before applying shop coat. Clean off
heavy rust and loose mill scale in accordance with SSPC SP-2 "Hand Tool Cleaning", or SSPC
SP-3 "Power Tool Cleaning", or SSPC SP-7 "Brush -Off Blast Cleaning". Remove oil, grease,
and similar contaminants in accordance with SSPC SP-1 "Solvent Cleaning".
Immediately after surface preparation, brush or spray on primer in accordance with
manufacturer's instructions, at rate to provide the uniform dry film thickness of specified by
the manufacturer for each coat. Use painting methods which will result in full coverage of
joints, corners, edges, and exposed surfaces.
Apply one shop applied coat of asphaltic paint to all metal indicated to be set in or receive
concrete. Thoroughly clean off foreign matter prior to shop painting.
Aluminum to Dissimilar Metals: Where aluminum surfaces come in contact with metals other
than stainless steel, zinc, or white bronze of small area, or other metals compatible with
aluminum, keep aluminum surfaces from direct contact with such parts by (1) painting
dissimilar metal with a coating of heavy -bodied bituminous paint, (2) a good quality caulking
placed between aluminum and dissimilar metal, or (3) a non -absorptive tape or gasket.
Steel anchors and connecting members may be hot -dip galvanized or zinc plated after
fabrication, unless otherwise noted.
Drainage from Dissimilar Metals: Paint dissimilar metals if used in locations where drainage
from them passes over aluminum.
5-B-3

Aluminum to Masonry: Paint aluminum surfaces in contact with lime mortar, concrete, or
other masonry materials with alkaline -resistant coatings, heavy -bodied bituminous paint or
as specified in Division 9-G of these specifications.
Aluminum to Wood: Paint aluminum in contact with wood or other absorptive materials,
which may become repeatedly wet, with two coats of aluminum metal -and -masonry paint
or a coat of heavy -bodied bituminous paint. Alternate: Paint the wood or other absorptive
material with two coats of aluminum house paint and calk joints.
Retouch in field, any scraped, abraded, and unpainted surfaces. Painting as specified for
shop coats. Painting specified here does not count as a coat for finish painting.
I. Installation:
Set metal work level, true to line, plumb.
Shim and grout as necessary. Weld field connections and grind smooth. Where practicable,
conceal fastenings.
Secure metal to wood with lag screws, of adequate size, with appropriate washers.
Secure metal to concrete with embedded anchors, setting compounds, caulking and sleeves,
or setting grout. Expansion bolts, toggle bolts, and screws permitted for light duty service
only.
Meet requirements specified for structural steel for erecting items of structural nature or
use.
Field splicing of fabricated items is not allowed unless said items exceed standard shipping
length or change of direction requires splicing. Mechanical splicing by means of wedges
without full welding not allowed.
Furnish all handrails complete with brackets. Wherever pickets or posts are indicated to be
set in sleeves, provide sleeves having a minimum wall thickness of 1/8". Set pickets or
posts in sleeves with epoxy compound.
Provide each fabricated item complete with attachment devices as shown or as required to
completely install.
Design aluminum work and anchor so that work will not be distorted nor fasteners over-
stressed from expansion and contraction of metal.
Suitably protect aluminum surfaces requiring protection against lime mortar stains,
discoloration, surface abrasion, and other construction abuses.

Aluminum shall be mill finished unless otherwise specified or, if approved, finished as
standard with manufacturer.
Apply two sprayed coats of water -white methacrylate lacquer having a total minimum
thickness of 0.006" to all aluminum components that will be exposed. Apply coating in the
fabrication plant. Before application of lacquer, remove all fabrication compounds, moisture,
dirt accumulations, and other foreign materials to insure proper lacquer adhesion.
Upon completion of installation in the field, clean all stainless steel and aluminum work in
accordance with manufacturer's recommendations. Leave in satisfactory condition approved
by Engineer.
J. Schedule of Miscellaneous Metal Items:
The following is a general listing of miscellaneous metal items that may be furnished for this
Project. Contractor shall verify which items apply to this Project, and if there are other
miscellaneous metal items required that are not included below. Supply all items as required
to complete the construction and installation.
Structural Steel Shapes and Plates: Structural steel shapes and plates shall conform to ASTM
A36 (also refer to specification Division 5-A Structural Steel). Unfinished bolts and anchor
bolts used in conjunction with structural steel shall conform to ASTM A307, unless otherwise
noted. Weld structural steel in accordance with AWS Standard D1.0. Welding electrodes,
series E70 conforming to AWS A5.1. All structural items exposed inside or outside shall be
hot -dip galvanized.
Miscellaneous Aluminum Items: Provide and install aluminum items as indicated. In general,
fabricate from alloys 6063-T6 or 6061-T6 as required and recommended by manufacturer.
Fabricate all aluminum angles, beams, and channels from alloy 6061-T6.
Galvanized Steel Safety Chain with Yellow PVC Coating
Galvanized steel chain with aluminum swivel snaps and ring connectors, installed where
indicated. Minimum diameter of links: 13/64". Chain shall be fully coated with a yellow PVC
coating, Chain and connectors, and supporting posts, shall be capable of resisting a 200-
pound force applied to each chain. The chain length shall be such that the maximum sag in
the center of the chain's length shall be 6 inches below the ends of the chain. Chains shall
be connected to railing posts at the same elevations as the centerlines of the adjacent safety
railings (42" and 21" above the floor).
Aluminum Ladders:
Construct ladders of 6063T6 Alloy, in accordance with OSHA industrial standards, details
indicated on the plans, and the following minimum requirements. Stringers 1-1/2" diameter
and rungs 1" dia.; secure ladders at each end and at intermediate points not over 5' on
center. Rungs shall have a minimum length of 16 inches. Mount to provide minimum
5-B-5

distance, from centerline of rungs to supporting wall, of 7". Installed ladder to support
minimum of 200-pound concentrated load.
If noted on the plans, attach to the ladder a 304 stainless steel safety climbing system
consisting of a two piece 304 stainless steel, notched carrier rail slotted to accept ladder
rungs, 304 stainless steel ladder rung clamps, and removable 304 stainless steel extension
kit with quick release feature. The system shall be furnished with all required mounting
hardware and shall include a safety belt and sleeve device for securing a climber to the rail
and preventing free fall. The system shall be Saf-T-Climb as manufactured by Miller Fall
Protection.
Aluminum Weir Plates and Baffles: Furnish and install aluminum weir plates and baffles as
indicated on the plans.
Aluminum and Stainless Steel Bolts: Use aluminum bolts of Alloy 2024-T4. Use stainless
steel bolts conforming to ASTM A320.
Aluminum Grating and Grating Frames: Refer to Division 5-D of these specifications.
Access Hatches (Aluminum) Aluminum access hatches of the size and type shown on
the plans shall be installed at locations indicated on the plans. Hatches shall be by
Halliday Products, or approved equal by Bilco.
Access frames and covers shall have a 1/4" thick one-piece, mill finish, extruded
aluminum frame incorporating a continuous concrete anchor. A bituminous coating shall
be applied to the frame exterior where it will come in contact with concrete. Door panel(s)
shall be 1/4" aluminum diamond plate, reinforced to withstand a live load of 300 PSF
(pounds per square foot). Door(s) shall open to 900 and automatically lock with T-316
stainless steel hold open arm(s) with aluminum release handle(s) and shall close flush
with the frame. For ease of operation, the hold open arm shall incorporate an enclosed
stainless steel compression spring assist. Hinges and all fastening hardware shall be T-
316 stainless steel. Unit shall lock with a stainless steel slam lock with removable key
and have a non -corrosive handle. Unit shall carry a lifetime guarantee against defects in
material and/or workmanship.
Each access hatch shall be provided with a secondary protective grating panel, as
manufactured by Halliday Products. Panel shall be 1-inch thick aluminum ""I" bar grating
with Safety Orange powder -coated finish. Grating shall be hinged with tamper -proof
stainless -steel bolts and shall be supplied with a positive latch to maintain unit in an
upright position. Grating shall have a 6-in. viewing area on each lateral unhinged side for
visual observation and limited maintenance. Grating shall be capable of supporting a live
load of 300 PSF. The grating support ledges shall incorporate a built-in nut rail, equipped
with four (4) stainless steel spring nuts. A padlock hasp for owner -supplied padlock shall
be provided.

Bollards: Fabricate bollards (guard posts) where required of nominal 6" extra strength,
galvanized, steel pipe. Length as required to permit minimum setting in ground, in concrete,
of 42" and above ground projection of 42" unless otherwise indicated. Fill with 3000 psi
concrete and form rounded top. Bollards shall be furnished with Safety Yellow smooth plastic
bollard sleeves by Uline, Eagle, Innoplast, or approved equal.
Aluminum Railing: Railing shall be 1 1/2" I.D. schedule 40 aluminum pipe, furnished as the
Interna-Rail system as manufactured by The Wagner Companies, or approved equal. Non -
welded connections shall be made using internal pipe sleeve locks and Allen screw fasteners.
All connections shall be smooth, rigid, hairline joints. Provide brackets and flanges made of
cast aluminum, with stainless steel anchors, unless otherwise indicated. Railing and fittings
shall have an anodized satin finish and shall be made of 6063-T6 aluminum. Provide a
standard toeboard with the railing, unless otherwise noted. Railing system shall meet the
industrial safety rail system requirements of OSHA in every respect, including the maximum
post spacing, resisting the design loading on the rails and posts, etc. Deliver to the job site
with a protective wrapping to prevent scratching during shipment. Remove protective wrap
at the end of the project construction.
Aluminum Stairs: Aluminum stairs shall be furnished and installed where indicated on the
plans. The stairs shall be constructed on a 450 angle from horizontal. Stringers shall be
constructed of structural aluminum channel sections (8" x 2.29" x 1/4" minimum), with
welded clip angles provided to allow the stairs to be secured to the concrete base slab and
structure wall. The stair treads shall be constructed of 13/4 inch (minimum) depth aluminum
I -bar grating with corrugated nosing. Tread width shall be 30 inches, unless otherwise
shown on the plans. Railing system shall be 11/2 inch OD aluminum pipe with internal
aluminum fittings to create smooth joints, shall have a top rail and bottom rail, and shall be
provided on both sides of the stairs. The stair systems shall be designed and furnished to
meet the fixed industrial stair requirements of OSHA in every respect, including stair strength
adequate to carry safely a moving concentrated load of 1,000 pounds, and railing and post
system as required to resist the forces described in the OSHA regulations. Aluminum
members shall be designed per Aluminum Association ""Aluminum Design Manual". All
fasteners shall be 304 stainless steel.
End Section 5-13
5-B-7

DIVISION 9 - FINISHES
9-G: PAINTING
A. General:
Furnish all labor, materials, tools, equipment, and perform all work and services necessary
for or incidental to the furnishing and application, complete, of all painting as shown on
drawings and as specified in accordance with provisions of the contract documents and
completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
The terms "paint" and "painting" generally refer to fillers, primers, sealers, emulsions, oils,
alkyds, latex, enamels, thinners, stains, and other applied coatings whether used as prime,
intermediate or finish coats, and their application.
Examine other sections of specifications and become familiar with provisions regarding
paints and finishes.
B. Work Included:
The work to be performed under this section includes but is not limited to the following:
Field painting of all exposed surfaces of all ferrous metal work, including galvanized,
exterior and interior, in whatever location found, which is not finished painted under
other sections of the specifications.
2. Painting of all exposed surfaces of concrete on the interior where noted.
3. Painting of all exposed pipe and piping, ducts, pipe hangers and supports, all metal
mechanical and electrical items, metal surfaces of equipment installed under general
construction, plumbing, heating, air conditioning, ventilation, and electrical work.
Color code piping, ducts, valves and associated items. Color code and paint all above
items except where subject to submergence in water or sewage.
C. Acceptable Manufacturers:
Paint systems as specified herein are first line systems by Tnemec, Sherwin Williams, or
approved equals.
For all unspecified materials such as shellac, turpentine, or linseed oil, the Contractor sha
provide the "best grade" or "first line" made by reputable, recognized manufacturers.
9-G-1

D. Submittals:
The Contractor shall submit detailed information for proposed paint systems and color charts
to the Engineer for approval not less than four weeks before any painting will start.
Contractor to obtain approval in writing before delivering materials.
The Engineer reserves the option to require samples of paint, oil, shellac, varnish, lacquer,
or other materials, if required amounts would not exceed one pint each.
E. Product Delivery, Storage and Handling
All materials shall be delivered to the job site in original, new and unopened containers
bearing manufacturer's name on the label.
Labels shall be provided on each container with the following information:
Name or title of material, manufacturer's stock number, manufacturer's name,
contents by volume for major pigment and vehicle constituents, thinning instructions
and application instructions.
The Contractor shall protect all material from freezing or damage and shall store all materials
used on the job in a single place designated by the Owner or Engineer. Storage place shall
be kept neat and clean and make good all damage thereto or to its surroundings. Remove
any soiled or used rags, waste and trash from building every night. Take every precaution
to avoid the danger of fire.
F. Job Conditions:
The Contractor shall maintain a temperature in buildings at or above 650 Fahrenheit during
drying of paint, and shall provide adequate ventilation for escape of moisture from building,
in order to prevent mildew, damage to other work, or improper drying of paint. Once
painting has commenced, the Contractor shall provide minimum temperature of 650
Fahrenheit and prevent wide variation in temperature which might result in condensation
on freshly painted surfaces.
Before painting is started in any area, broom clean and vacuum to remove excessive dust.
After painting operations begin in a given area, broom cleaning will not be allowed. Only
cleaning with commercial vacuum cleaning equipment will be allowed.
The Contractor shall provide adequate illumination in all areas where painting operations
are in progress.
Before starting any work, the Contractor shall examine surfaces to receive paint finishes
carefully for defects that cannot be corrected by procedures specified herein and which
might prevent satisfactory painting results. Do not proceed until such defects are corrected.
Commencing of work in a specific area constitutes acceptance of surfaces, and responsibility
for satisfactory work.
9-G-2

G. Materials:
1. Paint Materials:
Solvents (for cleaning and product reducing) shall be pure and of highest quality,
approved by the Engineer.
Paint shall be well ground, not subject to settling, caking or thickening in container,
readily broken with a paddle to a smooth consistency and having easy brushing
properties.
Paint shall be furnished to the job ready -mixed, except for tinting of undercoats and
possible thinning.
All thinning and tinting materials as recommended for particular material shall be
furnished.
ALL PAINT PRIMERS AND FINISH COATS SHALL BE FREE OF LEAD, CADMIUM,
CHROMIUM, MERCURY, PFAS, and other toxic metals and substances.
2. Application Equipment and Accessories:
Application equipment is not required to be new, but adequate and commensurate
for work and workmanship.
The Contractor shall provide all ladders, scaffolding, drop cloths, masking, scrapers,
tools, sandpaper, dusters, cleaning solvents and waste, required to perform the work
and obtain results herein specified.
H. Application and Workmanship:
The Contractor shall employ only skilled mechanics. Application may be by brush, roller, or
spray, upon approval from the Engineer.
Equipment shall be kept clean and in proper condition to provide a job commensurate with
the intent of this specification. Do not use the same tools for application of paint on smooth
surfaces that were originally used to paint rough materials.
Mix, thin, modify, and apply materials only as specified by manufacturer. Tint all priming
coats and undercoats to approximate shade of final coat.
The Contractor shall furnish to the Engineer a schedule showing where painter expects to
complete respective coats of paint for various areas and surfaces. Keep schedule current as
job progress dictates. If the Engineer so directs, do not apply succeeding coats until he has
inspected previous coat.
Suitable covering shall protect all work areas and all adjacent work and materials during
progress of painting.
9-G-3

The Contractor shall remove and protect hardware, accessories, device plates, lighting
fixtures, factory finished work, and similar items; or provide ample in -place protection. Upon
completion of each space, carefully replace all removed items.
Electrical panel box covers and doors shall be removed before painting wall, and shall be
painted separately and reinstalled.
All materials shall be applied under adequate illumination and shall be evenly spread and
smoothly flowed on to avoid runs, sags, holidays, brush marks, air bubbles or excessive
roller stipple.
Complete coverage and hide shall be provided. When color or undercoats show through
final coat of paint, cover surfaces by additional coats until paint film is of uniform finish,
color, appearance and coverage, at no additional cost to the Owner.
The Contractor shall assure that all coats are thoroughly dry before applying succeeding
coats.
All suction spots or "hot spots" in plaster and/or cement shall be touched -up after application
of first coat before applying succeeding coats.
Surfaces to be stained shall be covered with a uniform coat of stain and wiped off, unless
otherwise required.
Painting shall be scheduled and coordinated with work of other trades. The Contractor shall
paint or finish all surfaces requiring paint that are left unfinished by requirements of other
sections, as part of this work.
Do not field prime items furnished with shop applied prime coat. Items so furnished shall
have all abraded, damaged to marred areas touched up by field painting before subsequent
coats are applied.
Unless otherwise indicated, do not paint items that have a complete factory finish.
Do not paint metal surfaces of anodized aluminum, stainless steel, chromium plate, copper,
bronze or similar finished materials. Do not paint any moving parts of valves, operating
units, mechanical and electrical parts, such as valve and damper operators, linkages,
sending devices, motor and fan shafts, unless otherwise indicated.
Do not paint over any code -required labels, such as Underwriters' Laboratories and Factory
Mutual, or any equipment identification, performance rating or name plates, etc.
Where spray painting is specified, finish 100 square feet by spraying as a sample of finish.
Finish with materials specified or approved. Approved sample will constitute standard for
subsequent work.
9-G-4

I. Workmanship:
Do not perform exterior painting when the surface temperature is below 500 Fahrenheit,
while surface is damp, or during cold, rainy or frosty weather. Avoid painting surfaces while
they are exposed to hot sun.
Tops, bottoms, side edges, and interior face of exterior doors shall be finished the same as
exterior faces of these doors.
J. Color:
The Contractor shall paint all surfaces requiring paint with color as selected by the Owner.
The Engineer will furnish a schedule showing where various colors are to be used, as
selected from Contractor's color sample charts.
Before proceeding with painting the Contractor shall finish one area or item of each color
required using selected colors, finish texture, materials, and workmanship. After approval,
by the Engineer these areas or items will serve as a standard for similar work throughout
project.
K. Preparation of Surfaces:
The Contractor shall assure that surfaces are clean, dry and adequately protected from
dampness.
Specific surface preparation shall include:
1. Cementitious Material:
Prepare cementitious surfaces of concrete, and concrete block to be painted by
removing efflorescence, chalk, dust, dirt, grease, oils, and by roughening as required
to remove glaze.
Determine alkalinity and moisture content of surfaces to be painted by performing
appropriate tests. If surfaces are found to be sufficiently alkaline to cause blistering
and burning of finish paint, correct this condition before application of paint.
Do not paint over surfaces where moisture content exceeds that permitted in
manufacturer's printed directions.
2. Wood:
Clean wood surfaces to be painted of dirt, oil, or other foreign substances with
scrapers, mineral spirits, and sandpaper, as required. Sandpaper smooth those
finished surfaces exposed to view and dust off. Scrape and clean small, dry seasoned
knots and apply a thin coat of white shellac or other recommended known sealer,
before application of priming coat. After priming, fill holes and imperfections in finish
surfaces with putty or plastic wood -filler. Sandpaper smooth when dried.
Prime, stain, or seal wood required to be job -painted immediately upon delivery to
job. Prime edges, ends, faces, undersides, and backsides of such wood, including
9-G-5

cabinet interiors, counters including bottoms, and shelving. Provide 1 less finish coat
than otherwise specified at cabinet interiors and counter bottoms.
When transparent finish is required, use spar varnish for back -priming.
Back -prime paneling on interior partitions only where masonry, plaster, or other wet
wall construction occurs on backside.
Seal tops, bottoms and cut-outs of unprimed wood doors with a heavy coat of varnish
or equivalent sealer immediately upon delivery to job.
3. Ferrous Metal:
Surface preparation requirements, as outlined below, correspond to the
requirements that are included under Metal in the Painting Systems Schedule. These
requirements have been adopted for the SSPC Surface Preparation Specifications
published by the Steel Structures Painting Council.
a. SSPC-SP1 Solvent Cleaning: Remove oil, dirt, grease, and foreign matter with
solvents or commercial cleaners using various method of cleaning such as wiping,
dipping, steam cleaning or vapor degreasing.
The removal of oil and grease by solvent cleaning is included in all other SSPC Surface
Preparation Specifications.
b. SSPC-SP2 Hand Tool Cleaning: Remove loose rust and mill scale by hand wire
brushing, scraping, chipping, or sanding. Hand tool cleaning will not remove all rust
residue or intact, firmly adhering mill scale.
c. SSPC-SP3 Power Tool Cleaning: In conjunction with hand tool cleaning, remove
loose rust and mill scale by mechanical means such as power sanders, wire brushes,
chipping hammers, abrasive grinding wheels, or needle gums. Use each type of
cleaning to the extent required to obtain an approved surface ready for painting.
Perform commercial blast cleaning, as specified below, in the shop on surfaces which
receive shop coating prior to delivery to the job site.
d. SSPC-SP6 Commercial Blast Cleaning: Remove all mill scale and foreign matter
and at least 2/3 of all mill scale oxides (streaking and staining).
Blasting shall be done with centrifugal wheel or compressed air blast nozzles using
either steel grit or flint silica sand. Abrasive should provide a 1.5 mil maximum profile
with a maximum depth of 2 mils. Steel grit #g-80 or flint silica sand 16-36 mesh is
recommended to obtain proper profile depth. Remove all dust and sand by
vacuuming.
The blast cleaned surface shall be primed before any rust bloom forms and no longer
than 8 hours after cleaning.
9-G-6

e. SSPC-SP10 Near -White Metal Blast Cleaning: Remove 100% of all mill scales and
foreign matter and 95% of all mill scale oxides from each square inch of surface by
compressed air nozzle blasting, centrifugal wheels or other method recommended
by Steel Structures Painting Council SP10. Use for all surfaces subject to immersion.
4. Shop -applied prime coats:
Touch-up shop -applied prime coats wherever damaged or bare, where required by
other sections of these specifications. Clean and touch up with the same type shop
primer.
5. Galvanized Surfaces:
Clean free of oil and surface contaminants with non -petroleum based solvent.
Perform preparation and cleaning procedures in accordance with paint manufacturer's
instructions and as herein specified, for each particular substrate condition.
Remove hardware, hardware accessories, machined surfaces, plates, lighting fixtures, and
similar items in place and not to be finish -painted, or provide surface -applied protection
prior to surface preparation and painting operations. Remove, if necessary, for complete
painting of items and adjacent surfaces. Following completion of painting of each space or
area, reinstall removed items. Clean surfaces to be painted before applying paint or surface
treatments. Remove oil and grease prior to mechanical cleaning. Program cleaning and
painting so that contaminants from cleaning process will not fall onto wet, newly painted
surfaces.
L. Mechanical and Electrical Painting Requirements:
The Contractor shall paint all exposed piping (except PVC and copper pipe), conduit, ducts,
hangers, supports and accessories. Colors shall be as selected by the Owner.
The Contractor shall apply additional coats as necessary to obtain complete coverage and
prevent bleed -through, or suction spots, as necessary. Do not paint valve stems, motor
shafts, sheaves and other moving parts of equipment and machinery, where paint coating
will interfere or impede normal operation of part in question. Contact the Engineer for
instructions before painting any questionable parts of equipment or machinery.
M. Paint Systems:
The following is not intended as a listing of surfaces to be painted; it only indicates type of
paint to be applied to surfaces that are listed in schedule to be painted.
Color to be selected by Owner during submittal process for each Finish, as applicable, unless
a specific color has been specified or noted in the plans.
Approved manufacturers are Tnemec, Sherwin-Williams, or approved equal. Tnemec paint
numbers used below as a quality standard for cross-referencing.
9-G-7

FINISH NO. 1
For all structural steel, steel pipe, and steel equipment
Exterior exposed:
Surface preparation: SSPC-SP6, NACE 3 (shop)
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series 1094 Endura-Shield, DFT 2.0 to 5.0 mils
Total DFT: 7.0 to 13.0 mils
Interior exposed:
Surface preparation: SSPC-SP6, NACE 3
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 6.0 to 10.0 mils
Immersion:
Surface preparation: SSPC-SP10, NACE 2
Primer: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Finish Coat: Series 461-1-413 Hi -Build Tneme-Tar, DFT 14.0 to 20.0
Total DFT: 17.0 to 25.0 mils
FINISH NO. 2
For field painting of all factory primed steel - doors, frames, & miscellaneous equipment
Exterior exposed:
Surface preparation: Clean and dry
Primer: Factory primed
Intermediate Coat: Series 27 F.C. Typoxy, DFT 2.0 to 3.0 mils
Finish Coat: Series 73, 1074, or 1075 Endura-Shield, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
Interior exposed:
Surface preparation: Clean and dry
Primer: Factory primed
Intermediate Coat: Series 27 F.C. Typoxy, DFT 2.0 to 3.0 mils
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
FINISH NO. 3
For ductile iron pipe and fittings
Exterior exposed:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, or Series N69 Hi -Build Epoxoline II, DFT
3.Oto5.Omils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series 73 Endura-Shield, DFT 2.0 to 3.0 mils
Total DFT: 9.0 to 14.0 mils
am

Exterior Below Ground:
Ductile Iron Pipe Manufacturer's standard (in factory) surface preparation and Asphaltic
Coating
Interior exposed:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, or Series N69 Hi -Build Epoxoline II, DFT
3.0 to 5.0 mils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 10.0 to 16.0 mils
Immersion:
Surface preparation: In Factory - Uniformly abrasive blast the entire surface using angular
abrasive to an NAPF 500-03-04 Exterior Pipe Surface Condition
Primer: In Factory - Series N140 Pota-Pox Plus, or Series N69 Hi -Build Epoxoline II, DFT
3.0 to 5.0 mils
Field Intermediate Coat: Series N69 Hi -Build Epoxoline II, DFT 4.0 to 6.0 mils
Field Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 3.0 to 5.0 mils
Total DFT: 10.0 to 16.0 mils
FINISH NO. 4
For PVC pipe, where noted on the drawings to be painted.
Exterior exposed:
Surface preparation: Scarify
Primer: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series 73, 1094, or 1095 Endura-Shield, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
Interior exposed:
Surface preparation: Scarify
Primer: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Finish Coat: Series N69 Hi -Build Epoxoline II, DFT 2.0 to 3.0 mils
Total DFT: 4.0 to 6.0 mils
FINISH NO. 5
For interior concrete floors, light traffic, low impact
Surface preparation: SSPC-SP13/NACE 6
Primer: Series 287 Enviro-Pox, DFT 3.0 to 4.0 mils
Finish Coat: Series 287 Enviro-Pox, DFT 3.0 to 4.0 mils
Total DFT: 6.0 to 8.0 mils
9-G-9

FINISH NO. 6
For all aluminum surfaces in direct contact with concrete or dissimilar metals:
Coat aluminum surfaces with Series 46H-413 Hi -Build Tneme-Tar, DFT 12.0 to 15.0
N. Protection and Cleanup:
The Contractor shall protect work of other trades, whether to be painted or not, against
damage by painting and finishing work. Leave all such work undamaged. Clean, repair or
replace, and repaint any damaged areas as directed by Engineer.
Provide "Wet Paint" signs as required.
Remove temporary protective wrappings provided by others for protection of their work
after completion of painting operations. Upon completion of work, clean all window glass
and other paint -spattered surfaces. Remove spattered paint by proper methods of washing
and scraping, using care not to scratch or otherwise damage finished surfaces.
Remove all surplus materials, scaffolding and debris. No waste materials (paints, solvents,
or other chemicals) are to be poured onto the ground or into any drains. The Contractor
must carry all such waste materials off -site for legal disposal, and for disposal as a hazardous
waste as applicable.
End Section 9-G
9-G-10

DIVISION 11 - EQUIPMENT
11-A: EXPANSION OF THE STATESIDE WASTEWATER TREATMENT PLANT FROM 100,000
GPD TO 150,000 GPD CAPACITY
A. General:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the expansion of the Stateside WWTP to a rated
capacity of 150,000 gallons per day average daily flow, as shown on drawings and as
specified in accordance with provisions of the contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of this
work.
B. General Description of the Scope of Work and Equipment Required:
The modifications to the Stateside WWTP necessary to expand the treatment plant to a
capacity of 150,000 gpd include, but are not limited to, the following work and equipment
installations:
Membranes: The existing system is permitted to have 16 A3-USA U70 membrane modules
stacked 4 high in a total of 4 stacks. There are currently four membrane air boxes and
guide rail systems installed, with three of them populated with membrane modules for a
total of 12 membrane modules installed. This project will add two new membrane air boxes,
each with a stack of 4 membrane modules, and will also install the 4 previously permitted
membrane modules in the existing (empty) air box/guide rail system.
Permeate Pumping System: The two existing permeate pumps are to be replaced with two
new permeate pumps with greater flow capacities. The permeate piping system will also
be modified. There is currently one permeate pipe the carry permeate from the four
permitted permeate stacks to the permeate pumps. The proposed project will install
additional piping to have two permeate pipes with each carrying permeate from three
membrane stacks to one of the permeate pumps.
Ultra -violet Disinfection Systems: The two existing UV disinfection systems are to be
replaced with two new UV disinfection systems with greater flow capacities.
Waste Sludge Pumping System: The existing waste sludge pump will be replaced with a
pump of equal capacity. This is a like -for -like replacement for maintenance reasons, and is
not part of the requested permit modification for this project.
Aeration System for Biological Process: There are three existing 15 horsepower rotary lobe
positive displacement blowers that provide air aeration in the Oxic Zone and the Membrane
Tank. Two blowers are normally in operation, with the third blower providing redundancy.
11-A-1

In order to provide the aeration requirements for the expanded wastewater treatment
capacity, the sheaves for the blower and blower motor will be replaced to increase the
blower speed and air discharge rates. The modified blowers will each be capable of
discharging 180 CFM against 9.0 psig discharge pressure.
Aeration for Flow Equalization System: There is one existing 10 HP rotary lobe positive
displacement blower that provides aeration to the flow equalization basin. There is also an
interconnection valve that will allow the process blowers to provide air for the equalization
basin if required. In order to provide additional aeration capacity for the flow equalization
volume added by this project, the sheaves for the blower and blower motor will be replaced
to increase the blower speed and air discharge rates. The modified blower will be capable
of discharging 147 CFM against 9.0 psig discharge pressure.
Flow Equalization System: The existing flow equalization basin has a permitted volume of
28,951 gallons. The minimum equalization volume required to support a 150,000 gpd
wastewater treatment capacity is 37,500 gallons. A steel tank with a working volume of
18,000 gallons will be added by this project, creating a total flow equalization volume of
46,951 gallons. This project will also include two submersible pumps in the steel tank, to
return flow into the existing flow equalization tank, as well as a pump control panel and a
motor actuated plug valve.
Internal Recirculation Pumps and Submersible Mixers: The existing facility has existing
internal recirculation pumps and mixers permitted that are adequate for the increased
flowrate. No new recirculation pumps or mixers are included in this requested permit
modification.
C. Submittals:
Shop Drawings: The Contractor shall submit drawings and data for approval by the
Engineer before proceeding with work. The Contractor shall be responsible for proper fitting
and construction of the work, and the furnishing of materials and work required by the
Contract that may not be specifically indicated on the drawings but required for a complete
installation. Submittals shall generally include information on equipment materials,
dimensions, performance, detailed material specifications, dimensions of proposed
equipment, membrane modules data, performance curves for modified blowers, pump
performance curves, valve data, and other information as may be requested by the
Engineer.
The submittals shall include of a bill of material listing all components the system
manufacturer will deliver; component Manufacturer's catalog cut sheets listing materials of
construction, performance curves/charts, standards of design, and warranty statements.
Shop drawings of assembled systems stating what items will be shipped to the job site
assembled and those shipped loose for field assembly shall be provided. Submittal shall
also include a list of all exceptions and an explanation of each non-compliance with the
specifications.
11-A-2

All electrical and controls information shall be provided. Submittals shall present
information on all panel components, layout of panel face and components, and all
related information as requested by the Engineer.
0&M Manuals: Two paper sets of Operations & Maintenance Manuals and one digital file
(as a PDF) shall be submitted before the construction is 90% completed. The 0&M manual
shall include the equipment manufacturer's directions and guidance regarding the proper
maintenance of each equipment item. The manual shall include lubrication materials and
schedules, parts lists, and service contact information.
D. Additional Membrane Modules:
The new membrane modules shall be identical to the existing modules, which are model
No. U70-H-004 plate membrane modules (pore size 0.038 microns). There shall be four
membrane modules stacked in each guide rail system. There shall be two new 304 stainless
steel guide rail systems installed. Each guide rail system shall include a membrane aeration
box with five fine bubble aeration diffusers that will supply diffused air at the base of the
membrane stack. In addition to the two new guide rail systems and membrane modules
stacks, there shall be four new membrane modules installed in one existing guide rail
system. Each new membrane stack shall be furnished with permeate and air hoses with
shutoff valves and quick connection hardware.
The additional membrane stacks will require the existing air and permeate piping to be
modified, as detailed in the construction plans. The permeate piping will be modified to
create two permeate headers, with each header serving three membrane stacks. One new
Transmembrane Pressure sensor will be added to the piping and connected to the existing
PLC controller. The new exterior permeate piping will be schedule 10 stainless steel (304)
welded pipe and fittings, while the permeate piping within the existing building will be
schedule 80 PVC pipe and fittings. These modifications are to be made in accordance with
the approved construction sequence as the treatment plant will continue to receive flow
during the construction of the modifications.
E. Permeate Pumping Systems:
The existing permeate pumps shall be replaced with two new Vogelsang rotary lobe pumps,
model IQ112-81. Each pump shall be capable of pumping up to 118 gpm against a
discharge pressure of 17.4 psig (40.2 feet). Each pump shall have a 4 HP motor, rated for
inverter duty on a 460V, 3 phase, 60 Hz power supply.
The modified permeate piping system will normally have each permeate pump pulling
permeate from three membrane stacks, with crossover valving provided. The forward flow
discharge of each permeate pump will have a magnetic flow meter that will be connected
to the existing PLC system controller. There is one existing flow meter that will be relocated
and continue in service. The new flow meter will be a 4-inch Endress-Hauser Proline
Promag D 10 electromagnetic flowmeter.
11-A-3

F. Ultra -Violet Light Disinfection Systems:
The two existing UV light disinfection systems shall be replaced with two new S.I.T.A. UV
disinfection systems, model No. UV AM 96 (one in use, one redundant). Each closed pipe
UV system shall be rated for a dose of 40,000 pwatt-secs/cm2 for a maximum flow rate of
423 gpm of clean water with a UV transmittance of 98%, derated to a maximum flow of
280 gpm for treated wastewater effluent with a UVT of 65%. Each UV system shall have a
power consumption of 666 watts and shall be rated for a 115 V, 60 Hz, single phase power
supply.
The new UV units shall be installed in the same general location as the existing UV units.
The Contractor shall follow the approved construction sequence that will have the existing
UV units temporarily relocated and remain in service while the new units are installed and
made ready to operate.
G. Blower Modifications:
The three existing aeration blowers are Kaeser model BB 69C — 5435, with 15 HP motors
and variable frequency drives. The existing blowers currently have sheaves sized to deliver
an air flow of 163 CFM when operating at maximum speed. The sheaves of these three
blowers will be changed under this project to deliver an air flow of 180 CFM when operating
at maximum speed. There will normally be two blowers operating at one time to deliver
the required 360 cfm to the Oxic and Membrane tanks for the expanded treatment plant
flow.
The existing flow equalization/sludge tank blower is a Kaeser model BB 52C — 5820, with
a 10 HP motor and variable frequency drive. This blower currently has sheaves sized to
deliver an air flow of 125 CFM when operating at maximum speed. The sheaves of this
blower will be changed under this project to deliver an air flow of 147 CFM when operating
at maximum speed. This increase in blower capacity will allow the added flow equalization
steel tank to be aerated when it is in use. The existing emergency interconnection valve
between the aeration blower piping and the flow equalization/sludge blower piping will
remain in place.
H. Added Steel Flow Equalization Tank, Pumps, Motor Actuated Valve, and Control Panel:
The existing flow equalization tank volume of 28,951 gallons is to be supplemented by the
addition of a steel tank with a usable volume of 18,000 gallons. The added tank will be a
side -stream" equalization tank that will only be used when the capacity of the existing
tank is inadequate to equalize the influent peak flow periods. An overflow pipe will be added
to the existing flow equalization (FE) tank, and will convey the excess flow to the steel tank
when the existing FE tank is filled. The steel tank will have aeration system piping and
diffusers, and will accumulate the excess flow. When the level in the existing FE tank
declines, as sensed by float switches, the transfer pumps in the steel tank will begin to
return the accumulated wastewater to the existing FE tank, and from that tank into the
treatment plant. The transfer pumps will continue to operate until the steel tank has been
emptied. Should the steel tank be filled to a point that it can no longer accept overflow
from the existing FE tank, a motor actuated valve in the overflow piping will close. This will
11-A-4

cause the existing FE tank to fill to a level where a second overflow pipe will convey
wastewater directly to Anoxic Zone No.1, the first stage of the treatment process.
The duplex transfer pumps shall be Sulzer model XFP 80C C131 (oil filled), rated for 250
gpm at 28.9 feet total dynamic head. The pumps shall each have a 3.75 HP motor operating
at 1,750 rpm and rated for a 460V, three phase power supply.
The motor actuated 4-inch eccentric plug valve shall utilize a Dezurik or equal eccentric
plug valve for this application. The motor actuator noted for the plug valve shall be as
manufactured by EIM, Auma, or approved equal. Actuator shall be mounted on the valve
bonnet, and shall have a NEMA 4 rating for exterior installation in direct sunlight. The
actuator shall be rated for 120V, single phase power supply, and shall provide Open -
Close operation of the valve. Actuator shall be sized to overcome the required operating
torque of the valve in the indicated application. Speed from Open to Close shall be 30
seconds. Actuator shall have a Local -Off -Remote selector switch, Open -Close pilot lights,
Open -Close -Stop pushbuttons, space heater, visual position indicator, terminals for
remote indication of Open -Closed status, and a manual override handwheel. Valve,
actuator, and all related components shall be provided from a single source for unit
responsibility.
The Transfer Pump Control Panel shall have a NEMA 4X stainless steel enclosure, and shall
be mounted on the steel tank FE basin as noted on the plans. The Contractor shall construct
a rack for mounting the panel on the handrail of the tank.
The control panel shall be powered by a 30 amp, 3 pole, 480 VAC, 3-phase circuit breaker
added in the existing 277V/480V panelboard. The control panel shall have a main
breaker, with operating handle extending through the panel inner door. All disconnect
switches, control switches, reset buttons, indicating lights, and other control features
shall be located through the panel inner door and be operable with the inner door closed.
Each pump shall have thermal switches in the windings of each pump. The panel shall
be designed to interrupt the control power to the pump starter to stop the pump when
one of the thermal switches opens. The panel shall also have pilot lights in the panel
door to indicate the high motor temperature conditions. If a thermal switch opens, the
relay that causes that pump to stop shall maintain power to its coil until it is manually
reset through an "Overtemp Reset" pushbutton in the panel door.
The float switches shall be powered through intrinsically safe relays. These relays shall
provide contact closures as required to start and stop the pumps.
The electrical probe sensor in the moisture sensing chamber in each pump shall detect
seal leakage. When moisture is detected, relays shall illuminate a warning light in the
inner door of the panel and close a set of dry contacts.
Elapsed time meters shall be provided in the inner door to record pump run times.
11-A-5

Elapsed time meters shall be six -digit, non-resettable type mounted through the hinged
inner door. A relay (or auxiliary contacts) shall be provided for each pump that will be
energized when the starter is closed. These contacts shall be used for the elapsed time
meters and the pump run lights in the panel door. A set of dry contacts shall also be
provided for each pump run condition.
A flashing High Water Level Alarm light and buzzer horn shall be installed on the panel.
The light and buzzer shall be activated when the steel tank has reached its maximum
operating level and has closed the motor actuated plug valve.
The control panel shall have control logic as described in the following paragraphs
when the pumps are switched to the ""Auto" operating mode. There shall be a total of
six float switches provided with the control panel. Two float switches shall be installed
in the existing FE tank, and four shall be installed in the steel tank. The two switches in
the existing FE tank shall be used by the control logic to cause the pumps to operate in
a "pump up" mode (in conjunction with the level switches in the steel FE tank). As the
water level in the existing FE tank rises, it will activate both float switches but will not
cause a transfer pump to operate. If the water level continues to rise in the existing FE
tank, water will enter the overflow pipe and begin to fill the steel FE tank. The rising
water level in the steel tank will first close the ""Pump Off" level switch, and then the
""Pump Start Allowed" level switch. With the water level in the existing FE tank above
both float switches in that tank, a transfer pump will not operate. As the peak flow
subsides, the water level in the existing FE tank will fall as its pump delivers flow into
the treatment process. When the level falls to the activation elevation of the "Pump
Start" switch, a transfer pump in the steel FE tank will be started and will continue until
the water level in the existing FE basin reaches the activation elevation of the "Pump
Stop" switch. This cycle will be repeated until the water level in the steel FE tank falls
to a level that opens the ""Pump Off" float switch, and the operating transfer pump is
stopped.
Should the existing FE tank continue to overflow into the steel tank until the rising
water level closes both the "Open Valve" and the "High Water Alarm/Close Valve" float
switches, the following will occur: (1) the high water alarm buzzer will sound, (2), the
flashing red high water alarm light will be energized, and (3) the motor actuated valve
in the overflow pipe will close. If the influent flow rate into the existing FE basin
continues to outpace the FE pump that supplies the treatment plant, the level in the
existing FE basin will rise. With the motor actuated valve in the overflow pipe to the
steel tank closed, the water level in the existing FE tank will rise to the elevation of a
second overflow pipe installed as a part of this Project. Flow entering the second
overflow pipe will flow directly into Anoxic Zone No. 1.
The closed motor actuated valve will re -open when the water level in the steel FE tank
falls below the ""Open Valve" level switch.
The Transfer Pump Control Panel shall include, but not be limited to, the following
11-A-6

features:
1
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20
21
A Phase and Voltage Monitor that monitors incoming power for phase failure,
phase reversal, and under voltage conditions. A control switch shall be
provided in the panel to allow the PVM to be switched to ""Active" (will interrupt
control power to TPCP if three phase power supply quality is outside of PVM
settings) or to ""Bypassed" (will allow control power to TPCP regardless of three
phase power quality).
Control voltage transformer to provide 120VAC, single phase power for the
operation of the TPCP
Condensation strip heater with thermostat.
Seal leakage relays and indicating lights (one per pump).
Duplex alternating relay, switchable to allow alternation or selection of a
specific lead pump
NEMA type non -reversing motor starters sized for the furnished pump motors,
with overload relays
A three pole circuit breaker on the line side of each motor starter
Terminal block with properly sized lugs to accept all required line and load side
wiring requirements, with shielding of exposed, energized components
Industrial grade oil -tight switches with transparent polycarbonate contact
blocks
Hand -Off -Automatic switches for each pump
Open — Automatic — Close switch for motor actuated valve
Industrial grade oil -tight pilot lights with insulated sockets and lexan lens
Control relays with sockets by the same manufacturer
External red flashing light for the high water alarm indication
A continuous sounding alarm buzzer for the high water alarm indication
Pushbutton to silence audible alarm.
Terminal blocks for connection of all external wiring and cables to the panel
Plastic wiring troughs (Panduit or equal) for neat and orderly containment of
panel wiring
Engraved phenolic plastic nameplates for the TPCP and all indicator lights,
alarms, switches, pushbuttons, circuit breakers, and other major control
components.
A laminated wiring/control diagram (panel as -built drawing).
Dry contacts (and terminals for connection of field wiring) for:
a) Pump Over Temperature for each pump
b) Pump starter engaged for each pump (one contact for each)
c) Seal Leakage for each Pump
d) High Level Alarm
e) Motor Actuated Valve Open
f) Motor Actuated Valve Closed
11-A-7

Wire gauge shall be determined according to the ampacity tables in the National Electric
Code applicable to the appropriate conditions of use and type of insulation. Wire bundles
shall be secured in slotted wiring duct and be filled to a maximum of 60% capacity.
Properly fitting wire duct covers shall be provided. Circuits requiring shielded wires shall be
routed away from conductors carrying large or noisy currents. When routing in the same
wire way is required, proper electromagnetic shielding shall be provided. Shielded cable
shall be grounded according to the requirements of the electrical devices or instruments
connected. Signal and power wiring shall not be run in the same conduit, tray, or junction
box. Labels shall be applied to identify all panel -mounted components. Identifying labels
shall correspond to the device labels on the supplied control panel schematics. Identifying
labels shall be of embossed metal, engraved plastic or plastic labels and either fastened
mechanically or with adhesive. Terminals shall be of modular type, DIN rail mountable and
of adequate capacity for current and wire size as required. Terminals shall be marked with
factory molded snap in markers. When terminals must have jumper connections, jumpers
shall be center screw type with jumper bars. Spare terminal blocks of no less than 10%
shall be provided. Grounding lugs shall be provided for bonding the panel to the enclosures
and enclosure doors when the enclosures and doors are made of conductive material.
I. Service:
Furnish the services of a manufacturer's authorized representative for the following
services:
Provide and install the new blower sheaves, verify proper operation of the modified
blowers, verify acceptable current draws, refresh all lubricants, and provide field report of
activities and findings (Kaeser certified technician)
Inspect the installation of the new permeate pumps and their operation, provide a startup
report (Vogelsang certified technician)
Inspect the installation of the new ultra -violet light disinfection systems and their operation,
provide a startup report (SITA certified technician)
Inspect the installation of the new transfer pumps, motor actuated valve, and transfer
pump control panel (by technicians certified by the various manufacturers/suppliers)
A3 USA shall provide a programmer that shall modify the programming of the existing PLC
to reflect the changed operation of the permeate pumping system, the addition of the steel
FE tank, the transfer pumps, and the motor actuated valves. The graphic screens for the
HMI shall be modified and supplemented as required by the system changes and additions
created by this project. I/O modules shall be added in the existing control enclosure if
needed.
A3 USA shall also provide operator training for the new equipment and changed permeate
flow scheme.
J. Warranty:
The manufacturers of the equipment specified herein and/or the equipment vendors shall
provide warranties to the Owner, stating that the provided equipment is warranted to be
in accordance with the product specifications mutually agreed upon and to be free from
11-A-8

defects in workmanship and materials. The manufacturers' product warranties will extend
to all products supplied by them, whether or not manufactured by them. The warranty
period shall be the manufacturer's standard period, but at minimum it shall extend to twelve
(12) months in service with the original user or eighteen (18) months from the date of
shipment, whichever occurs first.
The Contractor shall guarantee that all items furnished and installed by Contractor will be
warranted against defects in material and workmanship for a period of 12 months after
start-up and acceptance, unless a longer warranty period is specified for certain equipment
items.
End Division 11-A
11-A-9

DIVISION 15 - MECHANICAL
15-Y: VALVES
A. General:
The contractor shall furnish all labor, materials, tools, equipment, and perform all work
and services necessary for or incidental to the furnishing and installation complete of
all types of valves on drawings and as specified in accordance with provisions of the
contract documents.
Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a
sound, secure, complete, and compatible installation shall be furnished and installed
as part of this work.
B. Quality Standards:
Verify plan drawings for valve designations and descriptions contained. Furnish valves
with end connections as shown upon the drawings and ensure the types comply with
the following specifications.
American Society for Testing Materials (ASTM)
American Water Works Association (AWWA)
End Type Specification Reference:
Screwed ANSI 132-1
Flanged ANSI B16.1;Class 125 unless otherwise noted
Push -On AWWA C-111
Mechanical (Gland) Type AWWA C-111
Ensure manufacture of all valves contained in this and referenced sections are
produced in full compliance to specified items and any references to codes and
standards.
Provide face-to-face and end -to -end dimensions of valves in accordance with ANSI
B16.10.
C. Submittals:
Submit to the engineer shop drawings in compliance to General Conditions, Genera
Requirements, and Special Conditions.
Verify material selections in compliance to the specification. Information contained in
submittals shall include but is necessarily limited to the following:
15-Y-1

1. Valve pressure, temperature, and specific service rating
2. Valve body material
3. Valve trim material
4. Operator and actuator
5. Indicator attachments
6. Valve dimensions
7. Joint details
8. Maximum non -shock shutoff pressure
D. Delivery, Storage and Handling
Inspect materials thoroughly upon arrival.
damaged material immediately. Secure
immediately.
Examine all materials for damage. Report
and pay for replacement material items
Store all valves in a sheltered location approved by the engineer. Ensure that the site
is accessible in all types of weather.
Observe manufacturer's directions regarding storage, handling and incorporating in the
work.
E. Specifications Reference:
Refer to the following section for complete specifications for valves included in the
project.
Valve Type
General Statement
Gate Valves
Plug Valves
Butterfly Valves
Globe Valves
Check Valves
Reduced Pressure Zone Back Flow Preventer
Air Release Valves
Telescoping Valves
Valve Boxes and Extensions
Rubber Duckbill Check Valves
Solenoid Valves
Motor Actuators
Shear Gates
Specification Section
Parts A-E
Part F
Part G
Part H
Part I
Part J
Part K
Part L
Part M
Part N
Part 0
Part P
Part Q
Part R
Provide end types in accordance with drawing schedules and notations or as directed
in appropriate pipe application of services.
15-Y-2

F. Gate Valves:
Furnish gate valves, on potable and non -potable water lines 3" and smaller, with rising
stem brass body and brass trim. Provide all brass parts except handwheel and stem.
Use packing of graphite impregnated asbestos. Arrange stuffing box gland so that
valve may be repacked under pressure.
In general, 2-1/2" gate valves or smaller shall be screwed end valves. Valves larger
than 2-1/2" in indoor locations shall be flanged unless otherwise noted. Buried gate
valves in general are mechanical gland joint.
Gate valves for wastewater piping systems shall meet all requirements of AWWA C509
and be resilient wedge type. Valves shall be NRS for buried service and OS&Y for
above ground service and have "0" ring packing. Provide resilient wedge valves with
full epoxy interior coating. Resilient wedge valves shall be American, Kennedy, Mueller,
or Clow. Provide buried valves with 2" AWWA Standard operating nut.
Size
Working
Hydrostatic Test Pressure
Service Application
Pressure
2" to 12"
200 psi
400 psi
Water and Wastewater
G. Plua Valves:
Provide all plug valves of the non -lubricated eccentric design with resilient faced plugs
and flanged ends (interior service) or mechanical joint (buried service). Valves shall
be drop tight at 150 psi. Port areas of 4" - 20" valves shall be at least 80% of full pipe
area. Provide valve bodies of semi -steel with raised seats. For valve seats 3" and
larger, provide a welded -in overlay of 90% pure nickel on all surfaces contacting plug
face. Provide valves through 20" with stainless steel permanently lubricated upper and
lower plug stem bushings. Furnish all valves 4" and larger with bolted bonnet design.
Provide adjustable packing on all valves. Provide zinc plated exposed nuts, bolts,
springs, and washers. Provide actuation by lever, gear actuator, tee wrench, extension
stem, floor stand, or other operation methods indicated on drawings. Face and drill
flanged valves to ANSI B16.1 standards.
Furnish valves 6" and larger equipped with bevel or worm gear actuators. Design
gearing in enclosure suitable for running in oil with seals provided on all shafts to
prevent entry of dirt and water into actuator. Furnish shaft bearings with permanently
lubricated bronze bearing bushings. Provide positive identification on actuator that
clearly indicates valve position complete with an adjustable stop to set closing torque.
Ensure valve packing adjustment on non -submerged valves is accessible without
removing the actuator from valve. Construct actuator housing of semi -steel with zinc
plated exposed nuts, bolts, and washers. Plug shall be cast iron ASTM A126, Class B.
The portion of the plug in the valve body cavity shall be coated with Buna-N rubber.
15-Y-3

Buried valves shall have AWWA 2" operating nut. Install eccentric plug valves with the
shaft horizontal and plug at top of valve body when open unless otherwise shown on
drawings or directed by the engineer. Additionally, on applications where the liquid
contains suspended solids, the seat end of the valve shall be on the high-pressure side
when the valve is closed. On applications where solids are not present, the seat end
of the valve shall face the low-pressure side when the valve is closed.
Plug valves shall be as manufactured by Clow Valve Company, Kennedy, Dezurik, or
approved equal.
H. Butterfly Valves:
Provide rubber seated butterfly valves in compliance with latest revision of AWWA
C504. Provide valve bodies of cast iron. Provide buried valves with integrally cast
mechanical joint ends in compliance with AWWA C111-79. Provide above ground
valves with ANSI B16.1 standard flanges unless shown otherwise. Design valve discs
to rotate 90 degrees from full open to tight shut position. Provide valve shaft sizes as
required in AWWA C504. Provide Buna-N or Buna-S valve seats. Furnish shaft bearings
of self-lubricating sleeve type. Shaft seals shall be of the "0" ring or self-adjusting
Chevron type.
Furnish valves for potable water systems and plant water of AWWA Class 150B unless
otherwise noted. Provide valves of short body type or wafer style where shown.
Furnish above ground valves with manual traveling nut operators in conformance with
AWWA C504 with handwheels unless otherwise shown. Provide buried valves with a
non -rising stem, traveling nut operator (AWWA C504) with 2" operating nut and valve
box. Furnish extension stem in order to set operating nut 2 feet below finished grade.
Butterfly valves shall be manufactured by Mueller, Pratt, or American.
I. Globe Valves:
Not Applicable to this project.
J. Check Valves:
2" and smaller: Provide valves that have NPT ends with all interior parts of bronze or
copper construction. Provide a composition swing disc. Provide minimum 125-psi
service water pressure and 200-psi test ratings.
2-1/2" and larger: Provide cast iron body, bronze mounted full opening swing check
valves in conformance with AWWA C508. Valves shall have renewable bronze or
stainless steel seat ring and resilient faced clapper. Provide valve with outside weight
and lever unless noted otherwise. Provide valve body constructed with a solid bronze
or stainless steel shaft extending through bronze brushed bearings and "0" ring seals
or adjustable graphite/composition packing. Provide valves with minimum of 175 psi
working pressure rating and 350 psi hydrostatic pressure rating for all valve sizes up
to and including 12"; for valves larger than 12" provide minimum 150 psi working
15-Y-4

pressure rating with 300 psi hydrostatic pressure rating. AWWA valves shall be
manufactured by American, Mueller, Clow, Kennedy or equal.
K. Reduced Pressure Zone Backflow Prevention Valves:
Not Applicable to this project.
L. Combination Air/Vacuum and Air Release Valves:
Not applicable to this project.
M. Telescoping Valves:
Not Applicable to this project.
N. Valve Boxes and Extensions:
For all buried valves, provide cast iron valve boxes of proper dimensions to fit it over
valve bonnets and to extend to such elevation, at or slightly above the finished ground
surface. Provide tops complete with covers that are fully adjustable. Set valve boxes
vertical and concentric with valve stem. In event valve box has to be moved from its
original position to allow application of valve key, reset complete box at no cost to the
owner. Secure valve box with concrete collar as noted on the plans.
Valve boxes shall be marked "SEWER" or ""WATER", as applicable.
For all valves with the operating nut more than 4 feet below ground, provide shaft
extensions as required to provide an operating nut that is within 24 inches of finished
grade.
0. Rubber Duckbill Check Valves:
Not Applicable to this project.
P. Solenoid Valves:
Not Applicable to this project.
Q. Motor Actuators:
The motor actuated 4-inch eccentric plug valve shall utilize a Dezurik or equal eccentric plug valve
for this application. The motor actuator noted for the plug valve shall be as manufactured by
EIM, Auma, or approved equal. Actuator shall be mounted on the valve bonnet, and shall have
a NEMA 4 rating for exterior installation in direct sunlight. The actuator shall be rated for 120V,
single phase power supply, and shall provide Open -Close operation of the valve. Actuator shall
be sized to overcome the required operating torque of the valve in the indicated application.
Speed from Open to Close shall be 30 seconds. Actuator shall have a Local -Off -Remote selector
switch, Open -Close pilot lights, Open -Close -Stop pushbuttons, space heater, visual position
indicator, terminals for remote indication of Open -Closed status, and a manual override
handwheel. Valve, actuator, and all related components shall be provided from a single source
for unit responsibility.
15-Y-5

R. Shear Gates:
Not Applicable to this project.
End Section 15-Y
15-Y-6

DIVISION 16 - ELECTRICAL
16-A ELECTRICAL: GENERAL REQUIREMENTS
A. General:
The Contractor shall comply with, and all work under this contract shall be in accordance
with the Contract Documents, including the conditions of the Contract (General, Special,
Supplemental and other conditions as they may be titled). The word "provide" shall mean
"furnish and install". Plans, drawings, and specifications are cooperative and supplementary.
Portions of the work which can best be illustrated by the plans or drawings may not be
included in the specifications, and portions best described by the specifications may not be
depicted on the plans or drawings. All items necessary or incidental to complete the work
shall be provided, whether called for in the specifications or shown on the plans or drawings.
The word "Contractor" when used in the Electrical Specifications or on the Electrical
Drawings shall mean the General Contractor or the G.C.'s electrical subcontractor, unless
otherwise indicated. The word "Engineer" shall mean Diehl & Phillips, P. A.
Execute work using methods, techniques, connections, and tie-ins which will cause the least
interference with and least possible interruption of existing utilities and services; make all
arrangements for work which will cause interferences and interruptions; schedule in
advance with the Engineer all other affected trades and authorities having jurisdiction.
The drawings show the general location of feeders, transformers, outlets, conduits, and
circuit arrangements. Because of the small scale of the drawings, it is not possible to indicate
all of the details involved. The Contractor shall carefully investigate the structural and finish
conditions affecting all his work and shall arrange such work accordingly, furnishing such
fittings, junction boxes, and accessories as may be required to meet such conditions. The
Contractor shall refer to Engineer's drawings to verify door swings, special surfaces, such
as tile, and location of any equipment, wall cases or other special equipment prior to
roughing in for switches and other outlets. Contractor shall verify all equipment dimensions
to insure that proposed equipment will fit properly in spaces indicated.
B. Scope of Work:
The Contractor shall furnish all labor, materials, tools, equipment, and perform all work and
services necessary for or incidental to the furnishing and installation, complete, of all
electrical work as shown on the drawings and as specified in accordance with the provisions
of the Contract Documents and completely coordinated with that of all other trades.
Although such work is not specifically shown or specified, all supplementary of miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, and
complete installation shall be furnished and installed as part of this work.
16-A-1

The Electrical work includes but is not necessarily limited to:
Furnishing and installing all electrical, controls, and instrumentation
equipment, wiring, conduit, and related materials for the Stateside
Wastewater Treatment Plant Expansion Project.
All electrical work shall be complete and left in operating condition in accordance with the
intent of the Drawings and Specifications for electrical work.
C. Local Conditions:
The Contractor shall examine the site and become familiar with conditions affecting work.
Investigate, determine, and verify locations of any overhead or buried utilities on or near
site. Determine such locations in conjunction with all public and/or private utility companies
and with all authorities having jurisdiction.
D. Permits, Fees, Licenses, and Inspections:
The Contractor shall make arrangements, obtain, and pay for all necessary permits, licenses,
and inspections; pay all necessary fees in conjunction with all electrical work.
E. Rules, Regulations, and Codes:
The Contractor shall perform all work in strict accordance with all rules, regulations, codes,
ordinances, or laws of local, state, and federal governments or of other authorities having
lawful jurisdiction. Such rules, regulations, codes, ordinances, or laws shall include but are
not necessarily limited to the following:
1. State building, fire, and electrical codes.
2. City/County building, fire, and electrical codes.
3. National Electrical Code (NEC).
4. National Electric Safety Code (NESC).
5. National Fire Protection Association (NFPA).
6. Occupational Safety and Health Act.
F. Applicable Specifications and Standards:
Where referred to in Division 16 of the specifications, the applicable standards of the
organizations below form a part of these specifications.
1. American National Standards Institute (ANSI).
2. National Electric Manufacturers Association (NEMA).
3. Institute of Electrical and Electronic Engineers (IEEE)
4. American Society for Testing and Materials (ASTM).
The Contractor shall provide all materials bearing UL labels of approval when the
Underwriters Laboratories has established a standard for the particular type of the material
to be installed.
16-A-2

G. Substitutions:
Notwithstanding any reference in the specifications or on drawings to any article, device,
product, material, fixture, or item of equipment by name, make or catalog number, such
references shall be interpreted as establishing the type, function, and standard of quality
and shall not be construed as limiting competition; and Contractor, in such cases, may at
his option use any article, device, product, material, fixture, or item of equipment which in
the judgment of the Engineer expressed in writing is equal to that specified.
The Contractor shall be responsible for providing properly sized circuit breakers to serve
equipment and motors furnished which differ from those specified or indicated. This shall
be further understood to include branch circuit wiring, conduit, disconnect switches, etc., in
accordance with the appropriate codes and specifications. The cost of providing this
increased electrical service and related work shall be included under the applicable section
under which the equipment and motors are being furnished.
H. Product Requirements:
Unless otherwise indicated, the materials to be provided under this specification shall be the
products of manufacturers regularly engaged in the production of such items and shall be
the manufacturer's latest design. The products shall conform to the applicable standards of
UL and NEMA, unless specified otherwise. All items of the same type or ratings shall be
identical. This shall be further understood to include products with the accessories indicated.
All equipment and materials shall be new, unless indicated or specified otherwise. The
Contractor shall submit proof if requested by the Engineer that the materials, appliances,
equipment, or devices that he provides under this contract meet the requirements of the
Underwriters Laboratories, Inc., as regards fire and casualty hazards. The label of or listing
by the Underwriters Laboratories, Inc., will be accepted as conforming to this requirement.
Notice is hereby given that equipment space is limited. It is the intent of this specification
to purchase as compact an arrangement as possible for each class of equipment. Any
equipment design which makes poor use of available space or which otherwise requires
substantially larger space than contemplated by the design will not be acceptable.
I. Material Handling:
Materials arriving on the job site shall be stored in such a manner as to keep material free
of rust and dirt and so as to keep material properly aligned and true to shape. Rusty, dirty,
or misaligned material shall be rejected. Electrical conduit shall be stored to provide
protection from the weather and accidental damage. Plastic conduit shall be stored on even
supports and in locations not subject to direct sun rays or excessive heat. Cables shall be
sealed, stored, and handled carefully to avoid damage to the outer covering or insulation
and damage from moisture and weather. Adequate protection shall be required at all times
for electrical equipment and accessories until installed and accepted. Materials damaged
during shipment, storage, installation or test shall be replaced or repaired in a manner
meeting with the approval of the Engineer.
16-A-3

J. Sleeves, Cutting and Patching
Avoid cutting insofar as possible by setting sleeves, frames, etc., and by requesting openings
in advance. Assist other trades in securing the correct location and placement of rough -
frames, sleeves, openings, etc. Use only approved cutting and drilling methods. Lay out
holes in advance, locating so as not to affect structural sections. Perform cutting in a manner
which will not weaken walls, partitions, or floors. Neatly cut all holes, including locations
where sleeves have been omitted. Cut holes as small as possible to admit work. Drill holes
in floors without breaking out around the holes. Cut holes through reinforced concrete using
rotary type drill. Do not use pneumatic hammer type drills, impact type electric drills, and
hand or manual hammer type drills.
Prepare accurate drawings locating all inserts, sleeves, etc., installed in or passing through
reinforced concrete. Select locations to permit neat installation of work. Arrange locations
to avoid interferences and misalignment. Prepare drawings for own use at earliest
practicable date.
Where alterations are necessary or where new or old work join, cut, remove, patch, repair,
and restore all cut surfaces which are disturbed to permit installation of new work. Leave
work in as good a condition as existed before the start of work.
Sleeves through floors and walls shall be of proper size to accommodate the raceway, shall
be flush with walls, ceiling or finished floors, and shall be black iron pipe or styrene plastic
conduit. Caulk sleeves through exterior walls with approved compound above grade and
with oakum and lead wool below grade. Caulk underground conduits entering building
through sleeves.
K. Mounting of Electrical Equipment:
1. Pad Mounted Equipment:
The Electrical Contractor shall provide concrete foundations for electrical apparatus
and equipment and shall furnish exact location and dimensions for these foundations.
Furnish for installation, all necessary anchor bolts, channel iron sills, etc. This
information and material shall be provided well in advance of the scheduled placing
of these slabs and other concrete work in the area of the foundations pad and/or
curb. Equipment foundations shall be 4" high (unless otherwise called for on the
drawings) with top edges chamfered 3/4" and all exposed surfaces rubbed smooth
with a carborundum block after stripping of forms. Pads shall be reinforced (unless
otherwise called for on the drawings) with steel wire mesh and shall have dowel rods
inserted into the floor for anchorage. Carefully level, shim, and align the equipment
on the foundations.
2. Pole Mounted Equipment:
The Electrical Contractor shall use 3/8" diameter by 4" long or larger galvanized lag
bolts or machine bolts extending through the diameter of the pole to mount
equipment to electrical poles. If the equipment is designed for surface mount with
more than two mounting holes, the Contractor shall first mount horizontal "U" shaped
16-A-4

metal channel using lag bolts as above. The equipment shall then be mounted to the
channel using neoprene bushings and plated or galvanized machine bolts, such that
the equipment is rain proof.
3. Wall Mounted Equipment:
All wall mounted panels and/or electrical equipment enclosures shall be separated
from the wall with PVC spacers in order to create a 1/4" air space between the
equipment and the wall.
L. Excavation and Backfilling:
This Contractor shall perform all excavation and backfill required for the installation of all
electrical work. Particular care shall be taken not to disturb or damage work of other trades
or existing buried piping or other equipment.
In backfilling trenches, approved fill shall first be compacted firmly and evenly in 6" layers
to a depth of 12" over the top of the pipe or duct bank. Remainder of trench shall be
backfilled to establish grade in 6" layers. Compact between each layer with high -frequency
vibratory tamper. Where compaction requirements are not established for an area, compact
fill to 95% maximum density at optimum moisture content. Excess earth shall be distributed
on premises as directed.
Where ditches occur outside of building, the surface shall be finished to match existing
surfaces. Any existing work or work of other trades which is damaged or disturbed shall be
repaired or replaced and left in good order.
M. Concrete:
This section shall conform in every respect to the requirements of Division 3 for 4,000 psi
concrete.
N. Painting:
Panels, switchboards, switch gear, safety switches, motor starter equipment, and busways
shall be painted standard colors of the manufacturer furnishing the equipment. This
Contractor shall touch up all scratches and abrasions after installation with the
manufacturer's finish paint.
0. Access to Equipment:
The Electrical Contractor shall locate starters, switches, receptacles, pull boxes, etc., for
easy access for operation, maintenance, and repair. Provide access doors where such items
are concealed.
P. Labeling of f Equipment:
Each motor starter and disconnect switch shall be provided with a 1" x 2" black laminated
plastic nameplate engraved with 1/4" high letters indicating equipment served, attached
with countersunk screws.
16-A-5

The Contractor shall label all separately mounted safety switches, etc., indicating the item
served or system controlled, i.e., "Air Handling Unit No. 2", etc. Abbreviated references,
such as "AHU-2", will not be acceptable.
Q. Existing Electrical Systems:
All work shall conform to applicable requirements of this division of the specifications.
Existing electrical equipment, conduit, wire, etc., not in use after reworking the existing
system shall be removed or de -energized. All equipment not scheduled for replacement shall
be kept in operation at all times. All work to be renovated, changed, or modified shall be
scheduled so as not to interfere with normal operation.
R. Control, Alarm, and Instrumentation Wiring:
Control wiring diagrams, if included on the drawings, or control descriptions, if included in
the specifications or on the drawings, are intended to indicate the scope and requirements
of controls, instrumentation, and alarms. The Contractor shall provide wiring and electrical
components in accordance with these diagrams and descriptions and with the equipment
manufacturer's printed instructions for the equipment to be wired. Where a conflict exists
between the contract drawings and the requirements for the equipment to be wired, the
Contractor shall provide complete wiring in accordance with the actual requirements as set
forth by the manufacturer of the equipment.
Unless otherwise indicated or specified, this Contractor shall provide all control, alarm, and
instrumentation wiring and conduit for all equipment for the project.
S. Materials and Equipment Lists:
Within ten days after date of Notice to Proceed and before any materials or equipment are
purchased, Contractor shall submit to the Engineer for approval a complete list in
quadruplicate of materials and equipment to be incorporated in the work. List shall include
catalog numbers, cuts, diagrams, drawings, and other descriptive data as may be required
by the Engineer. All data shall be submitted at one time. No consideration will be given to
partial lists submitted from time to time. Any materials and/or equipment listed which are
not in accordance with specifications may be rejected.
If the Contractor fails to submit the aforementioned list for approval within specified time,
the Engineer may select a complete list of materials and equipment. Selection made by the
Engineer shall be final and binding, and items shall be furnished by Contractor without
change in contract price or time of completion.
T. Additional Shop Drawing Requirements:
The Contractor shall submit to the Engineer shop drawings of all electrical materials
apparatus, appliances, equipment, and miscellaneous devices shown or specified.
Shop Drawings shall be sufficiently complete in detail to enable the Engineer to determine
compliance with contract requirements. Details and information shown shall include but are
not necessarily limited to the following:
16-A-6

1. Performance characteristics.
2. Physical Sizes.
3. Material specifications and construction details.
4. Compliance with rules, regulations, and codes.
5. Accessories.
6. Wiring Diagrams, complete.
7. Voltage, current, KVA, phase ratings.
An item, component, material, or portion of equipment which differs from contract
requirements shall be noted and specifically called to attention of the Engineer to permit
evaluation of substitute item. Shop drawings will be approved only to the extent of the
information shown. Approval of an item of equipment shall not be construed to mean
approval for components of that item for which Contractor has provided no information.
Approval of shop drawings by the Engineer shall not relieve Contractor of complying with
requirements of drawings and specifications.
U. Tests:
Upon completion of installation, the Electrical Contractor shall perform tests for operation,
panel load balance, short circuits and ground. Tests shall be made with and to the
satisfaction of Owner and Engineer.
The Contractor shall perform all field tests and shall provide all labor, equipment, and
incidentals required for testing and shall pay for electric power required for the tests. All
defective material and workmanship disclosed shall be corrected by the Contractor at no
cost to the Owner. The Contractor shall show by demonstration in service that all circuits
and devices are in good operating condition. Tests shall be such that each item of control
equipment will function not less than five times.
After all wiring is completed and connected ready for operation but prior to placing systems
in service and before any branch circuit breakers are closed, insulation resistance tests shall
be made in all feeder and subfeeder circuits for systems 600 volts and less. The insulation
resistance between conductors and between such conductor and ground shall be measured.
Measurements shall be made with an instrument capable of making measurements at an
applied potential of 500 volts. Readings shall be taken after the voltage has been applied
for a minimum of one minute. The minimum insulation resistance for circuits of No. 12 AWG
conductors shall be 1,000,000 ohms. For circuits of No. 10 AWG or larger conductors, a
resistance based on the allowable capacity of the conductor shall be as follows:
Capacity
Resistance
25 through
50 amperes
250,000 ohms
51 through
100 amperes
100,000 ohms
101 through
200 amperes
100,000 ohms
201 through
400 amperes
25,000 ohms
401 through
800 amperes
12,000 ohms
Over 800 amperes
5,000 ohms
16-A-7

The grounding system shall be tested to assure continuity and compliance with the
requirement that ground resistances not exceed 25 ohms. Ground resistance measurements
of each ground rod shall be taken and certified by the Contractor. Upon completion of the
project, the Contractor shall submit to the Engineer the measured ground resistance of each
ground rod and grounding system, indicating the location of the rod and grounding system
as well as the resistance and soil conditions at the time the measurements were made.
Ground resistance measurements shall be made in normally dry weather not less than 48
hours after rainfall and with the ground under test isolated from other grounds. Ground
resistance shall also be measured from each piece of equipment to the ground electrode.
V. Cleanup:
At the end of the each work day, the Contractor shall remove from the structure all rubbish
and debris resulting from the electrical work.
At the completion of the work and before final acceptance, the Contractor shall clean all
spaces occupied by electrical equipment, clean all electrical equipment, apparatus,
appliances, and devices; and leave all such items in perfect working order ready for use.
W. Guarantee:
Before final acceptance of the work, the Contractor shall deliver three copies of a written
and signed guarantee to the Engineer. Guarantee shall cover all material, workmanship, and
the successful operation of all apparatus for a period of one year from date of final
acceptance. Guarantee shall agree to repair, or remove and replace, at no additional
expense to Owner, any part of the work, material, or apparatus which may show a defect
during the life of the guarantee provided such defect is, in the opinion of the Engineer, due
to imperfect material, apparatus or workmanship and not due to carelessness or improper
use. Guarantee shall be signed by Contractor and electrical installer.
X. Operating and Maintenance Instructions:
The Contractor shall compile and bind three sets of all manufacturer's instructions and
descriptive literature on all items of equipment furnished under this work. These instructions
shall be delivered to the Engineer for approval before plant construction is 50% complete.
Instruction shall include operating and testing procedures and a parts list of all equipment.
The Contractor shall instruct the Owner's personnel in the proper operation of all systems
and equipment. The front of the binder shall be titled "Electrical Operating and Maintenance
Instructions", with the name of the job and the firm name of the Contractor under the title.
The operating and maintenance instructions shall contain complete elementary wiring
diagrams for all equipment and installations provided by this Contractor. These elementary
diagrams shall have all connections identified with the same numbers that are required to
be on wire markers on the ends of all wires at terminations.
End Division 16-A

DIVISION 16 - ELECTRICAL
16-B: WIRING MATERIALS AND METHODS
A. General:
All wiring materials and methods shall be in accordance with the National Electrical Code.
B. Conduit - General:
Rigid Aluminum Conduit (RAC) shall be manufactured of 6063 alloy in temper designation
T-1. It shall be listed to UL 6A ""Standard for Electrical Rigid Metal Conduit — Aluminum, Red
Brass, and Stainless Steel', and manufactured to ANSI C80.5.
Rigid steel conduit (RGS) shall be standard weight, mild steel pipe, hot dipped galvanized,
sherardized or zinc -coated conforming to the requirements of ANSI C 80.1 and listed to UL
6A. PVC conduit shall be installed where routed in poured concrete. Exposed conduit shall
be PVC coated rigid steel (Rob Roy or Ocal), or aluminum.
Intermediate metal conduit (IMC) shall be galvanized and UL listed. Installation of
intermediate metal conduit shall be in accordance with Article 345 of the National Electrical
Code and UL General Information Card #DYBY. IMC shall not be installed in hazardous
areas.
Flexible conduit (FC) shall be galvanized steel, single strip, with a copper strip interwoven
and shall conform to UL-1.
Liquidtight flexible conduit (LFC) shall be galvanized steel, single strip, with a copper strip
interwoven and shall conform to UL-1. LFC shall have an extruded moisture and oil proof
PVC jacket. Watertight connectors shall be used with liquidtight flexible conduit.
Plastic conduit (PC) 2" or larger shall be polyvinyl chloride (PVC) and shall conform to NEMA
TC-8. PVC conduit for direct burial in earth shall be type DB. PVC conduit for concrete
encasement shall be type EB. Plastic conduit smaller than 2" shall be in accordance with
UL-651 "heavy -wall" for direct burial and "thin -wall" for concrete encasement. All plastic
conduit runs shall contain a green TW insulated copper grounding conductor sized in
accordance with the National Electrical Code.
Each length of conduit shall be stamped with the name and trademark of the manufacturer
and shall bear the Underwriter's label.
C. Conduit Installations — Project Specific:
For this project, all buried conduit shall be heavy duty PVC conduit with a minimum bury
depth of 24 inches below grade. All above ground and exterior exposed conduit shall be
rigid aluminum conduit. The transition from PVC conduit to aluminum (from conduits buried
or embedded in concrete to exposed conduits) shall be made using PVC coated rigid
aluminum conduit. Aluminum conduit shall not be in contact with concrete or with the earth.
All conduits to equipment and other items located on concrete slabs or pedestals shall be
16-B-1

embedded in the concrete, as noted on the plans. The embedded conduit shall be PVC. The
exposed conduit within the control building shall be rigid galvanized steel, except where it
is noted that intermediate metal conduit may be used.
Liquidtight flexible conduit shall be used for connections to motors and other equipment
subject to vibration. Flexible conduit shall be used for connections to recessed or semi -
recessed fixtures. Liquidtight flexible metal conduit shall be installed for final conduit
connections to dry type transformers, motors, and other equipment with rotating or
moving parts. Length of installed flexible conduit shall be a maximum of 48 inches. No
flexible metal conduit without the outer covering shall be used on the project. Refer to
the drawings for use of non-metallic flexible conduit.
Conduit shall be installed concealed unless otherwise indicated or specified. Conduit may
be run exposed on walls of equipment rooms and wire closets. On prefabricated water and
waste treatment plants and equipment, run conduit exposed and anchored to the structure.
Maintain a minimum distance of 6" from parallel runs of hot water pipes. For floor mounted
equipment, conduit may be run overhead and dropped down, where underfloor installation
is not practicable. Groups of conduit shall be uniformly spaced, where straight and at turns.
Conduit shall be cut with a hacksaw or an approved conduit -cutting machine and reamed
after threading to remove all burrs. Securely fasten conduit to outlets, junction and pull
boxes to effect firm electrical contact. Join conduit with approved couplings. Expansion
fittings shall be installed in conduit where it passes through structural expansion joints.
Trapped conduits shall be avoided. Plaster, dirt or trash shall be prevented from lodging in
conduits, boxes, fittings and equipment during construction. Clogged conduits shall be freed
of all obstructions.
Empty conduit system shall be provided as indicated and shall have pull wires installed. The
pull wire shall be No. 14 AWG zinc -coated steel, or of plastic having not less than 200 pound
tensile strength. No less than 12" of slack shall be left at each end of the pull wire.
All bends shall be made with standard conduit elbows or conduit bent to not less than the
same radius than a standard conduit elbow. Bends with kinks shall not be acceptable.
Conduit shall be supported every 8' and shall be installed parallel with or perpendicular to
walls, structural members, or intersections of vertical plans and ceilings with right angle
turns consisting of fittings or symmetrical bends. Conduits shall be supported within 1' of
all changes in direction. Supports shall be approved pipe straps, wall brackets, hangers or
ceiling trapeze. Perforated strap hangers will not be accepted. In no case shall conduit be
supported or fastened to other pipe or installed to prevent the ready removal of other pipe
for repairs. Fastenings shall be by wood screws to wood; by toggle bolts on hollow masonry
units; by expansion bolts on concrete or brick; by machine screws, welded threaded studs,
or spring tension clamps on steel work. Explosive -drive equipment may be used to make
connections where the use of this equipment complies with safety regulations. Wooden
plugs inserted in masonry and the use of nails as fastening media are prohibited. Threaded
C-clamps may be used on rigid steel conduit only.
16-B-2

Conduits or pipe straps shall not be welded to steel structures. The load applied to fasteners
shall not exceed 1/4 of the proof test load. Fasteners attached to concrete ceiling shall be
vibration and shock resistant. Holes cut to a depth of more than 1-1/2" in reinforced
concrete beams or to a depth of more than 3/4" in concrete joints shall not cut the main
reinforcing bars. Holes not used shall be filled. In partitions of light steel construction,
sheet -metal screws shall be used. Spring steel fasteners may only be used to support
lighting branch circuit conduits to structural steel members. Conduits shall be fastened to
all sheet -metal boxes and cabinets with two locknuts where required by the National
Electrical Code, where insulated bushings are used, and where bushings cannot be brought
into firm contact with the box. Locknuts shall be the type with sharp edges for digging into
the wall of metal enclosures. Bushings shall be installed on the ends of all conduits and
shall be of the insulating type where required by the National Electrical Code.
Conduit installed in concrete floor slabs or walls shall be located so as not to affect the
designed structural strength of the slabs. Conduit shall be installed within the middle one-
third of the concrete slab except where necessary to not disturb the reinforcement. Outside
diameter of conduit shall not exceed one-third of the concrete slab except where necessary
to keep from disturbing the reinforcement. Outside diameter of conduit shall not exceed
one-third of the slab thickness, and conduits shall be spaced not closer than three diameters
except at cabinet locations. Curved portions of bends shall not be visible above the finish
slab. Where embedded conduits cross expansion joints, suitable watertight expansion
fittings and bonding jumpers shall be provided. Conduit larger than one inch trade size shall
be parallel with or at right angles to the main reinforcement; when at right angles to the
reinforcement, the conduit shall be close to one of the supports of the slab. Conduits shall
not be stacked more than 2 diameters high in floor slabs. Where plastic conduit is installed
in or below floor slabs, or the concrete walls, bridges, or other structures of concrete basins
at water and waste treatment plants, a transformation from plastic conduit to steel conduit
shall be provided for each conduit using approved couplings. This transformation shall be
embedded in the concrete, and all stub -ups out of the concrete shall be rigid galvanized
steel conduit.
All conduits buried in the earth outside of the building shall have a minimum of 24" of cover
above the top of the conduit, or conduit encasement, if the conduit is noted to be encased
in concrete. Encasement shall be 3" thick all around the conduit. Concrete encasement shall
be reinforced where called for on the drawings. Joints in conduit shall be staggered so as
not to occur side by side. PVC shall be changed to metal conduit at the point where it leaves
the ground, with the transition to metal conduit occurring inside the concrete encasement.
No more than three 90 degree bends will be allowed in any one conduit run. Where more
bends are necessary, a conduit or pull box shall be installed. All bends in 1/2" and 3/4"
conduit shall be made with a conduit bender, and all larger sizes shall have machine bends.
Joints in threaded conduit shall be made up watertight with compound applied to male
threads only; and all field joints shall be cut square, reamed smooth, and properly threaded
to receive couplings. No running threads will be permitted. All conduit ends at switch and
outlet boxes shall be fitted with an approved lock nut and bushing forming an approved
16-B-3

tight bond with box when screwed up tightly in place.
D. Conduit Fittings:
Fittings for rigid metal conduit, nonmetallic conduit, and flexible metal conduit shall conform
to UL 467 and UL 514, as applicable. Fittings for electrical metallic tubing shall be raintight
and concrete tight and shall conform to UL 467 and UL 514, as applicable and be plated
steel hexagonal threaded compression type. Set screw or indenter type connectors shall
not be used. Fittings shall be of the same material and manufacture as the conduit. Fittings
for conduit installed in wet locations and underground shall provide a watertight joint.
Fittings for rigid conduit and intermediate metal conduit shall be threaded.
Sealing fittings or bushings of appropriate type shall be used where conduits pass from cold
areas, such as refrigerated rooms, into areas of normal atmosphere, or from hazardous
areas to areas of normal atmosphere. Fittings or bushings shall be installed in easily
accessible locations. Fittings and outlets shall be designed for Class I, Division 1 explosion -
proof installations where called for on the drawings and in hazardous areas unless otherwise
indicated.
Where conduits pass through building expansion joints, approved waterproof telescopic type
expansion fittings shall be used. Fittings shall be OZ type AX watertight and permit a
movement up to 4" and shall be equipped with approved bonding jumpers around or
through each fitting.
Bonding jumpers shall be by Appleton, Crouse -Hinds, or equal.
Conduit fittings, "condulets" shall be used on exposed conduit work for lighting and power
outlets, convenience outlets, telephone or signal outlets, changes in direction of conduit
runs and breaking around beams. "Condulets" shall be cast ferrous alloy, galvanized or
cadmium plated, as manufactured by Crouse -Hinds, Pyle, National, Killark, Appleton
Company, or equal. Covers and gaskets shall be furnished with the condulets, which shall
be of a design suitable for the purpose intended. In damp areas, the outside, condulets
shall be made watertight. Install all condulets with the covers accessible.
E. Outlet Boxes, Switch Boxes, and Small Junction and Pull Boxes:
Boxes shall conform to UL 514, except that boxes for hazardous locations shall conform to
UL requirements for the class and group indicated or specified. Boxes shall be provided in
the wiring or raceway systems wherever required for pulling of wires, making connections,
and mounting of devices or fixtures. Boxes for metallic raceways shall be of the cast metal
hub type when located in normally wet locations, when surface mounted on outside of
exterior surfaces, in hazardous areas, and when installed exposed up to 7' above interior
floors and walkways. Boxes in other locations shall be sheet steel. Boxes shall be sized and
installed according to the National Electrical Code. Boxes for use with raceway systems
shall not be less than 1-1/2" deep except where shallower boxes, required by structural
conditions, are approved. Boxes for other than lighting -fixture outlets shall be not less than
4" square except that 4" by 2" boxes may be used where only one raceway enters the
16-B-4

outlet. Boxes less than 4" for mounting lighting fixtures may be installed as required by
fixture configuration, as approved.
All lighting outlet boxes shall be hot dipped galvanized 4" octagon boxes as manufactured
by Appleton Electric Company, Steel City, Raco, or equal. Extension and plaster rings shall
be installed where required. Switch boxes for concealed wiring shall be hot dipped
galvanized standard steel switch boxes as manufactured by Appleton Electric Company,
Steel City, Raco, or equal. Where fixtures are to be mounted on the box, they shall have
suitable studs and supports for carrying the weight of the fixture. Boxes in finished walls
shall be flush mounted and have flush cover plates.
Where outlets occur in exposed masonry or tile construction, they shall be adjusted where
practical to occur in the nearest joint to the height specified or indicated.
In concrete, boxes shall be 4" concrete type.
Gang -switch and junction boxes not dimensioned, for concealed wiring, shall be hot dipped
galvanized 4" square boxes as manufactured by Appleton Electric Company, Steel City,
Raco, or equal.
Boxes for outlets, switches, receptacles, and for junction boxes used in the following
locations shall be cadmium -plated cast malleable iron type with threaded hubs and cover
gasket, Crouse -Hinds, Appleton, or equal.
1. Any exterior location.
2. Where exposed to rain.
3. In all surface mounted, exposed, conduit systems.
4. Where exposed to moisture laden atmosphere.
5. Where shown on the drawings.
Exposed boxes for use in Chlorine rooms and other chemical storage or pump rooms at
water and waste treatment plants shall be polyvinyl chloride coated cast iron as
manufactured by Appleton, Crouse -Hinds, or equal. No damage to the covering shall be
permitted.
Boxes with unused punched -out openings shall have the openings filled with proper
closures. Outlet boxes in lay -in acoustical tile ceilings shall be supported by bar hangers
anchored to the ceiling construction members without interference with adjacent tile
removal.
Where sizes of boxes are not shown on the drawings, the Contractor shall provide box sizes
in accordance with the National Electrical Code.
F. Larae Junction and Pull Boxes:
Where junction or pull box size exceeds the standard box sizes or where shown on the
drawings, boxes shall be provided as specified for large junction and pull boxes. Where box
16-B-5

size is not shown on the drawings, the Contractor shall provide box sizes in accordance with
the National Electrical Code.
Provide pull boxes or junction boxes in conduit runs where indicated or where required to
facilitate the pulling of wires or the making of connections. All pull boxes and junction boxes
except where cast iron boxes are specified or indicated shall be code size galvanized steel
and shall be provided with plain blank removable covers held in place with screws unless
otherwise shown; and covers of all boxes shall be accessible. Boxes shall be constructed of
12-gauge minimum hot rolled sheet steel and shall be hot dipped galvanized inside and
outside.
In damp and wet locations and where indicated on the drawings, cast iron junction boxes
shall be provided. Cast iron junction boxes shall be galvanized finish, OZ Russell & Stoll,
Crouse -Hinds, or equal. Gaskets shall be used where required.
Where large junction and pull boxes are recessed, the box covers shall be installed flush
with the surface.
Where large junction and pull boxes are surface mounted, install stainless steel standoffs to
provide a 1/4" air space between the back of the box and the mounting surface.
G. Other Outlets:
Floor outlets shall be adjustable concrete -tight, and each outlet shall consist of a cast metal
body with threaded openings for conduits, adjustable ring, brass flange ring, and cover plate
with 3/4" threaded plug. Each telephone outlet shall consist of a horizontal cast brass
housing with a one inch bushed side opening.
Outlets shall have provision to accommodate a ten wire telephone terminal block. Each
receptacle outlet shall consist of a horizontal cast brass housing with a duplex receptacle as
specified hereinafter. Gaskets shall be used where necessary to insure watertight
installation.
Conduits stubbed up through concrete floors for connections to free-standing equipment
shall be provided with an adjustable top or coupling threaded inside for plugs, set flush with
the finished floor. Wiring shall be extended in rigid threaded conduit to equipment, except
that where required, flexible conduit may be used 6" above the floor. Screwdriver operated
threaded flush plugs shall be installed in conduits from which no equipment connections are
made.
Where shown on drawings, provide 15 amp, 125 V duplex GFI receptacle with NEMA 5-15R
configuration, test and reset buttons. Provide feed -through type to protect additional outlets
installed on load side of device, Leviton No. 6195-I, General Electric No. TGTR115F, or
approved equal. Provide indoor or weatherproof wall plate as required, of stainless steel or
other approved material, to suit shape of GFI receptacle.
Pedestal -type floor -mounted or counter -mounted duplex receptacles; back and side wired,
rated 15 amp, 125 V, 3 W, grounding type, ivory, NEMA 5-15R complete with horizontal
16-B-6

design housing with threaded conduit fittings in base, with brushed aluminum finish
protected with clear enamel, and installed on suitable adjustable 4 in. flush floor or under
counter box. National Electric No. 830GC with National Electric No. 800 series or similar
box, Hubbell No. SC-3091 or SC-3092 with No. B-88 series or B-5501 series or similar box,
or approved equal.
Where outlets are shown near identified equipment furnished by this or other contractors,
it is the intent of the specifications and drawings that the outlet be located at the equipment
to be served. This Contractor shall coordinate the location of these outlets to be near the
final location of the equipment served whether placed correctly or incorrectly on the
drawings.
H. Wiring Troughs:
Rigid steel wiring troughs shall be square in shape, constructed of stainless steel, totally
enclosed with hinged cover or cover fastened with screws, and sized as indicated or as
required by NFPA 70. The wireway shall be provided complete with all necessary accessories
and fittings.
Where wiring troughs are indicated in damp or wet locations, provide NEMA 3R construction.
I. Surface Metal Raceway:
Surface metal raceway and fittings shall conform to UL 5 and shall be the two-piece painted
steel, totally -enclosed snap -cover type complete with all fittings and other items to make a
complete installation. Alternate receptacles shall be wired on different circuits. Receptacles
shall be spaced a minimum of one every 18", except where indicated otherwise. Surface
metal raceway and plug strips shall be complete with connectors, covers, entrance boxes,
end caps, grounding clips, and connectors and accessories as required to make a complete
installation.
J. Light Switches:
Lighting switches shall be Leviton, Hubbell, Pass, and Seymour or equal, and shall conform
to UL 20 and shall be "Specification Grade" quiet -operating flush toggle type for back and
side wiring, 15 amperes, 120-277, volts, AC only.
Leviton No. Hubbell No. Pass & Seymour No.
1201
1201
15AC1
Single Pole Brown
1201-I
1201-I
15AC1-I
Single Pole Ivory
1203
1203
15AC3
Three Way Brown
1203-I
1203-I
15AC3-I
Three Way Ivory
1204
1204
15AC4
Four Way Brown
1204-I
1204-I
15AC4-I
Four Way Ivory
Where indicated, provide switches identical to above except rated 20 amperes. Where
switches are to have pilot lights, the unit shall be Hubbell Unit 1277, Leviton 5226 or equal.
16-B-7

Switches for use in wet locations shall be installed in type "FS" boxes, fitted with a
weatherproof cover with gasket and with external operating handle integral with the cover.
K. Receptacle Outlets:
Convenience outlets shall be "Specification Grade" flush duplex ivory 0-wire grounding type,
for side and back wiring for #12 and #10 wire, rated 15 amp., 125 volts, NEMA 5-15R,
Leviton, 5262-I, Hubbell 5262-I, or equal, with screw -type terminals. Screwless pressure -
type terminals are not acceptable. Receptacles on emergency circuits shall be red color.
Where indicated or required by NFPA 70 for individual branch circuits, provide convenience
outlets identical to above except rated 20 amperes, NEMA configuration 5-20R.
Convenience outlets installed in wet locations shall be 15A, 125V duplex 3-wire grounding
type complete with cast metal double lift cover plate for Type "FS" cast metal boxes,
including gasket.
20A, 250V receptacles shall be duplex, 3-wire grounding type, side and back wired, NEMA
6-20R, Leviton No. 5462, Pass & Seymour, 6800, or Hubbell 5462, or equal.
30A, 125V receptacles shall 1-phase, single, 3-wire grounding type, black, NEMA 5-30R,
Leviton 5371, Hubbell 9308, or Pass & Seymour 5920, or equal.
30A, 125/250V receptacles shall be 1-phase, single, 4-wire grounding type, black, NEMA
14-30R, Leviton 278, Hubbell 9430, or Pass & Seymour 5744, or equal.
50A, 125/250V receptacles shall be 1 phase, single, 4-wire grounding type, black, NEMA
14-50-R, Leviton 279, Hubbell 9450, or Pass & Seymour 5754, or equal.
Ground fault circuit interrupter receptacle shall conform to UL 943, as applicable and shall
be the duplex receptacle feed -through type for mounting in a standard outlet box. The
device shall be capable of detecting a current leak of 5 milli -amperes.
Where receptacle is mounted in a wet location, provide single -gang, self -closing, corrosion -
resistant metal, weatherproof cover and gasket.
Some portable equipment is shown on the drawings with a cord and plug indicated. For
this equipment, the Contractor shall provide a plug -cap to match the receptacle and the
necessary heavy duty rubber covered 3, 4, or 5 wire cord of the required size and install the
plug caps thereon and attach to the equipment.
L. Device Plates:
All wiring devices in boxes shall be equipped with a steel plate of the required configuration.
Flush plates shall be brushed -finish type 430 stainless steel to suit the device to be covered
and shall be single or ganged in one piece where indicated and as shown on the plans,
Leviton, Hubbell, Bryant, Arrow -Hart, Pass & Seymour, General Electric, or equal. Beveled
16-B-8

edges of all flush plates shall be finish brushed to match the faces of plates. All flush plates
shall be of one manufacturer. All screws for fastening shall be stainless steel countersunk
machine screws. Plates shall be installed with all four edges in continuous contact with
finished wall surfaces without the use of mats or similar devices. Plaster fillings will not be
permitted. Plates shall be installed with an alignment tolerance of 1/16". The use of
sectional type device plates will not be permitted. Plates installed in wet locations shall be
gasketed.
Device plates for surface -type boxes shall be galvanized sheet steel designed for the
application.
Device plates for wet locations shall be cast metal with spring loaded covers as specified.
Device plates for single 30 Amp, 50 Amp, and 60 Amp receptacles shall be stainless steel
designed to fit the application.
M. Conductors:
Conductor sizes are expressed in American Wire Gage (AWG) or in circular mils. Minimum
conductor size shall be No. 12 AWG except control wires and cables shall be minimum No.
14 AWG. Wires No. 8 and larger shall be stranded. All secondary service, feeder, and
branch circuit wire and cable shall be single conductor, soft drawn copper wire with 600 volt
insulation, type THW or THWN. Wire and cable shall be as manufactured by Anaconda,
Paranite, General Cable, U. S. Rubber, Okonite, Phelps -Dodge, or equal.
All secondary service, feeder, branch and control circuit conductors shall be color -coded.
Conductor identification shall be provided within each enclosure where a tap,
splice, or termination is made. Conductor identification shall be by color coded
insulated conductors, plastic coated self -sticking printed markers, colored nylon
cable ties and plates, or heat -shrink type sleeves. Control circuit terminations
shall be properly identified. Colors to be used in coding shall be:
240 or 208 Volt, 3-Phase
Neutral -
White
Phase A
- Black
Phase B
- Red
Phase C
- Blue
Grounding Conductor - Green
120/240 Volt, 1-Phase System:
Neutral - White
X1 - Black
X2 - Red
Grounding Conductor — Green
480 Volt, 3 Phase System:
Neutral
- White
Phase A
- Brown
Phase B
- Orange
Phase C
- Yellow
Grounding Conductor -Green

Control circuit conductors shall be AWG #14 unless otherwise indicated,
stranded copper, red THWN insulation.
Conductors for grounding, bonding, and other uses requiring bare copper wire shall be solid
bare copper wire conforming to ASTM B1 for sizes No. 8 AWG and smaller and shall be
stranded bare copper wire conforming to ASTM B8, Class B, for sizes No. 6 AWG and larger.
Nonmetallic -sheathed cable shall be provided only where called for on the drawings.
Nonmetallic -sheathed cable shall be type NM or type OF conforming to UL 719. Nonmetallic -
sheathed cable shall be installed concealed behind ceiling or wall finish where practicable.
Cables shall be threaded through holes bored on the approximate centerline of wood
members; notching of end surfaces will not be permitted. Sleeves shall be provided through
concrete or masonry for threading cables. Exposed cables shall be installed parallel or at
right angles to walls or structural members. Exposed nonmetallic -sheathed cables less than
4' above floors shall be protected from mechanical injury by installation in conduit or tubing.
When nonmetallic -sheathed cable is used with metal stud construction, plastic stud
grommets shall be inserted in the studs at each point through which the cable passes.
Flexible cable for connection to movable equipment shall be heavy-duty type SO cord. The
cable shall have a green equipment ground conductor, in addition to the current carrying
conductors.
All branch circuit conductors run through fluorescent fixtures shall be type RHH or THHN
rated 900 C.
Splices and Terminations shall conform to UL 486. Tapes for splices and terminations shall
conform to UL 510. Connections in wires No. 10 AWG and smaller shall be made with
insulated pressure type connectors or wirenut type connectors. Splices for wires No. 8 AWG
and larger shall be made with a solderless connector. Splices and terminations shall be
made in outlet or junction boxes and shall be mechanically and electrically secure, using
proper thickness of tape. Mechanical connectors of every kind shall be taped. Splices and
terminations shall be covered with an insulation material equivalent to the conductor
insulation. Connections involving aluminum conductors shall utilize approved type fittings
and joint compound. Flashover or insulation value of joints shall be at least 100% in excess
of wire insulation. Terminal strips shall be used for interconnecting or splicing control cables,
communication cables and other conductors where called for on the drawings. These
terminal strips shall be of the proper voltage, properly labeled and mounted in a cabinet.
Make splices and taps for smaller than No. 6 AWG wire with Minnesota Mining Co.,
"Scotchlok" or "Hyflex" or Ideal "Wingnut" Insulated conical spring -type connectors. Make
splices and taps for No. 6 AWG wire and larger cable with approved solderless lugs and
screw -type connectors as manufactured by Penn Union, Thomas & Betts, or approved equal.
1. Use premium grade heat, cold, moisture and sunlight resistant vinyl electrical tape
for insulating connections. For connections of No. 8 AWG wire and smaller, use 7
mil vinyl electrical tape, 3M Scotch No. 33, Permacel No. 29, or approved equal. For
16-B-10

splices and taps of No. 66 AWG wire and larger, use 10 mil vinyl electrical tape, 3M
Scotch No. 22, Permacel No. 30, or approved equal. For connections made in cold
weather or in outdoor locations, use all-weather 8.5 mil thick vinyl electrical tape, 3M
Scotch No. 88, Permacel No. 295, or approved equal.
2. Do not make splices and taps with crimp or indenter -type connectors, except as
specified for control circuits landed on terminal strips.
Tape of proper color may be used to identify the phase conductors of the larger feeders
(larger than No. 6 AWG). Painting or taping will not be acceptable on conductors No. 6
AWG or smaller. All feeders, subfeeds to panels, motors, etc., shall be completely phased
out as to sequence and rotation. Phase sequence shall be A-B-C from rear to front, top to
bottom, or left to right when facing equipment.
N. Outlet and Equipment Locations:
Outlets must be centered with regard to paneling, furring, trim, etc. Where several outlets
occur in a room, they shall be symmetrically arranged. Any outlet which is improperly
located must be corrected at Contractor's expense. Outlets must be set plumb or horizontal
and shall extend to the finished surface of the wall, ceiling or floor as the case may be
without projecting beyond same. Receptacles, switches, etc., shown on wood trim, cases
or other fixtures shall be installed symmetrically on such trim or fixture and where necessary,
shall be set with the long dimension of the plate horizontal or shall be ganged in tandem.
Mounting heights above finished floor, or finished grade if applicable, for the below -named
items, to center, shall be as follows unless otherwise shown or indicated in these
specifications or on the drawings.
Single -pole and 3-way light switches, unless
otherwise noted 48"
Duplex receptacles in offices and corridors
14"
Duplex receptacles in mechanical equipment rooms 48"
Telephone outlets in offices 14"
Push button motor control stations 48"
Bracket lights above lavatories 6'-6"
Safety switches to center 54"
Panelboards to top 72"
Motor starters to center 54"
16-B-11

0. Installation:
Unless otherwise indicated, the wiring method shall be insulated conductors and cables
installed in conduit.
All power wiring for the connection of motors and control equipment as indicated on the
electrical drawings shall be provided under this section of the specification.
Suitable equipment shall be used to pull conductors through conduit, exercising due care to
avoid damage to insulation. Wires shall not be pulled through conduits before the conduit
system is complete and has been carefully freed from obstruction of any kind. Soapstone
or an approved compound may be employed to facilitate pulling wires. If aluminum
conductors are provided, care shall be used in making up joints and terminations. Surface
oxides shall be removed by cleaning with a wire brush or emery cloth. Joint compound shall
be used for connecting aluminum to aluminum. For connecting aluminum to copper,
connectors shall be the circumferentially compressed, metallurgically -bonded type.
Cable -pulling lubrication compound shall not contain petroleum or other products which wil
have a deteriorating effect on cable insulation.
Conduit for roof exhaust fans shall be installed through the fan housing with no conduit
showing exposed. Where weatherproof safety switches are shown on the drawings, they
shall be mounted on the outside of the housing of the fan. Enclosure shall be NEMA 4-
watertight cast metal or stainless steel type.
Neoprene -jacketed flexible galvanized steel conduit shall be used for all motor connections
and equipment. The connections shall be a maximum of 24" in length and used with proper
liquidtite connectors on both ends.
Obtain approved shop drawings showing wiring diagrams, connection diagrams, roughing -
in and hook-up details, for all equipment and comply therewith.
Conduit and wire installation in hazardous locations shall conform to the National Electrical
Code for Class 1, Division 2, Group D hazardous location unless indicated on the drawings
for another class, division, and group.
Home runs may be combined in one conduit, provided all connections are in accordance
with National Electrical Code requirements and the maximum unbalanced current in the
neutral does not exceed the capacity of the conductor; and the conductors are not required
to be derated to below circuit capacity.
Wire connections to terminals of disconnecting switches, starters, motors, panelboards and
similar connections shall be effected with mechanical connections.
Connections to the elevator shall include providing a circuit to the line terminals of the
elevator controller, a disconnect switch ahead of this controller in the circuit to it, an outlet
16-B-12

for control power, an outlet receptacle and work light at the mid height of the elevator shaft
and a work light and outlet receptacle in the elevator pit.
P. Grounding and Bondinci
Grounding and bonding equipment shall be in accordance with UL 467.
Ground rods shall be rolled to a commercially round shape from a welded copper -clad steel
manufactured by the molten -welding process or by the electro-formed process (molecularly
bonded). They shall have an ultimate tensile strength of 75,000 pounds per square inch
(psi) and an elastic limit of 49,000 psi. The rods shall be not less than 3/4" in diameter by
10' in length and shall have a hard, clean, smooth, continuous copper surface; and the
proportion of copper shall be uniform throughout the length of the rod. The copper shall
have a minimum wall thickness of 0.013" at any point on the rod.
All ground rods will be meggered in the presence of the engineer, and the maximum
resistance to ground of a driven ground rod shall not exceed 25 ohms under normally dry
conditions when checked with a ground rod megger. Where the resistance obtained with
one ground rod exceeds 25 ohms, additional ground rods shall be installed not less than 6'
on centers, or the ground rod shall be driven deeper until the maximum resistance is less
than 25 ohms.
All exposed non -current -carrying metallic parts of electrical equipment, metallic raceway
systems, grounding conductor of nonmetallic -sheathed cables, grounding conductor in
nonmetallic raceways and neutral conductor of wiring systems shall be grounded. The
ground connection shall be made at the main service equipment and shall be extended to
the point of entrance of the metallic water service. Connection to the water pipe shall be
made by a suitable ground clamp or lug connection to a plugged tee. If flanged pipes are
encountered, connection shall be made with the lug bolted to the street side of the flanged
connection. If there is no metallic water service to the building, ground connection shall be
made to driven ground rods on the exterior of the building. Where ground fault protection
is employed, care shall be taken so that the connection of ground and neutral does not
interfere with the correct operation of the fault protection.
A green -colored equipment grounding conductor, which shall be separate from the electrical
system neutral conductor shall be provided in all conduits. Provide green equipment
grounding conductor in all nonmetallic conduits whether indicated or not indicated. A main
telephone service equipment ground shall be provided. Each telephone ground shall consist
of a separate #6 AWG ground wire in conduit between the equipment and a readily
accessible grounding connection. The equipment end of the ground wire shall consist of a
coiled length at least twice as long as the terminal cabinet or backboard height.
Equipment grounds shall be solid and continuous from a connection at earth to all
distribution panelboards. Ground connections at panelboards, outlets, equipment, and
apparatus shall be made in an approved and permanent manner.
16-B-13

Each outside lighting standard shall be provided with a driven ground rod and shall be
grounded to the ground rod and also through or a separate grounding conductor to the
ground bus in the panelboard to which the lighting circuit is routed.
End Section 16-B
16-B-14

DIVISION 16 - ELECTRICAL
16-C: ELECTRICAL DISTRIBUTION EQUIPMENT
A. General:
All electrical distribution equipment shall conform to the applicable NEMA specification and
shall bear the Underwriters Label where the class of equipment is listed by UL.
B. Circuit Breaker Panelboards:
Panelboards shall be of the dead -front safety type suitable for operation on the voltage and
phase shown on the drawings. The panels shall have main lugs or main breaker and branch
circuits as scheduled. Branch circuits and mains shall be protected by thermal magnetic
ambient compensated quick make, quick break automatic, trip free air circuit breakers.
Bus withstand rating and circuit breaker interrupting rating shall be 10,000 symmetrical RMS
amperes minimum and greater where indicated.
Circuit breaker handles shall have three positions, "OFF", "ON", and "TRIPPED". When a
circuit breaker opens on overload or short circuit, the operating handle shall automatically
assume the "TRIPPED" position and shall thus clearly indicate the abnormal condition of the
circuit.
Panelboards shall conform to UL 67 and UL 50, as applicable. Special features such as
subfeed lugs, feed -through lugs, split bus, lighting contactors, extra -width gutters, etc., shall
be furnished when indicated or required.
An insulated neutral bus for each panel for connection of both feeder and branch circuit
neutral wires shall be provided. A separate ground bus, bonded to the steel cabinet, shall
be provided for each panel connection of all ground wires and shall be marked with a green
stripe along the front of the bus. Bus bars shall be copper and shall be securely fastened
to bases and shall not depend upon breakers for support. All main buses and back pans
shall be so designed that branch circuits may be changed without additional machining,
drilling, or tapping.
All breakers shall be designed to accept copper, copper -clad, and aluminum conductors.
Multipole circuit breakers shall be of the common -trip type having a single operating handle.
All multipole breakers shall be so designed that an overload in one pole automatically causes
all poles to open. Any three adjacent breaker poles shall be connected to Phases A, B, and
C, respectively and that same relationship of phase sequence shall be maintained. Complete
panelboard assembly shall be so designed that any individual breaker can be removed
without disturbing adjacent units or without loosening or removing supplemental insulation
supplied as a means of obtaining clearances and other requirements of the Underwriters'
Laboratories.
16-C-1

Circuit breaker units shall be operable in any position and removable from the front of the
panelboard without disturbing adjacent units. The panelboard shall be of such design that
a combination of one, two and three pole circuit breakers can be readily assembled in the
same panel. Tandem or half-size circuit breakers will not be accepted.
Where indicated, provide circuit breakers listed by UL for manual switching duty.
Bus bars shall be constructed of rectangular solid copper bars of the size required by latest
NEMA and UL standards, securely mounted and braced to give adequate short circuit
protection or to withstand short circuit current shown on the drawings. All connections to
bus bars shall be made through high conductive metal and shall be securely bolted.
Plug-in circuit breaker shall be provided only where indicated.
Ground fault circuit interrupting breaker shall be sized as indicated, shall conform to NEC,
shall be UL listed, and shall have a "Push -to -test" button and visible indication of a tripped
condition, and shall detect a current imbalance of approximately 5 milli -amperes.
Panelboards shall be mounted in enclosed cabinets consisting of a code gauge, sheet steel
box with trim and door. Box shall be manufactured from commercial galvanized sheet steel.
The trim shall be manufactured from one piece of full -finish sheet steel, not galvanized,
painted with two coats of paint, the first being a prime coat and the second a finish coat of
neutral gray lacquer.
Cabinets shall be 5-3/4" deep minimum unless otherwise indicated and of sufficient size to
allow gutter space of at least 4" on all sides around lighting panelboards and greater for
power panels. Trim shall be fastened to cabinet by means of approved adjustable clamps.
Trim shall have door equipped with chrome -plated combination lock and catch; two milled
keys being supplied with each lock. Locks shall be keyed alike, and directory frame shall be
provided on inside of door.
The Contractor shall identify all circuit locations in each respective panel as indicated and
shown on the drawings. Panels are identified on the drawings by alphabetical letters and
numerals with branch circuit breaker sizes and type indicated in the panel schedules or one -
line -diagram or electrical equipment schedules on the plans. The Contractor shall prepare a
typed circuit directory correctly identifying the destination and the item served by the circuit
breaker. This identification shall be typed on the directory beside the circuit breaker number
as it appears on the panelboard. Circuit numbers on the drawings shall not be accepted for
circuit breaker numbers. For lights and receptacles, the directory shall list all room numbers
served by the breaker. For individual branch circuits, the item name as it appears on the
electrical or mechanical drawings shall be listed. The completed directory shall be mounted
behind a protective plastic cover on the inside of the panelboard door. Any circuit mislabeled
shall be corrected by the Contractor before final acceptance.
16-C-2

Engraved non-metallic nameplates of phenolic materials shall be provided for each
panelboard, engraved with the panelboard designation as indicated. Panels shown exposed
to the weather shall be provided in NEMA 3R weatherproof enclosures supplied only by the
manufacturer of the panelboards. Where indicated, the weatherproof enclosure shall be
separate from the door and trim of the panelboard enclosed within.
Where conduits terminate in the top or sides of weatherproof enclosures, such terminations
shall be made with Myers type hubs or universal interchangeable hubs installed to prevent
the entry of water into the enclosure.
Main distribution panelboards shall be General Electric Co., type " CCB", Square D type "I"
Line, or approved equal.
Panelboards for 480 volt, 3 phase, 3 wire service or 277/480 volt, 3 phase, 4 wire service
shall be Square D type "I -Line", General Electric "Spectra Series", or approved equal.
Panelboards for 240 volt, 3 phase, 3 wire, 120/240 volt, 3 phase, 4 wire, 120/208 volt, 3
phase, 4 wire, or 120/240 volt, 1 phase, 3 wire service shall be Square D type "NQ", General
Electric type "A Series", or equal.
Provide light duty plug-in type load center panelboards only where indicated. Panel shall
be General Electric "Power Mark" series, Square D type "QO", or equal, and shall be supplied
in NEMA 3R weatherproof enclosure where exposed to the weather.
C. Safety Disconnect Switches:
Safety switches shall be type "HY heavy duty fusible, or non -fusible, single throw, or double
throw, quick make quick break, 2, 3, or 4 pole, 250 or 600 volt as required, NEMA Type 1
enclosure, and shall be as manufactured by Square D, General Electric, Westinghouse, or
equal. The switches shall be fused or non -fused as indicated on the drawings.
Weatherproof NEMA Class 3R safety switches shall be installed at all outside locations or
where indicated on the drawings, unless shown otherwise on the drawings.
Miscellaneous accessories for mounting the switches, including steel angles where required,
shall be furnished and installed.
Fused safety switches shall be complete with appropriately sized fuses for circuits controlled.
Switches serving as service disconnecting means shall be UL labeled as service entrance
switches.
Where switches are mounted outdoors and serve well pumps, sewage lift stations, sewage
monitoring stations, and elevated water tanks, provide a heavy machined brass padlock to
lock the switch cover closed. The Contractor shall keep the switch locked except when work
is being done in the switch. Turn over the padlock keys to the Owner when the project is
16-C-3

complete.
Switches serving motor loads shall be horsepower rated and provided in accordance with
N EC.
D. Fuses:
Fuses shall conform to NEMA FU-1 and UL 198. A complete set of fuses for all switches,
panels, bus plugs, control centers and switchgear shall be provided. Time current
characteristic curves of fuses serving motors or connected in series with circuit breakers
shall be coordinated for proper operation. Fuses shall have voltage rating not less than the
circuit voltage.
Cartridge fuses, dual -element time-lag type, shall be non-renewable with an interrupting
rating no less than 200,000 amperes. At 500 percent current, time-lag fuses shall not blow
in less than 10 seconds. Dual -element time-lag fuses shall be used for circuits rated in
excess of 30 amperes or 125 volts, except where current -limiting fuses are indicated.
Cartridge fuses, current -limiting type shall be non-renewable with a tested interrupting
capacity not less than 100,000 amperes. Fuse holders shall be of the type that will reject
all class H fuses.
Contractor shall furnish and install fuses of the various types as required with the continuous
ampere ratings as shown on the drawings.
Fuses shall be manufactured by Federal Pacific Electric, Buss, Chase Shawmut, or equal.
E. Motor Control Centers:
Not Applicable to this Project.
F. Separately Mounted Motor Starters:
Separately mounted magnetic motor starters shall be combination type with circuit breaker.
Starters shall be rated 480 volts, 3 pole, NEMA size 1 unless otherwise indicated. Provide
starters mounted indoors in NEMA 1 enclosure, and starters mounted outside NEMA 4,
stainless steel enclosures.
Provide manual reset overload relay in each phase sized in accordance with NEC. Provide
cover mounted control components as indicated. Starters shall be Cutler Hammer Type
A40, Westinghouse A206, Square D Class 8539, or equal, with all coils and controls for 120
volt operation.
Control transformers shall be provided in accordance with the specifications for control
transformers for motor control centers.
Provide ambient compensated overload relays where starter is located outdoors.
16-C-4

The Contractor is responsible for the provision of correct size overload heaters based on the
rating of the motor installed.
Unless otherwise indicated, the controls shown for the separately mounted motor starters
shall be mounted in the covers of the respective enclosures. Pushbuttons, selector switches,
and pilot lights shall be heavy duty, oil tight type with provisions to maintain the NEMA 4
ratings of starter enclosures. Nameplates indicating switch positions shall be provided for
each control switch. Pilot lights shall be incandescent type with integral voltage dropping
resistor.
G. Manual Motor Starters:
Manual motor starters shall be the toggle type, 120 volt, 1 phase, NEMA Size 1, General
Electric Company Type CR 101, Square D class 2510, or equal. Provide starters in NEMA 1
enclosures where mounted separately. Where starters are panel mounted provide a
stainless steel flush plate. The Contractor is responsible for the provision of correct size
overload heaters.
H. Individual Circuit Breakers:
Circuit breakers shall be the molded case type of the frame and trip rating noted on the
drawings in NEMA 1 enclosure unless noted otherwise. Circuit breakers shall be General
Electric, Square D, Westinghouse, or equal. All circuit breakers shall be calibrated for an
ambient temperature of 40 degrees centigrade, or ambient compensated where indicated.
I. Dry -Type Transformers:
Dry -type transformers shall be quiet design, air cooled, three phase, two winding type.
Three phase units 15-KVA size and above shall have one coil per phase.
Voltage rating shall be 480/208/120 volts wye, 60 cycle, unless otherwise indicated. The
KVA rating shall be as shown on the drawings. The transformers for 30-KVA and above
shall have four 2-1/2% FCBN taps and 2-above, shall be suitable for indoor service and
arranged for floor or wall mounting as shown on the drawings. Insulation for 30-KVA and
above shall be Class H with an average temperature rise not to exceed 150 degrees
centigrade based on forty degrees centigrade ambient at full load. Below 30-KVA, Class B,
F or H insulation and two 5% FCBN taps.
Transformer core -and -coil assemblies shall be mounted on rubber in shear vibration
dampeners. Rated sound level shall be not less than 5% below NEMA maximums.
All external wiring connections to units shall be made with flexible steel conduit having
connectors on each end.
Transformers shall meet the requirements of ANSI, NEMA, and IEEE standards, and shall
be General Electric, Square D, Westinghouse, or equal. Transformers shall be complete with
necessary mounting brackets or hangers and an enclosure shall be furnished suitable for
indoor or outdoor use, where indicated on the drawings.
16-C-5

I Power Centers:
Provide Square D type MPZ packaged assembly consisting of 480 V, 2 pole main circuit
breaker, 480-120/240 V transformer, and 120/240 V, 1 phase panelboard all in
weatherproof enclosure, where noted on the plans.
End Section 16-C
16-C-6

DIVISION 16 - ELECTRICAL
16-L: WIRE AND CABLE
A. General
Although such work is not specifically shown or specified, all supplementary or miscellaneous
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete,
and compatible installation shall be furnished and installed as part of this work.
All conductors except as otherwise noted on drawings shall be in copper and shall conform
to Underwriters' standards, marked in accordance with NEC requirements and the ICEA
where applicable. All conductors (cables, including conductor identifications) and other
components (copper, coating, stranding, insulation, jacket, and, where applicable, tape and
filler) shall meet the requirements specified and also the requirements of the latest revisions
of Insulated Cable Engineers Association (ICEA) Spec. No. S-66-524. The size of
conductors shall be based on American Wire Gauge (AWG) or circular mils.
Each insulated conductor shall be marked on the outer covering, giving voltage, type, and
size so that it can be readily identified after installation.
B. MATERIALS:
600 Volt Power and Control Cable:
All conductors are to be made of stranded soft annealed bare copper per ASTM B3.
Stranding shall be Class B.
The insulation shall be 900 C polyvinyl chloride (PVC) to the thickness required by UL for
Type THHN and THWN. A nylon sheath jacket shall be placed over the PVC insulation.
Control wire shall be number 14 AWG stranded unless otherwise noted.
All cable shall be UL listed Type TC for installation in conduit duct, tray, rack, or direct burial.
Cable for VFD output to motors shall be Belden, or approved equal, Cat. No. 29502, 29504, or
29505 as noted on the plans.
Instrumentation Cable:
Cable used in the instrumentation system shall be AWG #18, twisted shredded pair, with
overall outer covering.
16-L-1

C. Inspection:
Installer must examine the areas and conditions under which cable, wire, and connectors
are to be installed and notify the Contractor in writing of the conditions detrimental to the
proper and timely completion of the work. Do not proceed with the work until unsatisfactory
conditions have been corrected in a manner acceptable to the installer.
D. Installation:
Install electrical cable, wire, and connectors as indicated, in accordance with the
manufacturer's written instructions, the applicable requirements of NEC and the National
Electrical Contractors Association's "Standard of Installation", and in accordance with
recognized industry practices to insure that products serve the intended functions.
Pull conductors together where more than one is being installed in a raceway.
Use pulling compound or lubricant, when necessary; compound must not deteriorate
conductor and insulation.
Do not use a pulling means, including fish tape, cable, or rope which can damage the
raceway.
Install exposed cable, parallel and perpendicular to surface or exposed structural members
and follow the surface contours, where possible.
Conductor splices must be approved by Engineer before making.
Install splices and taps which have equivalent -or -better mechanical strength and insulation
as the conductor.
Use splice and tap connectors which are compatible with the conductor material.
E. Field Quality Control:
Prior to energization, check cable and wire for continuity of circuitry and for short circuits.
Correct malfunction when detected.
Subsequent to wire and cable hook-ups, energize circuitry and demonstrate functioning in
accordance with requirements.
F. Acceptance Tests:
Upon completion of any electrical installation by the Contractor and prior to acceptance by
the Engineer, the installation will be tested to insure its reliability and corrections will be
made where deficiencies are found.
These tests will be carried out by the Contractor in the presence of the Engineer and the
equipment manufacturer's engineers if applicable.
16-L-2

The Contractor will furnish skilled personnel who are familiar with the installation to perform
the tests and record the results.
Wire and cable rated 600 volt and of size 250 MCM and larger shall be tested for insulation
between conductors and ground with a 1000 volt megger. All other 600 V wire and cable
need to be tested only where damage is suspected.
All cables shall be disconnected from bus and equipment at each end before being tested.
All necessary safety precautions must be exercised during the tests.
A record shall be made of all tests and provided to the Engineer.
End Section 16-L
16-L-3

ENGINEERING CALCULATIONS

ENGINEERING CALCULATIONS FOR THE EXPANSION OF THE STATESIDE
WASTEWATER TREATMENT PLANT
PERMIT NO. WQ 0035809
TABLE OF CONTENTS
1. Process Calculations — Pages 1 through 10
2. Side Stream Equalization Basin Pump Selection Calculations
3. Sludae Storaae Calculations
Certification of Calculations: I hereby certify that the calculations listed above were
prepared by me or under my direct supervision, with the exception of 1. Process
Calculations. The Process Calculations were prepared by A3, the manufacturer/supplier
of the existing and proposed Membrane Filtration Systems. I have reviewed these
calculations and have determined that they are appropriate for the treatment
requirements of the Stateside Wastewater Treatment Plant.
CAA

A 3 U S--'A
T14117 Water and Wastewater Membranes
Job# 131
A3-USA, Inc 1350 Biddle Ave Westmoreland City, PA 15692

Process Summary
Influent & Effluent Parameters
450 mg/I
400 mg/I
350 mg/I
300 mg/I
250 mg/I
200 mg/1
150 mg/I
100 mg/I
50 mI
mg/l
BOD COD TSS
■ Influent 213 mg/I 426 mg/I 275 mg/I
■ Effluent 2.0 mg/I 25.6 mg/I 1.0 mg/I
■ Rem ova 1 99.1% 94.0% 99.6%
31,400 gal
13,240 gal
Average Flow: 104 gpm
Design Flow: 156 gpm
Aeration Flow Pressure
------------------------
EQ52 scfm 9.0 psi ;
!Sludge 73 scfm 9.0 psi
!Aerobic 178 scfm 9.0 psi
Membrane 181 scfm
--------8 4 psi
-----------------------------------
833 gpm
a.
P NH4 TN
7 mg/I 30 mg/I 63 mg/I
0.8 m g/I 0.3 m g/I 3.5 m g/I
88.5% 98.9% 94.4%
13,165 gal
313 gpm Internal Recycle
417 gpm External Recycle
521 gpm
Applied Options:
13,090 gal
PROCESS PARAMETERS
Sludge Age
29 d
Total Reactor Volume
52,771 gal
Total SOR
641 kgO2/d
MLSSin Anoxic /Aerobic Tank
11,818 mg/I
MLSS in Membrane Tank
14,958 mg/I
H RT
8 h
F/M RATIO (BOD)
0.054
F/M RATIO (COD)
0.108
Total Membrane Surface
-----------------------------------------------------------------
19,504 sf
521 gpm
NO
NO
13,277 gal
Effluent
103 gpm
1,701 gpd
169 I b/d
9/6/22

Mechanical Process Calculation
Quantity/
Volume per
Volume
Volume
Tank Dimensions
Length
Width
Dia.
Degree Height
Liquid level
Trains
train
Total
Total
Anaerob
0 .00 ft
.00 ft
.00 ft
0.0
.00 ft
.00 ft
gal
gal
0.0 m3
Anoxic
1 10.00 ft
10.00 ft
.00 ft
0.0
20.00 ft
17.70 ft
13,240 gal
13,240 gal
50.1 m3
Aerobic
1 10.00 ft
10.00 ft
.00 ft
0.0
20.00 ft
17.60 ft
13,165 gal
13,165 gal
49.8 m3
Anoxic II
1 10.00 ft
10.00 ft
.00 ft
0.0
20.00 ft
17.50 ft
13,090 gal
13,090 gal
49.5 m3
Aerobic / Anoxic (Hybrid)
0 .00 ft
.00 ft
.00 ft
0.0
.00 ft
.00 ft
gal
gal
0.0 m3
Membrane
1 10.00 ft
10.00 ft
.00 ft
0.0
20.00 ft
17.75 ft
13,277 gal
13,277 gal
50.3 m3
Sludge
1 21.50 ft
6.00 ft
.00 ft
0.0
20.00 ft
17.75 ft
17,127 gal
17,127 gal
64.8 m3
EQ
1 21.50 ft
11.00 ft
.00 ft
0.0
20.00 ft
17.75 ft
31,400 gal
31,400 gal
118.8 m3
Tank Design
Symbol Value
Units
Total process tank volume
52,771 gallons
Weir level
1.6 inches
Total process tank volumecaicuiated
49,320 gallons
Weir length
10.0 ft
Unaerated tank percentage
50 %
Velocity
1.20 fps
Total tank volume
101,299 gallons
Vertical tank
0
Membrane modules volume
1,975 gallons
Horz. Tank
0
F/Mused, BOD
0.054 kgBOD/kgMLSS
Diameter
4 ft
F/Mused, 00D
0.108 kgCOD/kgMLSS
30°% 25%
20°%
10°%
0%
RFC
Anaerob Anoxic
25% 25% 25%
0% Iff
Anoxicll Aerobic/Anoxic Aerobic Membrane
■Anaerob ■Anoxic ■Anoxicll ■Aerobic/Anoxic ■Aerobic ■Membrane
Process Volume Distribution

Air Flow Design
Symbol
Membrane
Aerobic
Sludge
EQ
Unit
Minimum air flow
QA,re
171
179
69
42
acfm / scfm
Chosen air flow - actual
QA, chosen
171
166
68
48
acfm
Chosen air flow - inlet
QA,chosen
308
302
124
88
m3/h
Chosen air flow - inlet
QA,chosen
181
178
73
52
scfm
Chosen air flow - piping
QA,chosen
115
110
4F
32
acfm
Pipe pressure
Pb
8.4
9.0
9.l
9.0
psi
Pipe losses
H
0.20
0.18
0.15
0.08
psi
Equivalent length in pipe looses
L,
350
350
200
feet
Pipe diameter
d
3.0
3.0
2.0
inches
Internal pipe diameter
d;
3.26
3.26
2.16
2.16
inches
Standard temperature
Ti
293
293
293
293
K
Pipe temperature
T2
333
336
336
336
K
Constant
f
0.02
0.02
0.03
0.03
-
Air velocity
v
33.1
31.6
29.6
21.0
fps
Atmospheric pressure
paj
14.6
14.6
14.6
14.6
psi
Absolute pressure
p2
23.0
23.6
23.6
23.6
psi
Pressure due to tank liquid level
powo,m
7.1
7.4
7.5
7.5
psi
Pressure due to aeration device
poWD
U.0
0.5
psi
rressure aue to pipe losses
PoWo,s
0.4
0.1
0.1
0.0
psi
plp"
Total pipe losses
pr
8.3
8.4
8.1
8.0
psi
Total pipe losses
pr
570.6
581.0
556.1
551.1
mbar
H = 9.82.10 8 • ( LPT2QA,chosen�
(p2d )s
0 027 0.283
f _ �0,029 • d, � _ p2
0148 T2 Tl
QA, chosen Y, j

Biological Process Calculation
Influent Charateristics
Symbol
Value Units
Influent Charateristics
Symbol
Value Units
Type of wastewater
municipal
NO3
NN03,i
0 mg/I
Temperature
T
15 °C
NH4
Na,i
30.0 mg/I
pH
-
7.2 -
TKN
NTKN,i
62.5 mg/I
H2CO3 alkalinity
Alki
315 mg/I as CaCO3
TP
Pi
6.9 mg/I
Site pressure / elevation
pa,i
14.6 psi
Dissolved Oxygen
S02,i
0.0 mg/I
Average daily flow
Qi
150,000 gpd
FSA fraction
fa/iKN,i
0.5 -
Peak daily flow
Qi, max,d
200,000 gpd
Fixed (inorganic) suspended solids
XFSS,i
47.5 mgTSS/I
Hourly peak flow
Qi, max,p
156 gpm
TSS concentration
STSS,i
275.0 mgTSS/I
Peak factor
-
1 -
Total BOD mass
FSBOD,i
120.9 kgBOD/d
Average daily flow
Qi
568 m3/d
Total COD mass
FSCOD,i
241.9 kgCOD/d
Max. monthly average daily flow
Qi, max,d
757 m3/d
Total NH4 mass
FSa,i
17.0 kgNH4/d
Hourly peak flow
Qi, max,h
35.5 m3/h
Total TKN mass
FSTKN,i
35.5 kgTKN/d
Total BOD
SBOD,i
213 mgBOD/I
Total P mass
FSP,i
3.9 kgP/d
Total COD
SCOD,i
426 mgCOD/I
COD/BOD ratio
-
2.00 -
Rapidly biodegradable COD
SS,i
107 mgCOD/I
Effluent Characteristics
Symbol
Value Units
Volitale fatty acids (VFA)
SVFA,I
16 mgCOD/I
Waste Sludge
FXt
169 Ib/d
Fermentable COD
SF,i
90 mgCOD/I
Waste Sludge
QW
1,701 gpd
Slowly biodegradable COD
SSS,i
230 mgCOD/I
Effluent BOD
SBOD,e
< 3 mgBOD/I
Biodegradable COD
Sbio,i
337 mgCOD/I
Effluent COD
SCOD,e
26 mgCOD/I
Soluble inert COD
SSIN,i
26 mgCOD/I
Effluent TSS
STSS,e
1.0 mgTSS/I
Particulate inert COD
SPIN,I
64 mgCOD/I
Effluent P
Pe
0.8 mgP/I
Effluent NH4
Na,e
0.3 mgN/I
Effluent NO3
NN03,e
0.0 mgN/I
Effluent TN (Nne + Nte)
Nt,e
3.5 mgN/I

Bioreactor Characteristics
symbol
Value units
Biological Oxygen Demand
symbol
Value units
Temperature
Tbio
15 °C
OD for synth & endo respiration (PAO)
FOPAO
0 kg02/d
Sludge retention time / Sludge age
SRT
d
OD for synth & endo respiration (OHO)
FOOHO
155 kg02/d
Reactor volume
VP,chosen
52,771 gallons
Mass carbonaceous oxygen demand
FOO
155 kg02/d
Reactor volume
VP,chosen
200 m3
Carbonaceous oxygen utilization rate
Oc
78% -
Reactor volume
VP,calc
49,320 gallons
Nitrification oxygen demand
FOn
126 kg02/d
Average MLSS concentration
XTss
mgTSS/l
Total oxygen demand
FOt
282 kg02/d
Food to microorganism ratio
F/MBOD,used
0.054 kgBOD/kgMLSS
Oxygen recovered by denitrification
FOd
79 kg02/d
Food to microorganism ratio
F/MCOD,used
0.108 kgCOD/kgMLSS
Net total oxygen demand (AOR)
FOtd
202 kg02/d
Membrane tank MLSS concentration
XM
14,958 mgTSS/l
Oxygen saturation @ operating temp.
cs
10.2 mg/l
Aerobic/Anoxic tank MLSS concentration
XBio
11,818 mgTSS/l
Desired oxygen level
cX
2.0 mg/l
Number of anaerobic zones
#AN
-
Transfer coefficient
a
0.40 -
Number of anoxic zones
#AO
-
Diffuser water depth
DWD
16.75 feet
Number of aerobic zones
#AE
-
Oxygen transfer efficiency
OTE
1.87 %
External recycle ratio
m
-
Standard total oxygen demand (SOR)
SOR
641 kg02/d
Internal recycle ratio
a
-
Required air flow
Qair
179 scfm
DO in m recycle
Om
m902/1
Oxygen requir. per volume & depth
OS
17.2 gO2/(Nm3*mD)
DO in a recycle
Oa
m902/1
Recycle ratio to anaerobic tank (PAO)
s
-
DO in s recycle
S02,s
m902/1
Nitrate on s recycle
SNO3,s
mg/l
TKN/COD ratio
fTKN/COD
0.147 mgTKN/mgCOD
Carbon source addition (Micro C)
BMicroC
Ib/d
Carbon source addition (Micro C)
SMicroC
0.00 gpd
Nominal hydraulic retention time
HRTn
8.4 h
Actual hydraulic retention time
HRTa
1.1 h

Membrane Module Design
Symbol
Value units
Permeate on cycle
To
minute
Permeate off cycle (relaxation)
Ts
minute
Effective membrane module surface
Am,eff
m2
Effective membrane module surface
Am,eff
813 ft2
Total number of membrane modules
NM
-
Total membrane module surface
Atotal
1,812 m2
Total membrane module surface
Atotal
19,504 ft2
Nominal average flux
Qave,n
16.3 Imh
Nominal monthly max. average flux
Qave,n,max,mo
21.8 Imh
Nominal peak flux (including duty cycles)
Qpeak,n
24.5 Imh
Average flux (excluding rest cycle)
Qave,n
7.7 gfd
iviommy max. average tiux (ex. rest
Qave,n,max,mo
10.3 gfd
rvrlal
Peak flux (including duty cycles)
Qpeak,n
11.5 gfd
iotai membrane module displacement
Vmodules
264 ft3
` ni
iotai membrane module displacement
Vm�aule�
1,975 gallons
ni
Aeration modules
A#
6 -
Membrane module aeration requirement
Qam
28.5 acfm
Total membrane modules aeration
Qam,total
171 acfm
Membrane diffuser water depth
DWDm
feet
Oxygen requirement per volume & depth
OS
13 902/(Nm3"mp)
Standard oxygen rate, membrane
SQRm
972 lbO2/d
narntinn
Standard oxygen rate, membrane
SQRm
445 kgO2/d
narntinn
✓ Patented, innovative A3's MaxFIowTM membrane
filtration modules manufactured in USA.
✓ The MaxFIowTM module "open channel design"
provides optimal biofilm control, minimizes the
quantity of chemical cleaning procedures and avoids
module clogging.
✓ The compact module design enables dual -stack and
triple -stack installations. It allows for a high membrane
packing density resulting in a small footprint and high
energy efficiency.
✓ Most existing conventional treatment plants can be
retrofitted with MaxFIowTM membranes due to the

Kinetic Constants
Yield coefficient OHO
Yield coefficient OHO,OBS
Fermentation rate at 200C
Temperature coefficient for kF,T
Fermentation rate at T
Endogenous respiration rate (decay)
Endogenous respiration rate T
Yield coefficient FSA
Nitri. pH sensitivity coefficient
Nitri. pH sensitivity coefficient
Nitri. pH sensitivity coefficient
Max. specific growth rate at 20°C
Max. spec. growth rate - Temp/pH
Half saturation coefficient
Half saturation coefficient - Temp
Endogenous respiration rate (decay)
Temperature coefficient for kF,T
Endogenous respiration rate T
Temperature sensitivity coefficient
Temperature sensitivity coefficient
Temperature sensitivity coefficient
Denitrification rates at 20°C
Denitrification rates at 20°C
Denitrification rates at 20°C
Denitrification rates
Denitrification rates
Denitrification rates
Yield coefficient PAO
Yield coefficient PAO
Endogenous respiration rate (decay)
Temperature coefficient for kF,T
Endogenous respiration rate T
Symbol
Value Units
YOHO
0.40 mgVSS/mgCOD
YOHO,obs
0.06 mgVSS/mgCOD
kF,20
0.06 m3/gVSSd
ekF
1.029 -
kF,T
0.05 m3/gVSSd
bOHO,20
gVSS/gVSSd
bOHO,T
0.21 gVSS/gVSSd
YA
0.10 mgVSS/mgFSA
Ki
1.13 -
Kmax
9.50 -
Kii
0.30 -
NAm
0.45 1/d
NAmTPH
0.25 1/d
Kn
mgFSA/I
K,T
0.42 mgFSA/I
bA
0.04 1/d
6n
1.123 -
IDAT
0.022 1/d
enkl
1.20 -
enk2
1.05 -
enk3
1.03 -
k1
0.70 -
k2
0.10 -
k3
0.08 -
k1T
0.281 -
k2T
0.079 -
k3T
0.069 -
YPAO
0.45 gAVSS/gCOD
YPAO,obs
0.20 gAVSS/gCOD
bPAo_20
0.04 gEVSS/gCOD
eb,PAO
1.029 -
bPAO,T
0.03 gEVSS/gVSSd
Stoichiometric Constants
COD/BOD ratio
Readily biodeg. org. fraction (RBCOD)
Non -biodegradable particulate COD
Non -biodegradable soluble COD
SVFA fraction of RBCOD
VSS/TSS of activated sludge
COD/VSS of activated sludge
True synthesis fraction
Endogenous residue fraction
ISS content of OHOs
Active fraction - VSS
Active fraction - TSS
Influent FSA fraction
Non-bio. soluble orgN fraction (inerts)
Non-bio. particulate orgN fraction
Permissible unaer. sludge mass fraction
Design unaerated sludge mass fraction
Minimum primary anoxic mass fraction
Primary anoxic mass fraction
Secondary anoxic mass fraction
Anaerobic mass fraction
Non-bio. particulate orgP fraction
Endogenous residue fraction
P fraction in active PAO mass
VSS/TSS ratio for PAO active mass
Ratio of P release /VFA uptake
Traction or rixea inorganic s. soiias or
POr)
P content of TSS
P content of VSS
TKN/COD ratio
Nitrogen content of active biomass
Symbol
Value Units
-
2.00 -
fs,COD
0.25 g/gTCOD
fPNb,COD
0.15 g/gTCOD
fSNb,COD
0.06 g/gTCOD
fSVFA,SSi
0.15 g/gCODss
fVT
0.63 mgVSS/mgTSS
fcv
1.48 kgCOD/kgVSS
fs°
0.57 -
fH/E,OHO
0.2 -
fiSS,OHO
0.15 -
favOHO
22% -
fat
14% -
fFSA, i
0.48 -
fSNb,N
0.05 -
fn
0.12 -
fxm
0.73 -
fxt
0.50 -
fxlmin
0.08 -
fx1
0.25 -
fx2
0.25 -
fAN
0.00 -
fP,XE,OHO
0.05 mgP/mgVSS
fXE,PAO
0.25 gEVSS/gAVSS
fP,PAO
0.38 gP/gAVSS
fVT, PAO
0.46 gVSS/gTSS
fPO4,REL
0.5 gP/gCOD
fFSS,PAO
1.3 gFSS/gAVSS
fP,TSS
0.057 gP/gTSS
fP,FSS,i
0.02 gP/gVSS
fns
0.15 mgTKN/mgCOD
fN,VSS
0.10 gN/gAVSS

Biological Mass Balance
Sludge age
Mixed liquor suspended solids
Readiable biodegradabe COD flux
Daily flux of VFAs
Daily flux of fermentable COD
Daily flux of biodegradable COD
Daily flux of particulate inert COD
Daily flux of fixed inorganic sus. solids
Influent particulate non-bio. COD
Mass nitrogen into sludge prod.
Mass of nitrate generated per day
VFAs stored by PAOs
Remaining biodegradable COD
Mass nitrifiers
Active biomass PAO
Endogenous active biomass PAO
Bio mass
Active organism mass
Endogenous residue mass
Non -biodegradable particulate mass
Volatile suspended solids mass
Inorganic suspended solid mass
Total suspended solids mass
Mass/Sludge TSS wasted
Mass/Sludge VSS wasted
Effluent COD
COD mass out (effluent and waste)
Mass/Sludge COD wasted
Symbol
Value Units
SRT
29 d
XTss
12,000 mgTSS/I
FSs,I
60 kgCOD/d
FSvFA,I
9 kgCOD/d
FSF,I
51 kgCOD/d
FSbio,i
191 kgCOD/d
FSPiN,i
36 kgCOD/d
FSiss,i
27 kgISS/d
FXvss,i
25 kgVSS/d
FNsludge
6 kgN/d
FNN03
28 kgN/d
FSs,PAO
0 kgCOD/d
FCODb,OHO
191 kgCOD/d
MXA
49 kgVSS
MXPAO
0 KgAVSS
MXE,PAO
0 kgEVSS
MXbio
317 kgVSS
MXOHO
317 kgVSS
MXE,OHO
383 kgVSS
MXIV
711 kgVSS
MXvss
1,410 kgVSS
MXTss
830 kgISS
MXTss
2,240 kgTSS
FXt
77 KgTSS/d
FXv
49 kgVSS/d
SCOD,e
26 mgCOD/I
FSCOD,e
15 kgCOD/d
FXCOD,s
72 kgCOD/d
Alkalinity Nitrification as CaCO3 (consumed)
Alkalinity Denitrification as CaCO3 (recovered)
Alkalinity of
Alkalinity inf
Alkalinity Alum (consumed)
Alkalinity Total
Alkalinity Added
Alkalinity Added
Density caustic solution (5oi)
Alkalinity recovered
Caustic needed
Caustic needed
AIkN�ri
AlkDenitri
Alke
Alki
AlkAlum
Alktotal
Alkadded
XAlkadded
Alkrecovered
MXTss -MXvss+MXvss
348 mg/I as CaCO3
175 mg/I as CaCO3
mg/I as CaCO3
315 mg/I as CaCO3
0.0 mg/I as CaCO3
142 mg/I as CaCO3
-42 mg/I as CaCO3
0 Ib/d
12.76 lb/gal
0.4 I bCaCO3/I b
0.0 Ib/d
0.0 gpd
MX.t ss
VP =
Xrss
_ MXTss
FXt SRT

N Removal
Symbol
Factor of safety
Sf
Nitrogen requirements
FNsynth
Nitrogen requirements
TKNi,synth
Influent non-bio. soluble organic N
Nnbios,i
Influent non-bio. particulate org. N
Nnbiop,i
Influent biodegradable organic N
Nbio,i
Effluent non-bio. soluble organic N
Nnbios,e
NH4 concentration avail. for nitri.
Nan
Effluent ammonia
Na,e
Effluent TKN
NTKN,e
N concentration into sludge prod.
Ns
Nitrification capacity
Nc
Denitrification potential RBCOD
Dp1RBCOD
Denitrification potential SBCOD
Dp1SBCOD
Denitrification potential RBCOD
Dp3RBCOD
Denitrification potential SBCOD
Dp3SBCOD
Minimum sludge age for nitri.
SRTm
Denitrification potential primary tank
Dpi
Denitrification potential secondary tank
Dp3
Denitri. potential recycle rate (fXm = fxdm)
Dp.
Effluent nitrate
NN03,e
Effluent nitrate @ fxdm & recycle rate
NN03,e*
Value Units
P Removal
Symbol
Value
Units
-
COD lost in anaerobic reatcor
SF,ANn
0.0
gCOD/m3
5 kgN/d
COD lost in anaerobic reatcor
SF,ANn'
0.0
gCOD/m3
8.57 gN/m3
Fermentable COD for AN reactor
SF,I,conv
0.0
gCOD/m3
3.125 mgN/l
DO in influent
S02,i
0.0
m902/1
5.2 mgN/l
PO4 release AN reactor
SP04,rel
0.0
gP/m3
29.4 mgN/l
P removal by PAOs
APPAO
0.0
gP/m3
3.125 mgN/l
P removal by OHOs
APOHO
1.0
gP/m3
49.1 mgN/l
P removal by endgeneous biomass
APXE
1.2
gP/m3
0.3 mgN/l
P removal by influent inert mass
APXI
2.2
gp/m3
3.5 mgN/l
P into sludge production
PS
4.9
gp/M3
10.3 mgN/l
Potential P removal by system
APSYS,POT
9.2
gP/m3
48.8 mgN/l
Actual P removal by system
APSYS,ACT
6.9
gP/m3
15.1 mgNO3-N/l
Effluent particulate P from TSS
XP,e
0.1
gP/m3
11.1 mgNO3-N/l
Influent total P
Pi
6.9
gP/m3
0.0 mgNO3-N/l
Effluent total P
Pe*
0.1
gP/m3
9.6 mgNO3-N/l
P precipitated
Pprec
0.0
mgP/l
9.6 d
Precipitation chemical
BAlum
0.0
Ib/d
26.1 mgN/l
Precipitation chemical
Solution
0.0
gal/d
9.6 mgN/l
Density Alum
ZAL3+
0.100
IbAL/Ibprec
42.7 mgN/l
Density Iron
ZFE3+
0.077
IbFE/lbprec
0.0 mgN/l
Alum efficiency
-
40.0
g/kg
6.1 mgN/l
Chemical precipitation sludge
-
0.0
Ib/d

STATESIDE WWTP FLOW EQUALIZATION PUMP CALCULATIONS
Plant capacity is 150,000 GPD ADF 104 GPM
Theoretical peak flow - 2.5 times ADF = 2.5*150,000 = 260 GPM
Assume worst case - need to pump from secondary (new) flow equalization tank
to the primary tank at peak flow rate of 260 gpm. Select pump on this basis,
with the secondary tank at maximum level.
Use 4" Ductile iron pipe for Force Main
Eq.Pump Sta. Pipe Length Associated w/1 Pump Operating
Pipe Fitting/Valves with flow when one pump
is operating
Equiv.
Length of
4 inch
pipe
90 linear feet of 4 inch pipe pump to discharge
90
One 4 inch swing check valve
26
One 4 inch gate or plug valve
4
Seven Four 4 inch by 90 deg bend 10.2 x 7
71
One 4 inch tee -side out
21
One 4 inch by 45 deg bend
5
Total Equivalent Length (in LF) of 4 piping
associated with one pump:
217
Total Equivalent Length of 4" force main = 217 LF
Elevation difference from the discharge into the primary FE tank and
the HW level in secondary FE tank is 7.0 feet.
Static head: 7.0 feet
Page 1 of 3

SYSTEM HEAD CURVE FOR SECONDARY FE
TANK PUMPS
(System head based on high water level in 2nd FE)
C=100
FLOW
(GPM)
FRICTION
LOSS/100-
(FT/100-)
FRICTION
LOSS
(FEET)
MINIMUM
STATIC
HEAD
Feet
TOTAL
DYNAMIC
HEAD (ft)
0
0.00
0.0
7.0
7.0
100
1.23
2.7
7.0
9.7
150
2.60
5.6
7.0
12.6
200
4.43
9.6
7.0
16.6
260
7.20
15.6
7.0
22.6
300
9.38
20.4
7.0
27.4
350
12.47
27.1
7.0
34.1
SYSTEM HEAD CURVE FOR SECONDARY FE
TANK PUMPS
(System head based on low water level in 2nd FE)
C=140
FLOW
(GPM)
FRICTION
LOSS/100-
(FT/100-)
FRICTION
LOSS
(FEET)
MAXIMUM
STATIC
HEAD
Feet
TOTAL
DYNAMIC
HEAD (ft)
0
0.00
0.0
14.0
14.0
100
1.23
2.7
14.0
16.7
150
2.60
5.6
14.0
19.6
200
4.43
9.6
14.0
23.6
250
6.69
14.5
14.0
28.5
300
9.38
20.4
14.0
34.4
350
12.47
27.1
14.0
41.1
Selected pump will return flow at a rate between 254 and 290 gpm, depending on
the water level in the secondary FE tank. See the selected pump curve on the
following page.
Page 2 of 3

Curve number
Reference curve
XFP80C-CB 60HZ
Density vlscosrty
62.31 Ib/ft3 1.077E-5 ftzls
Flow Head
289.2 US g.p.m 26.8 ft
F
M.
Wet well installation with pedestal
Pump performance curves SULZER
XFP 80C CB1 60HZ (wet pit)
Test Standard
ISO 9906, HI 11.6114.6510M
Shaft pow er Power input
3.23 hp �3.54 hp
Discharge
DN80
Rated speed
1757 rpm
Rated pow er P2 Hyd. efficiency
3.75 hp 60.8 %
Frequency
60 Hz
Date
NPSH
7.53 ft
Impeller size N' of vanes impeller Solid size Revision
6 11116 inch 1 Contrablock Plus impeller, 1 vane 3 inch
Page 3 of 3

SLUDGE STORAGE CALCULATIONS FOR STATESIDE WWTP
The Process Calculations indicate the daily waste sludge production for a treatment plant
flow of 0.15 MGD would be 169 pounds per day of dry solids. The liquid quantity would
be 1,701 gallons per day, which indicates a solids concentration of 11,927 mg/I (1.19%
solids concentration).
The waste solids will be taken from the membrane tank by the waste sludge pump and
transferred to the waste sludge holding tank. The sludge will be further thickened in the
sludge holding tank by periodically decanting supernatant from the settled sludge, and
pumping the supernatant to the flow equalization basin as is currently done.
The existing sludge holding tank has a permitted volume of 28,951 gallons. If the sludge
is thickened to a solids concentration of 2.5%:
169 pounds/day - 2.5% - 8.33 pounds/gallon = 812 gallons per day
28,951 gallons of storage volume - 812 gpd = 35.6 days
This storage volume exceeds the required minimum of 30 days of storage at the permitted
flow.

SITE MAP

/
� 1
' ( I
\6A i I
DOWNGRADIENT
MONITORING WELL
LAT.: 34°5252.12"N I `�
LONG.: 77'28147.67"W
E � e
UPGRADIENT
MONITORING WELL—
LAT: 34°52'45.78 "N
LONG.: 77`28'49.58 "W
TREATMENT
PLANT
I
I
I
1
COMPLIANCE BOUNDARY
1`; _ REVIEW B Y
INFILTRATION
BASIN #5
41
I
i I
i I
1 ,
I ,
I ,
l /
50'.
a
DOWNGRADIENT
�:;-=�_..<<:.
IT
MON ORING WELL
LAT.: 34°52'47.51'N
<-
LONG.: 77'28'44.90"W
v
PROPERTY LINE
: (T YP J
Ja 3
1
\
LEGEND
— c — c — c — COMPLIANCE BOUNDARY
— R — R — R — REVIEW BOUNDARY
OO MONITORING WELL
i
2
SITE SOILS WERE
EVALUATED AND MAPPED
AS ONSLOW LOAMY FINE
SAND.
15A NCAC 02T .0704(d)
SITE MAP 1 OF 2
FOR
STATESIDE WWTP
OLD NORTH STATE WATER
COMPANY, LLC
GRAPHIC SCALE
200 0 100 200 400
( IN FEET)

UPGRADIENT
MONITORING WELL—
LAT.: 34`52'45.78 "N
LONG.: 77°28'49.58 "W
I I
' I I
DOWNGRADIENT I J
MONITORING WELL
LAT: 34`52'52.12
LONG.: 77°28'47.67"W
i
i
TREATMENT
PLANT
LEGEND
i
' = —5oo-5oo-5oo— 500 FOOT SETBACK LINE
r
1—400-400-400— 400 FOOT SETBACK LINE
200-200-200- 200 FOOT SETBACK LINE
t
—,00—,00—,00—100 FOOT SETBACK LINE
�
—50-50-50— 50 FOOT SETBACK LINE
`�' 0• MONITORING WELL
SETBACKS PER
I
15A NCAC 02T .0706
I �
L:.
l 50' FROM INFILTRATION SITES TO:
• SURFACE WATER DIVERSIONS
\ • PUBLIC RIGHTS OF WAY
• SURFACE WATERS
L G.W. LOWERING DITCHES
• SUBSURFACE G.W. LOWERING
DRAINAGE SYSTEMS
INFILTRATION 100' FROM INFILTRATION SITES TO:
BASIN #5 • WELLS (EXCLUDING MONITORING WELLS)
' ' • SWIMMING POOLS
,: -- • WATER SUPPLY SOURCE
I
I I
I
I
DOWNGRADIENT
MONITORING WELL
LAT: 34°52'47.51 "N
LONG.: 77`28'44.90 "W
200' FROM INFILTRATION SITES TO.-
0 PROPERTY LINES
-0 HABITABLE RESIDENCE/PUBLIC
tom. ASSEMBLY PLACE THAT IS
PART OF PROJECT SITE
400' FROM INFILTRATION SITES TO:
• HABITABLE RESIDENCE/PUBLIC
ASSEMBLY PLACE THAT IS NOT
PART OF PROJECT SITE
500' FROM INFILTRATION SITES TO:
• IMPOUNDED OR SHALLOW G.W.
PUBLIC WATER SUPPLIES
15A NCAC 02T .0704(d)
SITE MAP 2 OF 2
FOR
STATESIDE WWTP
OLD NORTH STATE WATER
COMPANY, LLC
GRAPHIC SCALE
200 0 100 200 400
( IN FEET )

POWER RELIABILITY PLAN

Project name: Stateside WWTP
Customer's name:
Customer contact:
Voltage:
Phase:
Frequency:
Alt. Temp. Rise Duty
Qty of Gensets:
Fuel type:
Country :
277/480
3
60Hz
130°C Standby @40C
1
Diesel
United States
Running kW:
63.87
Running kVA:
74.50
Running P.F.:
0.86
Application:
Emissions Requirement:
Altitude:
Max. Ambient Temp.:
Min. Genset Loading:
Max. Genset Loading
Construction
Stationary emergency
(US EPA)
200 Feet
95 Degrees F
25
90
Max. Starting kW: 67.37 in step 4
Max. Starting kVA: 109.42 in step 4
Generator selection
Genset Model:
10OREOZJF
4R9X
Rated kW:
Alternator:
Engine:
4045HF2851
Alternator Leads:
12
Site Alt / Temp De -
Emission level:
EPA Tier 3
Alt. Starting kVA at
385.00
Rated kW:
35% V dip:
UL 2200 Certified
BHP:
158.00
Cal Alt Temp rise
80C
Displacement:
276.00
with site loads:
RPM:
1800
Excitation System :
PMG
Voltage Dip Limit: 25.00 % Calculated Voltage Dip:
Frequency Dip Limit: 10.00 % Calculated Frequency Dip:
Harmonic Distortion 10.00 % Calculated Harmonic
Limit: _ Distortion:
Calculated Genset % Loaded:
Report prepared by: John Phillips
100.00
99.00
17.29
9.69
8.33
64.52
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the
installation. Kohler Co. reserves the right to change design or specifications without notice and without any obligation or I iability whatsoever. Kohler Co. expressly disclaims any responsibility
for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
1

NOTE: EXISTING STANDBY POWER GENERATOR IS A 175 KW
UNIT. THIS REPORT CONFIRMS THE CURRENT AND PROPOSED
MOTOR LOADS COULD BE SERVED BY A 100 KW GENERATOR,
INDICATING THE EXISTING 175 KW UNIT IS SUFFICIENT TO
MEET THE RELIABILITY REQUIREMENTS.
Report prepared by: John Phillips
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the
installation. Kohler Co. reserves the right to change design or specifications without notice and without any obligation or I iabi Iity whatsoever. Kohler Co. expressly disclaims any responsibility
for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
2

Model : 100REOZJF, Alternator : 4R9X
Load Profile
Step # 1
Qty
Run
Start
Volt Dip
Freq Dip
Volt.
%
%
Dist. %
kW I kVA PF
kW I kVA PF
Misc. Linear Load
1
5.00
5.00
1.00
5.00
5.00
1.00
Miscellaneous Loads -
Lights, UV, and Screen
3 Phase
1
14.37
15.97
0.90
14.37
15.97
0.90
Motor
Aeration Blower 1
15.00 HP
3 Phase
Motor code: G
Loaded
NEMA Design
VFD
Step Total
19.37
20.59
0.94
19.37
20.59
0.94
2.85
1.01
3.72
Cum.Total
19.37
20.59
0.94
0.00%
-0.50%
-1.00%
-1.50%
-2.00%
-2.50%
3.00%
—Voltage —Frequency
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the installation. Kohler Co. resewest he right to change design or
specifications without notice and without any obligation or liability whatsoever. Kohler Co. expressly disclaims any responsibility for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024

Step # 2
Motor
Aeration Blower 2
15.00 HP
3 Phase
Motor code: G
Loaded
NEMA Design
across the line
Step Total
Cunn.Total
0.00%
-2.00%
-4.00%
-6-00%
-8.00%
-10.00%
-12.00%
— Voltage — Frequency
Qty Run Start Volt Dip Freq Dip Volt. I
% % Dist. %
kW kVA PF kW kVA PF
1 12.94 16.44 0.79 41.95 1 89.25 0.47
12.94 I 16.44 I 0.79 I 41.95 I 89.25 I 0.47 I 11.34 I 1.78 I 3.72
32.31 36.56 0.88
hn Phillips
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the installation. Kohler Co. resewest he right to change design or
specifications without notice and without any obligation or liability whatsoever. Kohler Co. expressly disclaims any responsibility for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
4

Step # 3
Motor
EQ. & Sludge Blower
10.00 HP
3 Phase
Motor code: G
Loaded
NEMA Design
VFD
Step Total
Cum.Total
0.00%
-0.50%
-1.00%
-1.50%
2.00%
— Voltage — Frequency
MY Run Start Volt Dip Freq Dip Volt.
% % Dist.
kW kVA PF kW kVA PF
1 9.75 10.84 0.90 9.75 1 10.84 0.90
9.75 I 10.84 I 0.90 I 9.75 I 10.84 I 0.90 I 1.80 I 1.09 I 6.24
42.06 47.39 0.89
hn Phillips
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the installation. Kohler Co. resewest he right to change design or
specifications without notice and without any obligation or liability whatsoever. Kohler Co. expressly disclaims any responsibility for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
5

Step # 4
Motor
Permeate Pump 1
4.00 HP
3 Phase
Motor code: H
Loaded
NEMA Design
VFD
Motor
Permeate Pump 2
4.00 HP
3 Phase
Motor code: H
Loaded
NEMA Design
_VFD _
Motor
EQ Pump 1
1.75 HP
3 Phase
Motor code: K
Loaded
NEMA Design
across the line
Motor
EQ Pump 2
3.75 HP
3 Phase
Motor code: H
Loaded
NEMA Design
across the line
Qty Run Start Volt Dip Freq Dip Volt.
% % Dist.
kW kVA PF kW kVA PF
1 4.04 4.49 1 0.90 4.04 1 4.49 0.90
1 1 4.04 1 4.49 1 0.90 1 4.04 1 4.49 1 0.90
1 1 1.67 1 2.36 1 0.71 1 9.07 1 14.88 1 0.61
1 1 3.50 1 4.73 1 0.74 1 14.57 1 25.13 1 0.58
0.00%
-2.00%
-4 00%
-6 00%
-8.00%
-10.00%
-12.00%
-14.00%
-16 00%
-18.00%
20.00%
— Voltage — Frequency
hn Phillips
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the installation. Kohler Co. resewest he right to change design or
specifications without notice and without any obligation or liability whatsoever. Kohler Co. expressly disclaims any responsibility for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
6

Step # 4
Motor
Anoxic Mixer 1
2.70 HP
3 Phase
Motor code: H
Loaded
NEMA Design
across the line
Motor
Recirculation Pump
3.50 HP
3 Phase
Motor code: H
Loaded
NEMA Design
across the line
Air Conditioning
Air Conditioner
3 Phase
across the line
Step Total
Cum.Total
Grand Total
Qty Run Start Volt Dip Freq Dip Volt. I
% % Dist. %
kW kVA PF kW kVA PF
1 2.52 3.40 0.74 10.49 1 18.09 0.58
1 1 3.26 1 4.41 1 0.74 1 13.60 1 23.45 1 0.58
1 1 2.77 1 3.74 1 0.74 1 11.54 1 19.90 1 0.58
21.81 27.36 0.80 67.37 109.42 1 0.62
63.87 74.50 0.86
63.87 74.50 0.86
17.29 9.69 8.33
17.29 9.69 8.33
hn Phillips
The analysis provided from Power Solutions Center are for reference only. The installer must work with the local distributor and technician to confirm actual requirements when planning the installation. Kohler Co. resewest he right to change design or
specifications without notice and without any obligation or liability whatsoever. Kohler Co. expressly disclaims any responsibility for consequential damages.
Software version: 1.0045.7.60 Tuesday, March 19, 2024
7

0&M PLAN

STATESIDE WWTP OPERATIONS AND MAINTENANCE PLAN SUPPLEMENT
FOR THE ADDITION OF THE SIDE STREAM FLOW EQUALIZATION SYSTEM
The expansion of the Stateside WWTP from 100,000 gpd to 150,000 gpd will utilize the
same 0&M procedures as the capacity increase is achieved with the addition of two
membrane stacks, identical to the original four membrane stacks. The only change in the
treatment process is the addition of an 18,000 gallon side stream flow equalization tank
with duplex pumps. The existing flow equalization tank volume of 28,951 gallons is to be
supplemented by the addition of the 18,000 gallon steel tank. The added tank will be a
side -stream" equalization tank that will only be used when the capacity of the existing tank
is inadequate to equalize the influent peak flow periods. An overflow pipe from the existing
flow equalization (FE) tank will convey the excess flow to the steel tank when the existing
FE tank is filled. The steel tank has aeration system piping and diffusers, and will accumulate
the excess flow. When the level in the existing FE tank declines, as sensed by float switches,
the transfer pumps in the steel tank will begin to return the accumulated wastewater to the
existing FE tank, and from that tank flow will be transferred into the treatment plant via the
existing FE tank pump. The transfer pumps will continue to operate until the steel tank has
been emptied. Should the steel tank be filled to a point that it can no longer accept overflow
from the existing FE tank, a motor actuated valve in the overflow piping will close. This will
cause the existing FE tank to fill to a level where a second overflow pipe will convey
wastewater directly to Anoxic Zone No.1, the first stage of the treatment process, via gravity
flow.
The duplex transfer pumps shall be Sulzer model XFP 80C CB1 (oil filled), rated for 250 gpm
at 28.9 feet total dynamic head. The pumps shall each have a 3.75 HP motor operating at
1,750 rpm and rated for a 460V, three phase power supply. (TO BE CONFIRMED DURING
CONSTRUCTION). These pumps should be removed from the basin annually and have the
oil checked/changed as directed by the pump manufacturer's 0&M manual.
The motor actuated 4-inch eccentric plug valve is a Dezurik eccentric plug valve (TO BE
CONFIRMED DURING CONSTRUCTION). The motor actuator is mounted on the valve
bonnet, and has a NEMA 4 rating for exterior installation in direct sunlight. The actuator
is rated for 120V, single phase power supply, and provides Open -Close operation of the
valve. Speed from Open to Close shall be 30 seconds. Actuator has a Local -Off -Remote
selector switch, Open -Close pilot lights, Open -Close -Stop pushbuttons, space heater,
visual position indicator, terminals for remote indication of Open -Closed status, and a
manual override handwheel. The motor actuator gear box should be lubricated per the
manufacturer's 0&M manual.
The Transfer Pump Control Panel has a main breaker, with the operating handle extending
through the panel inner door. All disconnect switches, control switches, reset buttons,
Page 1 of 3

indicating lights, and other control features shall be located through the panel inner door
and be operable with the inner door closed. Only qualified personnel should open the
inner door, and only after the main breaker has been switched ""Off".
Each pump has thermal switches in the windings of each pump motor. The controls will
interrupt the control power to the pump starter to stop the pump when one of the thermal
switches opens. The panel also has pilot lights in the panel door to indicate the high
motor temperature conditions. If a thermal switch opens, the relay that causes that pump
to stop shall maintain power to its coil until it is manually reset through an "Overtemp
Reset" pushbutton in the panel door.
The float switches are powered through intrinsically safe relays. These relays provide
contact closures as required to start and stop the pumps.
The electrical probe sensor in the moisture sensing chamber in each pump will detect
seal leakage. When moisture is detected, relays will illuminate a warning light in the
inner door of the panel.
Elapsed time meters are provided in the inner door to record pump run times. The run
times for each pump should be recorded on a regular basis, and checked to determine if
the pumps are operating for longer periods of time (indicating internal wear in the pump).
The pumps are alternated automatically after each pump cycle, and the elapsed time
readings of the two pumps should be relatively close to equal under normal operations
and pump wear.
A flashing High Water Level Alarm light and buzzer horn will be activated when the steel
tank has reached its maximum operating level and has closed the motor actuated plug
valve.
The control panel has control logic as described below when the pumps are switched to
the ""Auto" operating mode.
There are two float switches installed in the existing FE tank, and four in
the steel tank. The two switches in the existing FE tank are used by the
control logic to cause the pumps to operate in a ""pump up" mode (in
conjunction with the level switches in the steel FE tank). As the water level
in the existing FE tank rises, it will activate both float switches but will not
cause a transfer pump to operate. If the water level continues to rise in
the existing FE tank, water will enter the overflow pipe and begin to fill the
steel FE tank. The rising water level in the steel tank will first close the
""Pump Off" level switch, and then the "Pump Start Allowed" level switch.
With the water level in the existing FE tank above both float switches in
that tank, a transfer pump will not operate. As the peak flow subsides, the
water level in the existing FE tank will fall as its pump delivers flow into
Page 2 of 3

the treatment process. When the level falls to the activation elevation of
the "Pump Start" switch, a transfer pump in the steel FE tank will be started
and will continue until the water level in the existing FE basin reaches the
activation elevation of the ""Pump Stop" switch. This cycle will be repeated
until the water level in the steel FE tank falls to a level that opens the
""Pump Off" float switch, and the operating transfer pump is stopped.
Should the existing FE tank continue to overflow into the steel tank until
the rising water level closes both the ""Open Valve" and the ""High Water
Alarm/Close Valve" float switches, the following will occur: (1) the high
water alarm buzzer will sound, (2), the flashing red high water alarm light
will be energized, and (3) the motor actuated valve in the overflow pipe
will close. If the influent flow rate into the existing FE basin continues to
outpace the FE pump that supplies the treatment plant, the level in the
existing FE basin will rise. With the motor actuated valve in the overflow
pipe to the steel tank closed, the water level in the existing FE tank will
rise to the elevation of a second overflow pipe installed as a part of this
Project. Flow entering the second overflow pipe will flow directly into
Anoxic Zone No. 1.
The closed motor actuated valve will re -open when the water level in the
steel FE tank falls below the "Open Valve" level switch.
The side stream equalization tank should typically be pumped down to a minimum water
level after each use. Aeration for the tank is provided by the same blower supplying the
existing FE tank. The air flow to each tank can be balanced by the Operator manually
adjusting the valves on the air drops in the steel tank.
Page 3 of 3

RESIDUALS MANAGEMENT PLAN

RESIDUALS MANAGEMENT PLAN
The waste sludge from the Stateside WWTP is pumped from the membrane tank to the
sludge storage tank, and then removed by the contract sludge removal company. Old
North State Water Company, Inc., the Owner/Operator of this facility, utilizes Lewis Farms
and Liquid Waste, Inc. to remove and dispose of the residual solids from this plant.
The residual solids are land applied as Class B residuals by Lewis Farms and Liquid Waste,
Inc., under permit no. WQ0000455, on various sites in Pender County. This permit
currently limits the residual solids from the Stateside WWTP to 80 dry tons per year. If
the Stateside WWTP operates at the requested permit capacity of 150,000 gpd, the
process calculations indicate there would be 30.8 tons of dry solids per year to be
disposed of. This estimated quantity is substantially less than the permitted allocation in
WQ0000455.

CERTIFICATE OF PUBLIC CONVENIENCE
AND NECESSITY

STATE OF NORTH CAROLINA
UTILITIES COMMISSION
RALEIGH
DOCKET NO. W-1300, SUB 15
BEFORE THE NORTH CAROLINA UTILITIES COMMISSION
In the Matter of
Application by Old North State Water
Company, LLC, 4700 Homewood Court,
Suite 108, Raleigh, NC 27609, for a Certificate
of Public Convenience and Necessity to
Provide Wastewater Utility Service in Stateside
Subdivision in Onslow County, North Carolina
ORDER GRANTING
FRANCHISE AND
APPROVING RATES
BY THE COMMISSION: On October 27, 2017, Old North State Water Company,
LLC (Old North State), filed an amended application seeking a certificate of public
convenience and necessity to provide wastewater utility service in Stateside Subdivision
consisting of Bennett Place, Roanoke Bay, and Somerset Place in Onslow County, North
Carolina, and approval of rates. Old North State proposes to charge a monthly flat rate of
$45.00 per single family residential equivalent (SFRE).
The Public Staff presented this matter at the Commission's Staff Conference on
July 30, 2018.
Based upon the verified application and the entire record in this matter, the
Commission makes the following
FINDINGS OF FACT
1. Old North State presently holds water franchises serving approximately
406 customers and wastewater franchises serving approximately 2,643 customers in
North Carolina. Old North State's record of service is satisfactory.
2. Old North State expects eventually to serve 201 wastewater customers in
the first phase and eventually 400 wastewater customers at buildout in Stateside
Subdivision. The service area is shown on plans filed with the application.
3. The North Carolina Department of Environmental Quality (NCDEQ),
Division of Water Resources (DWR), Water Quality Permitting Section, has issued permit
number WQ0035809, dated March 1, 2017, for the construction of the Stateside
Wastewater Treatment Plant (Stateside WWTP). NCDEQ, DWR, Water Quality
Permitting Section, has issued permit number WQ0038128, dated May 11, 2017, for the
construction and operation of the Stateside Subdivision wastewater collection system.

4. Old North State has entered into an Agreement dated August 10, 2015
(Developer Agreement), with A. Sydes Construction, Inc. (Developer), under which
Developer is installing the wastewater collection system and effluent infiltration ponds.
Old North State is requesting a connection fee of $3,500 per SFRE for wastewater
service, to be paid by the builder or person first requesting service to a particular lot. The
Developer Agreement provides for Old North State to design and construct at its cost the
Stateside WWTP at the approximate cost of $1.6 million. The first 300 SFREs will pay
connection fees being contributions in aid of construction totaling $1,050,000. The Public
Staff stated at the July 30, 2018 Commission Staff Conference that in future general rate
cases the Public Staff will evaluate whether to recommend an excess plant rate base
adjustment for the Stateside WWTP. Old North State is purchasing the wastewater
system for $3,500 per SFRE from Developer, payable quarterly based upon the number
of connections installed during the previous quarter. The purchase price payments shall
begin with the 301st connection to the wastewater collection system.
5. Old North State has filed all exhibits required with the application.
6. Old North State has the technical, managerial, and financial capacity to
provide water utility service in this franchise location.
7. The Public Staff has recommended that Old North State be required to post
a $10,000 bond for Stateside Subdivision. Old North State currently has $600,000 of
bonds posted with the Commission. Of this amount, $440,000 of bond surety is assigned
to specific subdivisions, and $160,000 of bond surety is unassigned.
CONCLUSIONS
Based on the foregoing and the recommendations of the Public Staff, the
Commission concludes that $10,000 of Old North State's unassigned bond surety should
be assigned to Stateside Subdivision; that the wastewater utility franchise requested by
Old North State in Stateside Subdivision should be granted; that the connection fee of
$3,500 per SFRE for wastewater service should be approved; and that the requested
rates should be approved.
IT IS, THEREFORE, ORDERED as follows:
1. That $10,000 of Old North State's unassigned surety bond is assigned to
Stateside Subdivision. The remaining unassigned bond surety shall be $130,000 (a total
of $30,000 is being assigned concurrently in Docket No. W-1300, Subs 15, 44, and 45).
2. That Old North State is granted a Certificate of Public Convenience and
necessity to provide wastewater utility service in Stateside Subdivision in Onslow County,
North Carolina.
2

3. That Appendix A constitutes the Certificate of Public Convenience and
Necessity.
4. That the Schedule of Rates attached as Appendix B is approved for Old
North State in the Stateside Subdivision.
5. That a connection fee of $3,500 per SFRE for wastewater service is
approved for the Stateside Subdivision.
ISSUED BY ORDER OF THE COMMISSION.
This the 30t" day of July, 2018.
NORTH CAROLINA UTILITIES COMMISSION
Janice H. Fulmore, Deputy Clerk
Chairman Edward S. Finley, Jr., and Commissioner Charlotte A. Mitchell did not participate
in this decision.
9

APPENDIXA
STATE OF NORTH CAROLINA
UTILITIES COMMISSION
RALEIGH
DOCKET NO. W-1300, SUB 15
BEFORE THE NORTH CAROLINA UTILITIES COMMISSION
OLD NORTH STATE WATER COMPANY, LLC
is granted this
CERTIFICATE OF PUBLIC CONVENIENCE AND NECESSITY
to provide wastewater utility service
in
Stateside Subdivision
consisting of Bennett Place, Roanoke Bay, and Somerset Place
Onslow County, North Carolina,
subject to any orders, rules, regulations,
and conditions now or hereafter lawfully made
by the North Carolina Utilities Commission.
ISSUED BY ORDER OF THE COMMISSION.
This the 30t" day of July, 2018.
NORTH CAROLINA UTILITIES COMMISSION
Janice H. Fulmore, Deputy Clerk

APPENDIX B
SCHEDULE OF RATES
for
OLD NORTH STATE WATER COMPANY, LLC
for providing wastewater utility service in
Stateside Subdivision
consisting of Bennett Place, Roanoke Bay, and Somerset Place
Onslow County, North Carolina
Monthly Flat Rate: $ 45.00 per single-family residential equivalent (SFRE)
Connection Fee: $ 3,500.00 per SFRE
New Account Fee: $ 20.00
Reconnection Charge if Service is Discontinued by Utility:
Bills Due:
Bills Past Due:
Billing Frequency:
On billing date
15 days after billing date
Actual Cost 11
Shall be monthly for service in arrears
Finance Charges for Late Payment: 1.0% per month will be applied to the unpaid
balance of all bills still past due 25 days after
billing date.
Note:
Customers shall be given a written estimate of the actual costs prior to disconnection.
An actual invoice of the costs shall be given to the customer following disconnection.
Issued in Accordance with Authority Granted by the North Carolina Utilities Commission
in Docket No. W-1300, Sub 15, on this the 30t" day of July, 2018.

MOST RECENTLY ISSUED WQ PERMIT

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
RICHARD E. ROGERS, JR.
Director
NORTH CAROLINA
Environmental Quality
January 30, 2023
JOHN MCDONALD — MANAGING MEMBER
OLD NORTH STATE WATER COMPANY, LLC
POST OFFICE BOX 10127
BIRMINGHAM, ALABAMA 35202
Dear Mr. McDonald:
Subject: Permit No. WQ0035809
Stateside WWTP
High -Rate Infiltration System
Onslow County
In accordance with your permit renewal request received July 18, 2022, and subsequent additional
information received November 17, 2022, we are forwarding herewith Permit No. WQ0035809 dated
January 30, 2023, to Old North State Water Company for the construction and operation of high -rate
infiltration Basins 1 and 2, as well as the continued operation of the existing wastewater treatment and high -
rate infiltration facilities.
The following modifications to the subject permit are as follows: The loading rates for high -rate
infiltration Basins 3, 4, and 5 have been adjusted based on the Hydrogeologic Certifications performed by
Edwin Andrews. Basin 93 is certified for 108,900 gallons per day (GPD) or 3.01 GPD per square foot
(GPD/ft), Basin 4 is certified for 75,000 GPD or 3.37 GPD/ W, and Basin 5 is certified for 50,000 GPD or
2.67 GPD/ft2.
This permit shall be effective from the date of issuance through March 31, 2030, shall replace
Permit No. WQ0035809 issued March 1, 2017, and shall be subject to the conditions and limitations therein.
The Permittee shall submit a renewal application no later than October 2, 2029.
Please pay attention to the monitoring requirements listed Attachments A, B, and C for they may
differ from the previous permit issuance. Failure to establish an adequate system for collecting and
maintaining the required operational information shall result in future compliance problems.
The Division has removed the following permit conditions since the last permit issuance dated
March 1, 2017:
➢ Old Condition I. I. — This condition has been removed because a setback waiver has been
received.
➢ Old Condition L2. — This condition has been removed because an O&M Plan was received.
➢ Old Condition L3. — This condition has been removed because a residuals management plan
has been received.
➢ Old Condition L6. — This condition has been removed because two basins have been
constructed in accordance with O&M requirements.
D � North Carolina Department of Environmental Quality i Division of Water Resources
512 North Salisbury Street 11617 Mail Service Center I Raleigh, North Carolina 27699-1617
NOR�HCAROLINA
'.'roMMm 0­; /I 919,707,9000

Mr. John McDonald
January 30, 2023
Page 2 of 3
➢ Old Condition VL2. — This condition has been removed because permits are not voidable.
The following permit conditions are new since the last permit issuance dated March 1, 2017:
➢ Condition L2. — This condition is a modification of Condition L5. of the previous permit, which
adds the condition to submit a modification request if the results of the hydrogeologic
investigation finds the loading rates of the fields are less than what was listed in Attachment B.
➢ Condition IIL4. — Infiltration equipment shall be tested and calibrated once per permit cycle.
➢ Condition IIL 13. — Metering equipment shall be tested and calibrated annually.
➢ Condition III.14. — An automatically activated standby power source capable of powering all
essential treatment units shall be on site and operational at all times.
➢ Condition IV.5.d. — The infiltration records shall include the length of time a site is infiltrated.
➢ Condition IV.9.b. and c. — The maintenance log for the facility shall note the date of infiltration
equipment calibration, date of turbidimeter calibration, and the date of power interruption
testing.
➢ Condition IV.10. — Monitoring wells shall be sampled at the frequencies and for the parameters
specified in Attachment C.
➢ Condition VI.10. — This permit shall not be renewed if the Permittee or any affiliation has not
paid the required annual fee.
➢ Condition VI.11. — Pursuant to the flow reduction request received April 4, 2022 and June 1,
2022, and approved July 22, 2022, the Division accepts the data -based design flow rate of 65
gallons per day per bedroom (GPDBDR) with a minimum of 130 GPD for 1- and 2- bedroom
dwellings for the users served by this facility.
➢ Condition VI.12. — The Permittee shall retain the Division's written approval of the authorized
adjusted daily design flow rate for the life of this facility, and shall transfer this approval to any
future Permittee.
If any parts, requirements, or limitations contained in this permit are unacceptable, the Permittee
has the right to request an adjudicatory hearing upon written request within 30 days following receipt of
this permit. This request shall be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings at 6714 Mail Service
Center, Raleigh, NC 27699-6714. Otherwise, this permit shall be final and binding.

Mr. John McDonald
January 30, 2023
Page 3 of 3
If you need additional information concerning this permit, please contact Erick Saunders at (919)
707-3659 or erickson.saunderskncdenr.gov.
Sincerely,
DDocuSigned by:
T..u.
"woN83
Richard E.8
Rogers, Jr., Director
Division of Water Resources
cc: Onslow County Health Department (Electronic Copy)
Wilmington Regional Office, Water Quality Regional Operations Section (Electronic Copy)
Laserfiche File (Electronic Copy)
Digital Permit Archive (Electronic Copy)

THIS PAGE BLANK

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENTAL QUALITY
RALEIGH
HIGH -RATE INFILTRATION SYSTEM PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Old North State Water Company, LLC
Onslow County
FOR THE
operation of a 100,000 gallon per day (GPD) wastewater treatment and high -rate infiltration facility
consisting of
construction and operation of a 100,000 GPD high -rate infiltration system consisting of two high -rate
infiltration basins (Basins I and 2) with a cumulative area of 0.92 acres at a permitted loading rate of 2.47
GPD/fC (loading rates to be verified); and all associated piping, valves, controls, and appurtenances; the
continued operation of a 100,000 GPD Phase I wastewater treatment facility consisting of. a magnetic flow
meter; a 2 millimeter (mm), 0.35 horsepower (hp), 1,300 gallon per minute (GPM) mechanical screen; a
28,951 gallon flow equalization tank with two 1.75 hp, 120 GPM pumps (one serving as a spare), and a 40
cubic feet per minute (CFM) variable frequency drive (VFD) blower (which splits duty with the sludge
holding tank); a 13,465 gallon anoxic I tank with a 2.7 hp mixer served by alum and supplemental carbon
chemical feeds; a 13,465 gallon oxidation tank with two internal recycle pumps (one serving as a spare)
and served by a 179 CFM VFD blower providing fine bubble aeration; a 13,465 gallon anoxic II tank with
a 2.7 hp mixer and two 410 GPM sludge recirculation pumps (one serving as a spare); a 13,465 gallon
membrane tank with 16 A3-USA U70 membranes (4 membranes staked 4 high) at 7.7 GPD per square foot
(GPD/ft2) average flux rate and 86.8 GPM permeate rate served by a 28.5 CFM blower providing find
bubble aeration; a 28,951 gallon sludge holding tank served by a 30 CFM blower (which splits duty with
the flow equalization tank) providing coarse bubble aeration; a seagoing container adjacent to the concrete
tankage that contains the permeate pumps, blowers, electrical controls, SCADA system, sludge waste
pump, chlorine disinfection system, composite sampler, flow measurement instrumentation, two ultraviolet
(UV) disinfection units, and high rate infiltration basin distribution valving; a 175 kilo -volt-ampere (kVA)
backup generator and all associated piping, valves, controls, and appurtenances; the
continued operation of a 233,704 GPD high -rate infiltration system consisting of three high -rate infiltration
basins (Basins 3, 4 and 5) with a cumulative area of 1.77 acres; and all associated piping, valves, controls,
and appurtenances; and the
continued operation of a groundwater lowering system consisting of approximately 4,726 linear feet of fl-
inch perforated pipe to remove an average of 413,000 GPD of groundwater onto rip rap aprons prior to
entering wetlands adjacent to Margaret Branch; and all associated piping, valves, controls, and
appurtenances
WQ0035809 Version 2.0 Shell Version 200201 Page 1 of 13

to serve the Stateside WWTP, with no discharge of wastes to surface waters, pursuant to the application
received July 18, 2022, subsequent additional information received November 17, 2022, and in conformity
with the Division -approved plans and specifications considered a part of this permit.
This permit shall be effective from the date of issuance through March 31, 2030, shall replace Permit No.
WQ0035809 issued March 1, 2017, and shall be subject to the following conditions and limitations:
I. SCHEDULES
Upon completion of construction and prior to operation of Basins 1 and 2, the Permittee shall submit
an engineering certification from a North Carolina licensed Professional Engineer certifying that the
permitted facility has been constructed in accordance with G.S. 143-215.1, Administrative Code Title
15A Subchapter 02T, this permit, and the Division -approved plans and specifications. For phased and
partially certified facilities, the Permittee shall retain the responsibility to track further construction
approved under this permit, and shall provide a final engineering certification upon project completion.
Mail the Engineering Certification to the Division of Water Resources, Non -Discharge Branch, 1617
Mail Service Center, Raleigh, NC 27699-1617, or Non-Discharge.Reportskncdenr.gov. [15A NCAC
02T .0116(a)]
2. Upon completion of construction and prior to operation of the remaining unconstructed high -rate
infiltration basins, each basin shall be inspected by a licensed Professional Geologist to verify that the
constructed basins will be capable of receiving the wastewater at the permitted loading rates. If the
loading rates from this inspection are less than the rates currently listed in Attachment B of this permit,
a permit modification shall be submitted to reflect the reduced capacity of these basins. The results of
this inspection, along with the results of any testing performed, shall be signed, sealed and submitted
with the modification request (if required) to the Division of Water Resources, Non -Discharge Branch,
1617 Mail Service Center, Raleigh, NC 27699-1617, or Non-Discharge.Reportskncdenr.gov. [15A
NCAC 02T .0108(b)(1)(B)]
3. The Permittee shall notify the Wilmington Regional Office, telephone number [phone], at least
two business days in advance of initial operation of the constructed facilities so that the Division can
conduct a startup inspection. [15A NCAC 02T .0108(b)(1)(B)]
4. The Wilmington Regional Office, telephone number [phone], shall approve monitoring wells
MW-I, MW-2, and MW-3 prior to installation, and the monitoring wells shall be installed prior to
beginning waste disposal operations. The Wilmington Regional Office shall be notified at least two
business days in advance of construction of any monitoring well. The monitoring wells shall be
constructed such that the water level in the well is never above or below the screened portion of the
well, and in accordance with 15A NCAC 02C .0108. The general location and Division -approved name
for each monitoring well is on Figure I. [15A NCAC 02C .0108, 02T .0108(b)(1)(B)]
WQ0035809 Version 2.0 Shell Version 200201 Page 2 of 13

5. Within 90 days of completing installation of monitoring wells MW-I, MW-2, and MW-3, the Permittee
shall submit two original copies and one digital copy of a site map with a scale no greater than 1-inch
equals 100 feet; however, special provisions may be granted upon prior approval for large properties.
The map shall include the following information:
a. Legend, north arrow, scale, and legible in black and white.
b. Topographic contour intervals not exceeding 10 feet or 25 percent of total site relief.
c. All habitable residences or places of assembly within 500 feet of the infiltration area.
d. Location of all wells, streams (ephemeral, intermittent, and perennial), springs, lakes, ponds,
ditches, and other surface drainage features within 500 feet of the infiltration area.
e. Location and identification of each monitoring well (identify any background/upgradient wells).
f. Latitude and longitude coordinates of each monitoring wells (decimal degrees to the sixth decimal
degree and in NAD83).
g. Location and identification of major components of the waste disposal system.
h. The perimeter of all infiltration areas with field names (named according to the approved permit)
i. Location and ownership of property boundaries within 500 feet of the infiltration area (including
road/rail right-of-ways and easements).
j. Latitude and longitude of the established horizontal control monument (decimal degrees to the sixth
decimal degree).
k. Elevation of the top of the well casing (i.e., measuring point) relative to a common datum.
1. Depth of water below the measuring point at the time the measuring point is established.
in. Delineation of the compliance and review boundaries.
n. Distance measurements verifying all setbacks are being met.
o. Stormwater drainage controls.
p. 100-year floodplain.
q. The date the map is prepared and/or revised.
r. Location of the groundwater lowering system and discharge point (if present).
Boundaries and physical features not under purview of other licensed professions shall be provided by
a Professional Surveyor. Control monuments shall be installed in such a manner and made of such
materials that the monument will not be destroyed due to activities taking place on the property. The
map and any supporting documentation shall be sent to the Division of Water Resources, Non -
Discharge Branch, 1617 Mail Service Center, Raleigh, NC 27699-1617, or Non-
Discharge.Reportskncdenr.gov. [15A NCAC 02C .0105(f), 02T .0108(b)(1)(B)]
6. Gauges to monitor waste levels in the Basins 1 and 2 shall be installed prior to operation. Caution shall
betaken not to damage the integrity of any liner (if present) when installing a gauge. [15A NCAC 02T
.0108(b)(1)(B), 02T .0705(c)]
7. The Permittee shall request renewal of this permit on Division -approved forms no later than October
2, 2029. [15A NCAC 02T .0105(b), 02T .0109]
WQ0035809 Version 2.0 Shell Version 200201 Page 3 of 13

IL PERFORMANCE STANDARDS
1. The Permittee shall maintain and operate the subject non -discharge facilities so there is no discharge to
surface waters, nor any contravention of groundwater or surface water standards. In the event the
facilities fail to perform satisfactorily, including the creation of nuisance conditions due to improper
operation and maintenance, or failure of the infiltration areas to assimilate the effluent, the Permittee
shall take immediate corrective actions, including Division required actions, such as the construction
of additional or replacement wastewater treatment or disposal facilities. [15A NCAC 02T
.0108(b)(1)(A)]
2. This permit shall not relieve the Permittee of their responsibility for damages to groundwater or surface
water resulting from the operation of this facility. [15A NCAC 02T .0108(b)(1)(A)]
3. Groundwater monitoring wells shall be constructed in accordance with 15A NCAC 02C .0108
(Standards of Construction for Wells Other than Water Supply), and any other jurisdictional laws and
regulations pertaining to well construction. [15A NCAC 02C .0108]
4. Effluent quality shall not exceed the limitations specified in Attachment A. [15A NCAC 02T .0705(b)]
5. Application rates, whether hydraulic, nutrient, or other pollutant, shall not exceed those specified in
Attachment B. [15A NCAC 02T .0705(m)]
6. High -rate infiltration sites permitted on or after December 30, 1983 have a compliance boundary that
is either 250 feet from the infiltration area, or 50 feet within the property boundary, whichever is closest
to the infiltration area. Any exceedance of groundwater standards at or beyond the compliance
boundary shall require corrective action. Division -approved relocation of the compliance boundary
shall be noted in Attachment B. Multiple contiguous properties under common ownership and
permitted for use as a disposal system shall be treated as a single property with regard to determination
of a compliance boundary. [15A NCAC 02L .0106(d)(2), 02L .0107(b), 02T .0105(h), G.S. 143-
215.1(1), G.S. 143-215.1(k)]
7. The review boundary is midway between the compliance boundary and the infiltration area. Any
exceedance of groundwater standards at or beyond the review boundary shall require preventative
action. [15A NCAC 02L .0106(d)(1), 02L .0108]
8. The Permittee shall apply for a permit modification to establish a new compliance boundary prior to
any sale or transfer of property affecting a compliance boundary (i.e., parcel subdivision). [ 15A NCAC
02L .0107(c)]
9. No wells, excluding Division -approved monitoring wells, shall be constructed within the compliance
boundary except as provided for in 15A NCAC 02L .0107(g). [15A NCAC 02L .0107]
10. Except as provided for in 15A NCAC 02L .0107(g), the Permittee shall ensure any landowner who is
not the Permittee and owns land within the compliance boundary shall execute and file with the Onslow
County Register of Deeds an easement running with the land containing the following items:
a. A notice of the permit and number or other description as allowed in 15A NCAC 02L .0107(f)(1);
b. Prohibits construction and operation of water supply wells within the compliance boundary; and
c. Reserves the right of the Permittee or the State to enter the property within the compliance boundary
for purposes related to the permit.
The Director may terminate the easement when its purpose has been fulfilled or is no longer needed.
[I5A NCAC 02L .0107(f)]
WQ0035809 Version 2.0 Shell Version 200201 Page 4 of 13

11. The facilities herein were permitted per the following setbacks:
a. The infiltration sites were originally permitted August 16, 2012. The setbacks for infiltration sites
originally permitted or modified from September 1, 2006 to August 31, 2018 are as follows (all
distances in feet):
i. Each habitable residence or place of assembly under separate ownership: 400 '
ii. Each habitable residence or place of assembly owned by the Permittee: 200
In. Each private or public water supply source: 100
iv. Surface waters: 50 4
v. Groundwater lowering ditches: 50 4
vi. Surface water diversions: 50
vii. Each well with exception of monitoring wells:
100
viii. Each property line:
200 2, 33
ix. Top of slope of embankments or cuts of two feet or more in vertical height:
100
x. Each water line:
10
xi. Subsurface groundwater lowering drainage systems:
50 4
xii. Each swimming pool:
100
xiii. Public right of way:
50
xiv. Nitrification field:
20
xv. Each building foundation or basement:
15
xvi. Each impounded public surface water supply:
500
xvii. Each public shallow ground water supply (less than 50 feet deep):
500
' Habitable residences or places of assembly under separate ownership constructed after the
facilities herein were originally permitted or subsequently modified are exempt from this
setback.
2 Setbacks to property lines are not applicable when the Permittee, or the entity from which the
Permittee is leasing, owns both parcels separated by the property line.
3 Per a setback waiver recorded in the Onslow County Register of Deeds, reduced setbacks from
the wetted area to any property line are as follows:
Parcel No.
Deed Book / Page
Setback
Easement
448100404561
4742 / 479
50 feet
150 feet
4 Setbacks to non -SA surface waters, groundwater lowering ditches, and subsurface groundwater
lowering drainage systems have been reduced from 200 to 50 feet, and setbacks to SA surface
waters have been reduced from 200 to 100 feet because the treatment units are designed to meet
a Total Nitrogen of 4 mg/L and a Total Phosphorus of 2 mg/L.
[15A NCAC 02T .0706(a), 02T .0706(c), 02T .0706(e), 02T .0706(f), 02T .0706(g)]
WQ0035809 Version 2.0 Shell Version 200201 Page 5 of 13

b. The storage and treatment units were modified March 1, 2017. The setbacks for storage and
treatment units originally permitted or modified from September 1, 2006 to August 31, 2018 are as
follows (all distances in feet):
I. Each habitable residence or place of assembly under separate ownership: 1001
ii. Each private or public water supply source: 100
iii. Surface waters: 50
iv. Each well with exception of monitoring wells: 100
v. Each property line: 50 2
' Habitable residences or places of assembly under separate ownership constructed after the
facilities herein were originally permitted or subsequently modified are exempt from this
setback.
2 Setbacks to property lines are not applicable when the Permittee, or the entity from which the
Permittee is leasing, owns both parcels separated by the property line.
[15A NCAC 02H .0404(g), 02T .0706(d), 02T .0706(f), 02T .0706(g)]
III. OPERATION AND MAINTENANCE REQUIREMENTS
1. The Permittee shall operate and maintain the subject facilities as anon -discharge system. [15A NCAC
02T .0700]
2. The Permittee shall maintain an Operation and Maintenance Plan, which shall include operational
functions, maintenance schedules, safety measures, and a spill response plan. [15A NCAC 02T
.0707(a)]
3. Upon the Water Pollution Control System Operators Certification Commission's (WPCSOCC)
classification of the subject non -discharge facilities, the Permittee shall designate and employ a certified
operator in responsible charge (ORC), and one or more certified operators as back-up ORCs. The ORC
or their back-up shall operate and visit the facilities as required by the WPCSOCC. [15A NCAC 02T
.0117]
4. Infiltration equipment shall be tested and calibrated once per permit cycle. [15A NCAC 02T .0707(d)]
5. Only treated effluent from the Stateside WWTP shall be infiltrated on the sites listed in Attachment B.
[15A NCAC 02T .0701]
6. The Permittee shall not allow vehicles or heavy machinery on the infiltration area, except during
equipment installation or maintenance activities. [15A NCAC 02T .0707(e)]
7. The Permittee shall prohibit public access to the wastewater treatment, storage, and infiltration
facilities. [15A NCAC 02T .0705(p)]
8. The Permittee shall dispose or utilize generated residuals in a Division -approved manner. [15A NCAC
02T .0708, 02T .I 100].
9. The Permittee shall not divert or bypass untreated or partially treated wastewater from the subject
facilities. [15A NCAC 02T .0705(i)]
10. Freeboard in the five high -rate infiltration basins shall not be less than two feet at any time. [15A
NCAC 02T .0705(c)]
WQ0035809 Version 2.0 Shell Version 200201 Page 6 of 13

11. Gauges to monitor waste levels in the five high -rate infiltration basins shall be provided. These gauges
shall have readily visible permanent markings, at inch or tenth of a foot increments, indicating the
following elevations: maximum liquid level at the top of the temporary liquid storage volume;
minimum liquid level at the bottom of the temporary liquid storage volume; and the lowest point on
top of the dam. [15A NCAC 02T .0707(f)]
12. A protective vegetative cover shall be established and maintained on all berms, pipe runs, erosion
control areas, surface water diversions, and earthen embankments (i.e., outside toe of embankment to
maximum allowable temporary storage elevation on the inside of the embankment). Trees, shrubs, and
other woody vegetation shall not be allowed to grow on the earthen dikes or embankments. Earthen
embankments shall be kept mowed or otherwise controlled and accessible. [15A NCAC 02T .0707(g)]
13. Metering equipment shall be tested and calibrated annually. [15A NCAC 02T .0707(d)]
14. An automatically activated standby power source capable of powering all essential treatment units shall
be on site and operational at all times. If a generator is employed as an alternate power supply, it shall
be tested weekly by interrupting the primary power source. [15A NCAC 02T .0705(k)]
15. The infiltration areas shall be cleaned at least once per permit cycle to remove deposited materials that
may impede the infiltration process. Cleaning records shall be maintained at the facility for five years,
and shall be made available to the Division upon request. The Wilmington Regional Office, telephone
number [phone], shall be notified prior to each cleaning. [15A NCAC 02T .0707(h)]
16. The Permittee shall expand the rip rap beds at the terminus of the drains or take other mitigating actions
when deemed necessary by Division staff upon the witness of sediment travel away from rip rap
material or degradation of the wetland. [15A NCAC 02T .0 1 08(b)(1)(A)]
IV. MONITORING AND REPORTING REQUIREMENTS
1. The Permittee shall conduct and report any Division required monitoring necessary to evaluate this
facility's impact on groundwater and surface water. [15A NCAC 02T .0108(c)]
2. A Division -certified laboratory shall conduct all analyses for the required effluent, groundwater, and
surface water parameters. [15A NCAC 02H .0800]
3. Flow through the treatment facility shall be continuously monitored, and daily flow values shall be
reported on Form NDMR. Facilities with a permitted flow less than 10,000 GPD may estimate their
flow from water usage records provided the water source is metered. [15A NCAC 02T .0105(k), 02T
.0108(c)]
4. The Permittee shall monitor the treated effluent at the frequencies and locations for the parameters
specified in Attachment A. [15A NCAC 02T .0108(c)]
5. The Permittee shall maintain records tracking the amount of effluent infiltrated. These records shall
include the following information for each infiltration site listed in Attachment B:
a. Date of infiltration;
b. Volume of effluent infiltrated;
c. Site infiltrated;
d. Length of time site is infiltrated;
e. Loading rates to each infiltration site listed in Attachment B; and
f. Weather conditions.
[15A NCAC 02T .0108(c)]
WQ0035809 Version 2.0 Shell Version 200201 Page 7 of 13

6. Freeboard (i.e., waste level to the lowest embankment elevation) in the five high -rate infiltration basins
shall be measured to the nearest inch or tenth of a foot, and recorded weekly. Weekly freeboard records
shall be maintained for five years, and shall be made available to the Division upon request. [15A
NCAC 02T .0108(c)]
7. Three copies of all monitoring data (as specified in Conditions IV.3. and IVA.) on Form NDMR for
each PPI and three copies of all operation and disposal records (as specified in Conditions IV.5. and
IV.6.) on Form NDAR-2 for every site in Attachment B shall be submitted on or before the last day of
the following month. If no activities occurred during the monitoring month, monitoring reports are still
required documenting the absence of the activity. All information shall be submitted to the following
address:
Division of Water Resources
Information Processing Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
[15A NCAC 02T .0105(1)]
8. The Permittee shall maintain a record of all residuals removed from this facility. This record shall be
maintained for five years, and shall be made available to the Division upon request. This record shall
include:
a. Name of the residuals hauler;
b. Non -Discharge permit number authorizing the residuals disposal, or a letter from a municipality
agreeing to accept the residuals;
c. Date the residuals were hauled; and
d. Volume of residuals removed.
[15A NCAC 02T .0708(b)]
9. A maintenance log shall be kept at this facility. This log shall be maintained for five years, and shall
be made available to the Division upon request. This log shall include:
a. Date of flow measurement device calibration;
b. Date of infiltration equipment calibration;
c. Date and results of power interruption testing on alternate power supply;
d. Visual observations of the plant and plant site; and
e. Record of preventative maintenance (e.g., changing of equipment, adjustments, testing, inspections
and cleanings, etc.).
[15A NCAC 02T .0707(i)]
10. Monitoring wells MW-1, MW-2, and MW-3 shall be sampled after construction, and within three
months prior to initiating high -rate infiltration operations. Monitoring wells MW-1, MW-2, and MW-
3 shall be sampled thereafter at the frequencies and for the parameters specified in Attachment C. All
mapping, well construction forms, well abandonment forms, and monitoring data shall refer to the
permit number and the well nomenclature as provided in Attachment C and Figure 1. [15A NCAC 02T
.0105(m)]
11. Monitoring wells MW-4, MW-5, and MW-6 shall be sampled at the frequencies and for the parameters
specified in Attachment C. All mapping, well construction forms, well abandonment forms and
monitoring data shall refer to the permit number and the well nomenclature as provided in Attachment
C and Figure 1. [15A NCAC 02T .0105(m)]
WQ0035809 Version 2.0 Shell Version 200201 Page 8 of 13

12. For initial sampling of monitoring wells MW-I, MW-2, and MW-3, the Permittee shall submit a
Compliance Monitoring Form (GW-59) and a Well Construction Record Form (GW-1) listing this
permit number and the appropriate monitoring well identification number. Initial Compliance
Monitoring Forms (GW-59) without copies of the Well Construction Record Forms (GW-1) are
deemed incomplete, and may be returned to the Permittee without being processed. [15A NCAC 02T
.0105(m)]
13. Two copies of the monitoring well sampling and analysis results shall be submitted on a Compliance
Monitoring Form (GW-59), along with attached copies of laboratory analyses, on or before the last
working day of the month following the sampling month. The Compliance Monitoring Form (GW-59)
shall include this permit number, the appropriate well identification number, and one GW-59a
certification form shall be submitted with each set of sampling results. All information shall be
submitted to the following address:
Division of Water Resources
Information Processing Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
[15A NCAC 02T .0105(m)]
14. Noncompliance Notification:
The Permittee shall report to the Wilmington Regional Office, telephone number [phone],
within 24 hours of first knowledge of the following:
a. Treatment of wastes abnormal in quantity or characteristic, including the known passage of a
hazardous substance.
b. Any process unit failure (e.g., mechanical, electrical, etc.) rendering the facility incapable of
adequate wastewater treatment.
c. Any facility failure resulting in a discharge to surface waters.
d. Any time self -monitoring indicates the facility has gone out of compliance with its permit
limitations.
e. Effluent breakout from the infiltration sites.
Emergencies requiring reporting outside normal business hours shall call the Division's Emergency
Response personnel at telephone number [phone], [phone], or [phone]. All
noncompliance notifications shall file a written report to the Wilmington Regional Office within five
days of first knowledge of the occurrence, and this report shall outline the actions proposed or taken to
ensure the problem does not recur. [15A NCAC 02T .0108(b)(1)(A)]
WQ0035809 Version 2.0 Shell Version 200201 Page 9 of 13

V. INSPECTIONS
1. The Permittee shall perform inspections and maintenance to ensure proper operation of the wastewater
treatment and infiltration facilities. [15A NCAC 02T .07070)]
2. The Permittee shall inspect the wastewater treatment and infiltration facilities to prevent malfunctions,
facility deterioration, and operator errors that may result in discharges of wastes to the environment,
threats to human health, or public nuisances. The Permittee shall maintain an inspection log that
includes the date and time of inspection, observations made, and maintenance, repairs, or corrective
actions taken. The Permittee shall maintain this inspection log for a period of five years from the date
of the inspection, and this log shall be made available to the Division upon request. [15A NCAC 02T
.0707(1), 02T .07070)]
Division authorized representatives may, upon presentation of credentials, enter and inspect any
property, premises, or place related to the wastewater treatment and infiltration facilities permitted
herein at any reasonable time for determining compliance with this permit. Division authorized
representatives may inspect or copy records maintained under the terms and conditions of this permit,
and may collect groundwater, surface water, or leachate samples. [G.S. 143-215.3(a)(2)]
VI. GENERAL CONDITIONS
1. Failure to comply with the conditions and limitations contained herein may subject the Permittee to a
Division enforcement action. [G.S. 143-215.6A, 143-215.613, 143-215.6C]
2. This permit is effective only with respect to the nature and volume of wastes described in the permit
application, and Division -approved plans and specifications. [G.S. 143-215.1(d)]
3. Unless specifically requested and approved in this permit, there are no variances to administrative codes
or general statutes governing the construction or operation of the facilities permitted herein. [15A
NCAC 02T .0105(n)]
4. The issuance of this permit does not exempt the Permittee from complying with all statutes, rules,
regulations, or ordinances that other jurisdictional government agencies (e.g., local, state, and federal)
may require. [15A NCAC 02T .0105(c)(6)]
5. If the permitted facilities change ownership, or the Pennittee changes their name, the Permittee shall
submit a permit modification request on Division -approved forms. The Permittee shall comply with
all terms and conditions of this permit until the permit is transferred to the successor -owner. [G.S. 143-
215.1(d3)]
6. The Permittee shall retain a set of Division -approved plans and specifications for the life of the facilities
permitted herein. [15A NCAC 02T .0105(o)]
7. The Permittee shall maintain this permit until the proper closure of all facilities permitted herein, or
until the facilities permitted herein are permitted by another authority. [15A NCAC 02T .01050)]
WQ0035809 Version 2.0 Shell Version 200201 Page 10 of 13

8. This permit is subject to revocation or modification upon 60-day notice from the Division Director, in
whole or part for:
a. violation of any terms or conditions of this permit or Administrative Code Title 15A Subchapter
02T;
b. obtaining a permit by misrepresentation or failure to disclose all relevant facts;
c. the Permittee's refusal to allow authorized Department employees upon presentation of credentials:
I. to enter the Permittee's premises where a system is located or where any records are required
to be kept;
ii. to have access to any permit required documents and records;
iii. to inspect any monitoring equipment or method as required in this permit; or
iv. to sample any pollutants;
d. the Permittee's failure to pay the annual fee for administering and compliance monitoring; or
e. a Division determination that the conditions of this permit are in conflict with North Carolina
Administrative Code or General Statutes.
[15A NCAC 02T .0110]
9. Unless the Division Director grants a variance, expansion of the facilities permitted herein shall not
occur if any of the following apply:
a. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has been convicted of
environmental crimes under G.S. 143-215.613, or under Federal law that would otherwise be
prosecuted under G.S. 143-215.613, and all appeals of this conviction have been abandoned or
exhausted.
b. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has previously abandoned
a wastewater treatment facility without properly closing the facility.
c. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has not paid a civil
penalty, and all appeals of this penalty have been abandoned or exhausted.
d. The Permittee or any parent, subsidiary, or other affiliate of the Permittee is currently not compliant
with any compliance schedule in a permit, settlement agreement, or order.
e. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has not paid an annual
fee.
[15A NCAC 02T .0120(b), 02T .0120(d)]
10. This permit shall not be renewed if the Permittee or any affiliation has not paid the required annual fee.
[15A NCAC 02T .0120(c)]
11. Pursuant to the flow reduction request received April 4, 2022 and June 1, 2022, and approved July 22,
2022, the Division accepts the data -based design flow rate of 65 gallons per day per bedroom
(GPDBDR) with a minimum of 130 GPD for 1- and 2- bedroom dwellings for the users served by this
facility. At no time shall wastewater flows exceed the limits defined in this permit, or exceed the sewer
capacity downstream of any new sewer extension or service connection. Note that this flow reduction
shall not apply to sewer extension applications and/or permits for any other public or private
organizations whose wastewater flows are or might become tributary to this permit.
The Permittee shall report the measured monthly average amount of wastewater flow contributed per
unit (GPDBDR) for the 12 months prior to permit renewal. If any of these monthly averages are within
20% of the approved value, the Permittee shall reevaluate the approved value using the methodology
applied to determine the approved flow rate of 65 GPD/BDR, and submit this information with the
renewal application for reevaluation of the approve flow rate. [15A NCAC 02T .0114(f)]
WQ0035809 Version 2.0 Shell Version 200201 Page 11 of 13

12. The Permittee shall retain the Division's written approval of the authorized adjusted daily design flow
rate for the life of this facility, and shall transfer this approval to any future Permittee. [15A NCAC
02T .0114(f)]
Permit issued this the 30t" day of January 2023
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
DocuSigned by:
Na{� auna�,l 'I�,avin. Wo
D1043082680C483...
Richard E. Rogers, Jr., Director
Division of Water Resources
By Authority of the Environmental Management Commission
Permit Number WQ0035809
WQ0035809 Version 2.0 Shell Version 200201 Page 12 of 13

Permit No. WQ0035809 High -Rate Infiltration System
Old North State Water Company, LLC January 30, 2023
Statewide WWTP Onslow County
ENGINEERING CERTIFICATION
❑ Partial ❑ Final
I, , as a duly licensed North Carolina Professional
Engineer, having ❑ periodically / ❑ fully observed the construction of the permitted facilities, do hereby
state to the best of my abilities that the facility was constructed in compliance with G.S. 143-215.1,
Administrative Code Title 15A Subchapter 02T, this permit, and the Division -approved plans and
specifications.
Documentation of any variation to this permit, and the Division -approved plans and specifications, is in the
attached as -built drawings.
Description of variations:
Professional Engineer's Name
Firm Name
Firm No.
Address
City JL
State
Zip Code
Telephone
Email
Seal, Signature, and Date
THE COMPLETED ENGINEERING CERTIFICATION, INCLUDING ALL SUPPORTING
DOCUMENTATION, SHALL BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
NON -DISCHARGE BRANCH
By U.S. Postal Service By Courier/Special DelivM
1617 MAIL SERVICE CENTER 512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
WQ0035809 Version 2.0 Shell Version 200201 Page 13 of 13

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ATTACHMENT A — LIMITATIONS AND MONITORING REQUIREMENTS
PPI 001— WWTP Effluent
Permit Number: WQ0035809 Version: 2.0
EFFLUENT CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
PCS Code
Parameter Description
Units of
Measure
Monthly
Average
Monthly
Geometric Daily MiniDaily MaximumMeasurement
Minimum
Mean
Frequency
Sample
Type
00310
BOD, 5-Day (20 °C)
mg/L
10
2 x Month
Composite
00940
Chloride (as Cl)
mg/L
3 x Year'
Composite
50060
Chlorine, Total Residual
mg/L
5 x Week
Grab
31616
Coliform, Fecal MF, M-FC Broth, 44.5 °C
#/100 mL
14
2 x Month
Composite
50050
Flow, in Conduit or thru Treatment Plant
GPD
100,000
Continuous
Recorder
00610
Nitrogen, Ammonia Total (as N)
mg/L
4
2 x Month
Composite
00625
Nitrogen, Kjeldahl, Total (as N)
mg/L
2 x Month
Composite
00620
Nitrogen, Nitrate Total (as N)
mg/L
10
2 x Month
Composite
00600
Nitrogen, Total (as N)
mg/L
4
2 x Month
Composite
00400
pH
su
5 x Week
Grab
00665
Phosphorus, Total (as P)
mg/L
2
2 x Month
Composite
70300
Solids, Total Dissolved — 180 °C
mg/L
3 x Year'
Composite
00530
Solids, Total Suspended
mg/L
15
2 x Month
Composite
1. 3 x Year sampling shall be conducted in February, June, and October.
WQ0035809 Version 2.0 Attachment A Page 1 of 2

PPI 002, PPI 003, and PPI 004 — Groundwater Lowering System Effluent
EFFLUENT CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
PCS Code
Parameter Description
Units of
Measure
Monthly
Average
Monthly
Geometric Daily Minimum
Mean
Daily Maximum
Measurement
Frequency
Sample
Type
00680
Carbon, Total Organic (TOC)
mg/L
3 x Year'
Grab
00940
Chloride (as Cl)
mg/L
250
3 x Year'
Grab
50060
Chlorine, Total Residual
mg/L
2 x Month
Grab
50050
Flow, in Conduit or thru Treatment Plant
GPD
Continuous
Recorder
00610
Nitrogen, Ammonia Total (as N)
mg/L
1.5
2 x Month
Grab
00620
Nitrogen, Nitrate Total (as N)
mg/L
10
2 x Month
Grab
00600
Nitrogen, Total (as N)
mg/L
2 x Month
Grab
00400
pH
su
6.5
8.5
2 x Month
Grab
00665
Phosphorus, Total (as P)
mg/L
2 x Month
Grab
70300
Solids, Total Dissolved — 180 °C
mg/L
500
AN
3 x Year'
Grab
1. 3 x Year sampling shall be conducted in February, June, and October.
PPI 005 (upstream) & PPI 006 (downstream) — Surface Water Monitoring on Margaret Branch
EFFLUENT CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
PCS Code
Parameter Description
Units of
Measure
Monthly
Average
Monthly
Geometric Daily Minimum Daily Maximum
Mean
Measurement
Frequency
Sample
Type
00300
DO, Oxygen, Dissolved
mg/L
2 x Month
Grab
00610
Nitrogen, Ammonia Total (as N)
mg/L
2 x Month
Grab
00600
Nitrogen, Total (as N)
mg/L
2 x Month
Grab
00400
pH
su
2 x Month
Grab
00665
Phosphorus, Total (as P)
mg/L
2 x Month
Grab
WQ0035809 Version 2.0 Attachment A Page 2 of 2

ATTACHMENT B — APPROVED LAND APPLICATION SITES AND LIMITATIONS
Old North State Water Company, LLC — Stateside WWTP
Permit Number: WQ0035809 Version: 2.0
INFILTRATION AREA INFORMATION
APPLICATION LIMITATIONS
Site
Owner
County
Latitude
Longitude
Net
Dominant
Parameter
Rate
Units
Acreage
Soil Series
1
A. Sydes Construction, Inc. 1
Onslow
34.879970'
-77.482664'
0.47
On — Onslow
01284 — Non -Discharge Application Rate
2.47 z
GPD/ftz
loamy find sand
2
A. Sydes Construction, Inc. 1
Onslow
34.879809'
-77.481918'
0.45
On — Onslow
01284 — Non -Discharge Application Rate
2.47 z
GPD/ftz
loamy find sand
3
A. Sydes Construction, Inc. 1
Onslow
34.879707'
-77.479916'
0.83
On — Onslow
01284 — Non -Discharge Application Rate
3.01
GPD/ftz
loamy find sand
4
A. Sydes Construction, Inc. 1
Onslow
34.880197'
-77.479628'
0.51
On — Onslow
01284 — Non -Discharge Application Rate
3.37
GPD/ftz
loamy find sand
5
A. Sydes Construction, Inc. 1
Onslow
34.880827'
-77.479402'
0.43
On — Onslow
01284 — Non -Discharge Application Rate
2.67
GPD/ftz
loamy find sand
Totals
2.69
1. There is a notarized Agreement between A. Sydes Construction and Old North State Water Company, LLC dated August 10, 2015 for the installation, conveyance, and operation of the wastewater
system attached to this permit.
2. The loading rate for these unconstructed fields is subject to the hydrogeologic inspection as required in Condition L2.
WQ0035809 Version 2.0 Attachment B Page 1 of 1

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ATTACHMENT C — GROUNDWATER MONITORING AND LIMITATIONS Permit Number: WQ0035809 Version: 2.0
Monitoring Wells: MW-1, MW-2, MW-3, MW-4, MW-5, and MW-6
GROUNDWATER CHARACTERISTICS
GROUNDWATER STANDARDS
MONITORING REQUIREMENTS
PCS Code
Parameter Description
Daily Maximum
Frequency Measurement
Sample Type
Footnotes
00680
Carbon, Tot Organic (TOC)
mg/L
3 x Year
Grab
1,6
00940
Chloride (as Cl)
250
mg/L
3 x Year
Grab
1
31616
Coliform, Fecal MF, M-FC Broth, 44.5 °C
#/100 mL
3 x Year
Grab
1
00610
Nitrogen, Ammonia Total (as N)
1.5
mg/L
3 x Year
Grab
1
00620
Nitrogen, Nitrate Total (as N)
10
mg/L
3 x Year
Grab
1
00400
pH
6.5-8.5
su
3 x Year
Grab
1,2
00665
Phosphorus, Total (as P)
mg/L
3 x Year
Grab
1
70300
Solids, Total Dissolved - 180 °C
500
mg/L
3 x Year
Grab
1
GWVOC
Volatile Compounds (GW)
Present: Yes/No
Annually
Grab
1, 4, 5
82546
Water Level, Distance from measuring point
feet
3 x Year
Calculated
1, 2, 3
1. 3 x Year monitoring shall be conducted in February, June, and October, Annual monitoring shall be conducted in October.
2. The measurement of water levels shall be made prior to purging the wells. The depth to water in each well shall be measured from the surveyed point on the top of the casing. The measurement of
pH shall be made after purging and prior to sampling for the remaining parameters.
3. The measuring points (top of well casing) of all monitoring wells shall be surveyed to provide the relative elevation of the measuring point for each monitoring well. The measuring points (top of
casing) of all monitoring wells shall be surveyed relative to a common datum.
4. Volatile Organic Compounds (VOC) - In October only, analyze by one of the following methods:
a. Standard Method 6230D, PQL at 0.5 gg/L or less
b. Standard Method 621 OD, PQL at 0.5 gg/L or less
c. EPA Method 8021, Low Concentration, PQL at 0.5 gg/L or less
d. EPA Method 8260, Low Concentration, PQL at 0.5 gg/L or less
e. Another method with prior approval by the Water Quality Permitting Section Chief
Any method used shall meet the following qualifications:
a. A laboratory shall be DWR certified to run any method used.
b. The method used shall include all the constituents listed in Table VIII of Standard Method 6230D.
c. The method used shall provide a PQL of 0.5 gg/L or less that shall be supported by laboratory proficiency studies as required by the DWR Laboratory Certification Unit. Any constituents
detected above the MDL but below the PQL of 0.5 gg/L shall be qualified (estimated) and reported.
5. If any volatile organic compounds (VOC) are detected as a result of monitoring as provided in Attachment C, then the Wilmington Regional Office supervisor, telephone number [phone],
shall be contacted immediately for further instructions regarding any additional follow-up analyses required.
6. If TOC concentrations greater than 10 mg/L are detected in any downgradient monitoring well, additional sampling and analysis shall be conducted to identify the individual constituents comprising
this TOC concentration. If the TOC concentration as measured in the background monitor well exceeds 10 mg/L, this concentration will be taken to represent the naturally occurring TOC
concentration. Any exceedances of this naturally occurring TOC concentration in the downgradient wells shall be subject to the additional sampling and analysis as described above.
7. Monitoring wells shall be reported consistent with the nomenclature and location information provided in Figure 1 and this attachment.
WQ0035809 Version 2.0 Attachment C Page 1 of 1

WQ0035809 Site Map
Statewide WWTP Facility •
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