WQ0002428_Modification_20220225 (2)

Initial Review
Reviewer Thornburg, Nathaniel D
Is this submittal an application? (Excluding additional information.)*
Yes No
Permit Number (IR) * WQ0002428
Applicant/Permittee Mountaire Farms, Inc.
Applicant/Permittee Address 175 Foust Road, Siler City, NC 27344
Is the owner in BIMS? Yes No Is the facility in BIMS? Yes No
Owner Type Organization
Facility Name Mount Vernon Hatchery WWTF
County Chatham
Fee Category Fee Amount $0
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
Complete App Date 02/25/2022
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* Michael T Romanello / S&ME, Inc.
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*
8286879080
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.
hftps://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Perm it Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number: *
WQ0002428
Has Current Existing permit number
Applicant/Permittee*
Mountaire Farms, Inc.
Applicant/Permittee Address*
175 Foust Road, Siler City, NC 27344
Facility Name*
Mount Vernon Hatchery WWTF
Please provide comments/notes on your current submittal below.
A cover letter has been provided with this application, and provides an overview of the project
and included documents.
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.)
Mt. Vernon Hatchery Lagoon Modifications - 2022.02.25
15.96M6
Minor Modification Application.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
Submission Date 2/25/2022

February 25, 2022
NCDEQ Division of Water Resources, Non-Discharge Branch
512 N. Salisbury St.
Archdale Building, 9th Floor
Raileigh, NC 27604
Attention: Mr. Nathaniel Thornburg
Reference: Wastewater Irrigation System Minor Modification Permit Application
Mountaire Farms, Inc.— Mt Vernon Hatchery WWTF (Permit No. WQ0002428)
175 Foust Road, Siler City, North Carolina
S&ME Project No. 211336
Dear Mr. Thornburg:
On behalf of Mountaire Farms, Inc., S&ME, Inc. has prepared a permit application for a minor modification of the
wastewater irrigation system permit associated with the referenced project. This cover letter has been prepared
pursuant to Form WWIS 06-16. The project consists of construction of the following modifications and
improvements to the Mt Vernon Hatchery wastewater lagoon complex:
Construction of a wetwell and pump station system to combine several effluent lines prior to being
discharged into Lagoon 1.
Waste Sludge removal, lagoon inboard slope preparation, and installation of a synthetic liner in Lagoons 1
and 2.
Waste sludge removal, existing synthetic liner removal, and installation of new synthetic liner in Lagoon 3.
No modifications to any other components of the waste treatment process or irrigation system are associated
with this application. The following documents have been prepared in support of the project and permit
application:
Completed Form WWIS 06-16;
Engineering Plans consisting of 9 drawings including General Notes for construction;
Technical Specifications for the pump station and synthetic liner; and,
Engineering calculations associated with the pump station design.
The existing wastewater irrigation permit was issued on March 22, 2018. The following documents required by
Form WWIS 06-16 and associated with the 2018 permit have not changed, and thus have not been resubmitted
with this permit application:
Section D: Property Owner Documentation
Section L: Soil Map. A Vicinity Map has been appended with this cover letter, and the Engineering Plans
contain a General Site Plan with topographic mapping.
Section M: Power Reliability Plan
S&ME, Inc.12016 Ayrsley Town Blvd.Suite 2-A I Charlotte, NC 28273 I p 704.523.4726 I www.smeinc.com

sift Wastewater Irrigation System Minor Modification Permit Application
s Mountaire Farms, Inc.— Mt Vernon Hatchery WWTF (Permit No. WQ0002428)
s 175 Foust Road, Siler City, North Carolina
S&ME Project No. 211336
Section P:Threatened and Endangered Aquatic Species Documentation &Wastewater Chemical Analysis
If you have any questions regarding the information provided in this letter or the permit application, please do not
hesitate to contact us.
Sincerely,
S&ME, Inc.
Michael T. Romanello, P.E.
Project Manager
Letter Attachments:
Figure 1 - Vicinity Map
Attachment I — Form WWIS 06-16
Attachment II - Pump Station Calculations
Attachment III —Operation and Maintenance Plan
Scparatc Documcnts: Attachments IV &V
Engineering Plans
Technical Specifications
February 21, 2022 2

Attachments

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REFERENCE:ESRI STREETMAP USA DATASET
a THIS MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS
DISPLAYED ARE APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY * Project Location
E INFORMATION,UNLESS STATED OTHERWISE.
SCALE: FIGURE NO.
VICINITY MAP 1 " = 1.0 miles
DATE:
I I MOUNTAIRE FARMS HATCHERY 4-21-20 1
175 FOUST ROAD PROJECT NUMBER
CHATHAM COUNTY, NORTH CAROLINA 4358-20-030

Attachment I — Form WWIS 06-16

State of North Carolina
DWR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0500—WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM:WWIS 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 .0100, 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):
❑ 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. Wastewater Irrigation Systems(FORM:WWIS 06-16)Application(All Application Packages):
E Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: WWIS 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 I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
E 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 II.1.shall be consistent with the facility name on the plans,specifications,agreements,etc.
E The Professional Engineer's Certification on Page 12 of the application shall be signed,sealed and dated by a North Carolina
licensed Professional Engineer.
E The Applicant's Certification on Page 12 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 .0504(f),the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment,storage and irrigation facilities:
E 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.
E Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM:WWIS 06-16&SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation(All Application Packages that include new irrigation sites):
❑ Per 15A NCAC 02T .0504(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 sites/fields with project name,location,and include a statement that the sites/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.
❑ 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.
❑ Maximum irrigation precipitation rate(in/hr)for each soil/map unit within the proposed irrigation areas.
❑ Seasonal irrigation restrictions,if appropriate.
❑ Identification of areas not suitable for wastewater irrigation.
❑ 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.
❑ Recommended annual hydraulic loading rate(in/yr)for each soil/map unit within the proposed irrigation 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 irrigation sites or new crops for existing irrigation sites):
❑ Per 15A NCAC 02T.0504(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 irrigation 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:WWIS 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 .0504(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 irrigation 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 irrigation sites,changes in flow or changes in storage):
❑ Per 15A NCAC 02T .0504(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 80th percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration(PET)using the Thomthwaite 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 wastewater irrigation does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of irrigation for crop removal.
NOTE—Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
I. Engineering Plans(All Application Packages):
® Per 15A NCAC 02T.0504(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 irrigation point.
❑ The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
❑ Each nozzle/emitter and their wetted area influence,and each irrigation zone labeled as it will be operated.
❑ Locations within the irrigation system of air releases,drains,control valves,highest irrigation nozzle/emitter,etc.
❑ For automated irrigation 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:WWIS 06-16&SUPPORTING DOCUMENTATION Page 3 of 6

J. Specifications(All Application Packages):
® Per 15A NCAC 02T .0504(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/irrigation 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.0504(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.1.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,irrigation system,etc.
® Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
❑ A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
❑ 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 .0504(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 irrigation areas.
❑ Soil mapping units shown on all irrigation 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 irrigation sites.
❑ Delineation of the compliance and review boundaries per 15A NCAC 02L.0107 and.0108,and 15A NCAC 02T.0506(c)
if applicable.
❑ Setbacks as required by 15A NCAC 02T.0506.
❑ Site property boundaries within 500 feet of all wastewater treatment,storage and irrigation sites.
❑ All habitable residences or places of public assembly within 500 feet of all treatment,storage and irrigation 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.0505(1),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:WWIS 06-16&SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan(All Application Packages):
® Per 15A NCAC 02T.0507,submit an operation and maintenance(O&M)plan encompassing all wastewater treatment,storage
and irrigation systems that shall include at a minimum a description of:
® Operation of the wastewater treatment, storage and irrigation 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 irrigation 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.0504(j)and.0508,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.0505(o),a minimum of 30 days of residual storage shall be provided.
NOTE—Per 15A NCAC 02T.0504(j),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.0504(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 irrigation 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):
® 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 01C.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 irrigation system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation 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:WWIS 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 irrigation 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 .0504(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters(For new facilities,an analysis from a similar facility's effluent is acceptable):
❑Ammonia Nitrogen(NH3-N) ❑Nitrate Nitrogen(NO3-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: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N.SALISBURY ST.
RALEIGH,NORTH CAROLINA 27699-1617 RALEIGH,NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM:WWIS 06-16&SUPPORTING DOCUMENTATION Page 6 of 6

State of North Carolina
DWR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0500—WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM:WWIS 06-16
I. APPLICANT INFORMATION:
1. Applicant's name:Mountaire Farms Inc.
2. Applicant type: ❑Individual ® Corporation ❑General Partnership ❑Privately-Owned Public Utility
❑Federal ❑ State ❑Municipal ❑County
3. Signature authority's name:Douglas W.Goodwin per 15A NCAC 02T.0106(b) Title:Regional Hatchery Manager
4. Applicant's mailing address:PO Box 733
City: Siler City State:NC Zip:27344-
5. Applicant's contact information:
Phone number: [phone] Email Address:[e-mail]
II. FACILITY INFORMATION:
1. Facility name:Mount Vernon Hatchery
2. Facility status: Existing
3. Facility type: Major(> 10,000 GPD or>300 disposal acres)
4. Facility's physical address: 175 Foust Road
City: Siler City State:NC Zip:27344- County:Chatham
5. Wastewater Treatment Facility Coordinates(Decimal Degrees):Latitude:35.6711° Longitude:-79.4149°
Datum:NAD83 Level of accuracy:Unknown Method of measurement:Address matching
6. USGS Map Name:Earth Explorer USGS
III. CONSULTANT INFORMATION:
1. Professional Engineer:Michael T.Romanello License Number: 049898 Firm: S&ME,Inc.
Mailing address:2016 Ayrsley Town Blvd,Suite 2-A
City:Charlotte State:NC Zip:28273-
Phone number: [phone] Email Address:[e-mail]
2. Soil Scientist: License Number: Firm:
Mailing address:
City: State: Zip: -
Phone number: ( ) - Email Address:
3. Geologist: License Number: Firm:
Mailing address:
City: State: Zip: -
Phone number: ( ) - Email Address:
4. Agronomist: Firm:
Mailing address:
City: State: Zip: -
Phone number: ( ) - Email Address:
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS—15A NCAC 02T.0100:
1. Application type: ❑New ❑Major Modification ®Minor Modification
If a modification,provide the existing permit number:WQ0002428 and most recent issuance date: March 22,2018
2. Application fee: $0-Standard-Minor Modification
3. Does this project utilize public monies or lands? ❑Yes or®No
If yes,was an Environmental Assessment required under 15A NCAC 01C? ❑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 Date Permit/Certification Agency Reviewer
Submitted Approved Number
Collection System(Q>200,000 GPD)
Dam Safety
Erosion&Sedimentation Control Plan
Nationwide 12/Section 404
Pretreatment
Sewer System
Stormwater Management Plan
Wetlands 401
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: 24,840 GPD
Limited by: ❑Treatment, ❑ Storage, ❑Field 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 a No.of Units Flow
No change to this permit. 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: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS—15A NCAC 02T.0100(continued):
8. What is the nearest 100-year flood elevation to the facility?478.1 feet mean sea level. Source:FRIS
Are any treatment,storage or irrigation facilities located within the 100-year flood plain?❑Yes or®No
yIf 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-1B Active 35.6738° -79.4170° Up Gradient Inside Review Boundary
MW-2 Active . 0 - . 0Down Gradient Inside Field
MW-3 Active . ° - . ° Down Gradient Inside Review Boundary
MW-4 Active . ° - . ° Down Gradient Inside Review Boundary
Select - . Select Select
Select . 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 degree 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. 143-215.6B?❑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: WWIS 06-16 Page 3 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA—15A NCAC 02T.0505:
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) mg/L mg/L
Biochemical Oxygen Demand(BOD5) mg/L mg/L
Fecal Coliforms per 100 mL
Nitrate Nitrogen(NO3-N) mg/L mg/L
Nitrite Nitrogen(NO2-N) mg/L mg/L
Total Kjeldahl Nitrogen mg/L
Total Nitrogen mg/L mg/L
Total Phosphorus mg/L mg/L
Total Suspended Solids(TSS) mg/L 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.0505(k)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T.0505(1):
® 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.0505(o),how many days of residuals storage are provided?
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities?Private Access
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: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA—15A NCAC 02T.0505(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 Manufacturer or Dimensions(ft)/ Volume Plan Sheet Specification
Units Material Spacings(in) (gallons) Reference Reference
Select
Select No Changes
Select
Select
Select
b. SECONDARY/TERTIARY TREATMENT(i.e.,biological and chemical processes to remove organics and nutrients)
No.of Manufacturer or Volume Plan Sheet Specification
Treatment Unit Units Material Dimensions(ft) (gallons) Reference Reference
Select
Select
Select
Select No Changes
Select
Select
Select
Select
c. DISINFECTION
No. of Manufacturer or Volume Plan Sheet Specification
Treatment Unit Dimensions(ft)
Units Material (gallons) Reference Reference
Select No Change
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: ,number of lamps
per bank: 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 No Change
Select
FORM: WWIS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA—15A NCAC 02T.0505(continued):
e. PUMPS
Location No.of Purpose Manufacturer/ Capacity Plan Sheet Specification
Pumps Type GPM TDH Reference Reference
No Change
f. BLOWERS
No.of Manufacturer/ Capacity Plan Sheet Specification
Location Blowers Units Served Type (CFM) Reference Reference
No Change
g. MIXERS
No.of Manufacturer/ Power Plan Sheet Specification
Location Mixers Units Served Type (hp) Reference Reference
252,000 gallon 3*aerators 7.5
aerated lagoon
h. RECORDING DEVICES&RELIABILITY
No.of Maximum Plan Sheet Specification
Device Units Location Manufacturer Capacity Reference Reference
Select
Select No Change
Select
Select
i. EFFLUENT PUMP/FIELD DOSING TANK(IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Plan Sheet Specification
Reference 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 irrigation during rain
events
FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA—15A NCAC 02T.0505:
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? ft2,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
1 x 10'cm/s? ❑Yes, 11 No 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 Elements Earthen Impoundment Dimensions
Liner type: Clay Synthetic❑ Top of embankment elevation: ft
❑Other ❑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: WWIS 06-16 Page 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA—15A NCAC 02T.0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation 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
irrigation 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):
Recommended Recommended If Seasonal,list
Fields within Annual/Seasonal
Soil Series Loading Rate Loading Rate appropriate
Soil Series (m/hr) (in/yr) Loading 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.0505(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system?
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in VII.8.?❑Yes or❑No
If no,how does the Applicant intend on complying with 15A NCAC 02T.0505(t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop Soil Series %Slope Nitrogen Uptake Rate Phosphorus Uptake
(lbs/ac•yr) Rate(lbs/ac•yr)
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 irrigation area from the Agronomist Evaluation's nitrogen balance: ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: ft2
f. Minimum irrigation area from the water balance: ft2
FORM: WWIS 06-16 Page 9 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA—15A NCAC 02T.0505(continued):
8. Field Information(NOTE—This table may be expanded for additional fields):
Designed Designed
Area Dominant LoadingLoadin Waterbody
Field (acres) Soil Series Rate Rate g Latitude a Longitude a Stream Index Classification
(in/hr) (in/yr) No.n
NChanges Changes es No changes Changes es Changes
° - . No Changes No Changes
g g g g
°
°
°
°
°
°
°
°
°
°
°
°
°
°
°
°
°
°
•
•
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://deq.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
Spray Irrigation Design Elements Drip Irrigation Design Elements
Nozzle wetted diameter: No Changes ft Emitter wetted area: No Changes ft2
Nozzle wetted area: ft2 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: WWIS 06-16 Page 10 of 12

VIII. SETBACKS—15A NCAC 02T.0506:
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.506(a)and.0506(b)? ❑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 irrigation system and treatment/storage
units(NOTE—Distances greater than 500 feet may be marked N/A):
Setback Parameter Irrigation Treatment/
System Storage Units
Any habitable residence or place of assembly under separate ownership or not to be N/A N/A
maintained as part of the project site
Any habitable residence or place of assembly owned by the Permittee to be maintained as N/A
part of the project site
Any private or public water supply source N/A N/A
Surface waters(streams—intermittent and perennial,perennial waterbodies,and wetlands) N/A N/A
Groundwater lowering ditches(where the bottom of the ditch intersects the SHWT) N/A
Subsurface groundwater lowering drainage systems N/A
Surface water diversions(ephemeral streams,waterways, ditches) N/A
Any well with exception of monitoring wells N/A N/A
Any property line 175 100
Top of slope of embankments or cuts of two feet or more in vertical height N/A
Any water line from a disposal system N/A
Any swimming pool N/A
Public right of way 175
Nitrification field N/A
Any building foundation or basement 200
Impounded public water supplies N/A
Public shallow groundwater supply(less than 50 feet deep) N/A
4. Does the Applicant intend on complying with 15A NCAC 02T.0506(c)in order to have reduced irrigation setbacks to
property lines?❑Yes or®No
If yes,complete the following table by providing the required concentrations as determined in the Engineering Calculations:
Estimated Influent Designed Effluent Designed Effluent
Parameter Concentration Concentration
Concentration (monthly average) (daily maximum)
Ammonia Nitrogen(NH3-N) mg/L mg/L mg/L
Biochemical Oxygen Demand mg/L mg/L mg/L
(BODS)
Fecal Coliforms per 100 mL per 100 mL
Total Suspended Solids(TSS) mg/L mg/L mg/L
Turbidity NTU
FORM: WWIS 06-16 Page 11 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS—15A NCAC 02H.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.17.
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 .0103(16), 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.,irrigation fields)provided in duplicate(e.g.,more than one field)? ❑Yes or❑No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑Yes or❑No
9. Is there a public shallow groundwater supply(less than 50 feet deep)within 500 feet of the wetted area? ❑Yes or❑No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑Yes or❑No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑Yes or❑No
12. Are there any non-SA classified waters within 50 feet of the wetted area? ❑Yes or❑No
13. Are there any surface water diversions(i.e.,drainage ditches)within 25 feet of the wetted 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 pray irrigation wetted area within 200 feet of any adjoining properties?❑Yes, ❑No or❑N/A(i.e.,drip irrigation)
17. Does the designed annual loading rate exceed 91 inches?❑Yes or❑No
FORM: WWIS 06-16 Page 12 of 12

Michael Romanello
Professional Engineer's Certification: Feb 17 2022 12:28 PM
849898
0 FyCwfYp' v
S
, attest that this application for
(Professional Engineer's name"ti't)Yn Application Item
Mount Vernon Hatchery
(Facility name from Application Item II.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 I43-215.6B, 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:
Applicant's Certification per I5A NCAC 02T.0106(b):
I, .6OU&L4S W. 66orti„!rnl RE6Iad4L H.4-7-Cli Y ntii-Na-GER attest that this application for
(Signature Authority's name&title from Application Item 1.3.)
AoLIiJT ✓EiZ,Jo,J /4 4 FC HC2 If
(Facility name from Application item II.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I 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
l as civil penalties up to$25,000 per violation.
Signature: Date: 2/I2aZ
f
FORM: WWIS 06-16 Page 13 of 12

Attachment II — Pump Station Calculations

Wastewater Pump Station
Force Main
Design Calculations
Project Name: Mountaire-Lagoon Modifications
Location: Siler City,NC
Designed By: MDG
Checked By: MTR
Date: 12/10/2021
Project#: 211336

Wastewater Pump Station
Force Main
Project Summary
Project Name: Mountaire-Lagoon Modifications
Average Daily Flow(gpm):22
Pump Operational Point No. 1 (gpm@TDH): 260 gpm @ 18'TDH
Pump Operational Point,No. 2(gpm@tdh): 280 gpm @ 17'TDH
Pump Manufacturer: SULZER
Model Number: XFP100C
Impeller Diameter: 195 mm
Horse Power: 3
Voltage: 280 v 3 phase
Force Main Diameter(in): 4
Force Main Length(ft): 35

Cycle Time & Wet Well Geometry
Target Cycles Per Hour
ADF = 22 gpm
Pumping Rate = 180 gpm
Time = 15.0 min.
Cycles Per Hour= 4.0
Check Cycles Per Hour: OK
Check Cycles Per Hour: OK
Determine Wet well Diameter
Required Volume= 292 Gallons
Pick Wet Well Diameter= 5.0 Ft
Pick Wet Well Cycle = 4.0 Vert.Ft
Volume in Cycle= 587 Gallons
Vertical Datum Used: NAVD 88
Determine Wet Well Invert&Float Elevations
Wet well Dia. = 5.0 Ft
Top Elev= 557.50
Gnd Elev= 557.00
SS Invert In= 554.00
Alarm = 552.00
Lag On = 551.00
Lead On= 550.00
Pumps Off 546.00
Bottom Invert Elev* = 544.00
*As required for complete submergence
OK

Force Main & Piping Design
Off-Site Force Main Data
Design Pump Rate (gpm)= 180
Select Force Main Size(in)= 4
Velocity(fps)= 4.60
Meets Minimum Velocity Requirement? OK
Meets Maximum Velocity Requirement? OK
Required Pump? Use Non-Clog Pump
Line Length(ft)= 35
Account for Minor Losses= 5%
Equiv Length(ft)= 37 I
Connection Point: None
Pump Station Piping Data
Design Pump Rate(gpm)= 180
Pick Wet Well&Valve Vault Piping Size (in)= 4
Velocity(fps)= 4.60
Meets Minimum Velocity Requirement? OK>2 FPS
Meets Maximum Velocity Requirement? OK<8 FPS
Item Number of Fittings L/D Ratio Equivalent Length
45 bend 0 16 0.00
90 bend 2 30 20.00
22.5 bend 1 9 3.00
Branch Tee Flow 1 60 20.00
Check valve 1 135 45.00
Plug Valve 1 17 5.67
0.00
0.00
0.00
Equivalent Fitting Length(ft)= 94
Wet Well&Valve Vault Piping Length(ft)= 10
Total Equivalent Pump Station Pipe Length(ft)= 104
Equivalent Off-Site Diameter Length(ft)= 104
Total Equivalent Force Main Length (ft) = 140

Pump Selection
Force Main Diameter(in)= 4
Equivalent Force Main Length(ft)= 140
Hazen-Williams C Factor= 130
Minimum Required Pump Rate(GPM)= 42
Design Pumping Rate(GPM)= 180
Pressure Head at Proposed
Connection Pump
Pressure Head "Only Proposed Station
at Connection Pump Station Static Head "All On" On" TDH Pump Head
GPM "All On"(feet) On"(feet) (feet) TDH(feet) (feet) Velocity(fps) (feet)
100 0 2 10 11 13 2.6 22
200 0 2 10 14 16 5.1 19
300 0 2 10 18 20 7.7 17
400 0 2 10 24 26 10.2 14
500 0 2 10 31 33 12.8 9
Pump Manufacturer: SULZER
Model Number: XFP100C CB1 60 Hz
Impeller Diameter: 195 mm
Horsepower: 3
Voltage: 280v 3phase

Pump and Force Main System Curve
N
N
(LI) Hal
V'1
N

Station Operation Check
Proposed Operational Point No.1
260 GPM @ 18 TDH
Check Wet well Cycle Times
Wet well Wet well Wet well Wet well
Diameter Area Cycle Volume
(feet) (gal/VF) (ft) (gal)
5.0 147 4.0 587
Fill= Wet well Volume = 26.4 minutes
ADF
Run= Wet well Volume = 2.5 minutes
Pump Rate -ADF
Total= 28.9 minutes
Cycle Time= 2.1 Cycles/Hour
Meets Minimum Cycle Time? OK
Meets Maximum Cycle Time? OK

Station Operation Check
Proposed Operational Point No. 2
280 GPM @ 17 TDH
Check Wet well Cycle Times
Wet well Wet well Wet well Wet well
Diameter Area Cycle Volume
(feet) (gal/VF) (ft) (gal)
5.0 147 4.0 587
Fill= Wet well Volume = 26.4 minutes
ADF
Run= Wet well Volume = 2.3 minutes
Pump Rate -ADF
Total= 28.7 minutes
Cycle Time= 2.1 Cycles/Hour
Meets Minimum Cycle Time? OK
Meets Maximum Cycle Time? OK

Buoyancy Calculations
Wet well Outside Dimensions 6.00 Feet
Wet well Inside Dimensions 5.00 Feet
Wet well Top Slab Elevation 557.50 Feet
Wet well Invert Elevation 544.00 Feet
Extended Base Slab Diameter 7.00 Feet
Extended Base Slab Thickness 0.67 Feet
Top Slab Thickness 0.67 Feet
Calculate Total Volume of Wet well Structure
Volume of Wet well Riser Sections= 382 cf
Volume of Wet well Extended Base= 26 cf
Total Volume of Wet well Structure= 407 cf
Calculate Total Volume of Water Displaced
H2O Displaced=(Volume of Wet well Structure)*(62.4 lbs/cf)
H2O Displaced= 25414 lbs
Calculate Weight of Wet well Components
Section Total Ht Weight
Top Slab Thickness(ft.) 0.67 2842
Riser-Total Vertical Ft. 13.50 17495
Base Slab Thickness(ft.) 0.67 3868
Totals= 14.84 24204
Total Weight of Concrete in Wet well= 24204 lbs.
Calculate Submerged Weight of Soil Above Extended Base/Footing
Total Area of Extended Base 38 sf
Total Area of Wet well Riser 28 sf
Area of Extended Base less Wet well 10 sf
Height of Soil Above Extended Base 13 ft
Volume of Soil Above Extended Base 133 cf
Weight of Soil Above Extended Base(estimated) 50 lbs/cf
Total Weight of Soil Above Extended Base 6637 lbs/cf
Flotation Protection Required?
Weight of Concrete and Weight of Soil Above Extended Base: 30841 lbs
Weight of Water Displaced By Wet Well: 25414 lbs
Flotation Protection Required? NO

SULZER
XFP100C CB1 60HZ (wet pit)
Test Standard
Head
—1
H/ ft
I
= 4p / kPa IS09906:2012,H1 11.6/14.6<_10kW
—2-100
32
—4-
28
it...,
20/6
= 90
-N
24
pE20/6.0
O-604?
= 80
6p/1
70
20.52.
4
p�,
61.24
eQ�6C-6$
4
16
,
Eff
6 8%
67.2%
_ This pump (non oil -cooled) is suitable for wet
= 50 pump installation only.
12
64%
•
It is NOT suitable for dry pump installation.
- 40
8_
30
►
20
-
14 Application range ► 1
P
/ kw =
Shaft power P2
1.6
—
1.321
p— ----
I.4
0.8
'VPSH/ ft =
NPSH-values
10 -
8
6
d
2.999
c
0 50
100
15
184.6 250
300
350
III'
400
III'
450
III'
500
III'
Q
III'
/ USg.p.m.
III
2021-12-10
Operating data specification
Flow 184.6 US g.p.m.
Efficiency 54 %
NPSH 3 ft
Temperature 68 °F
No. of pumps 1
Power input
Head
Shaft power
Fluid
Nature of system
1.63 kW
20.5 ft
1.32 kW
Wastewater
Single head pump
Pump data
Type
XFP100C CB1 60HZ (wet pit)
Make
SULZER
Series
XFP PE1-PE3
Impeller
Contrablock Plus impeller, 1 vane
N° of vanes
1
Impeller size
195 mm
Free passage
76.2 mm
Suction flange
DN100
Discharge flange
DN100
Type of installation
Moment of inertia
0.0166 kg m2
Wet well installation with pedestal
Motor data
Rated voltage
460 V
Frequency
60 Hz
Rated power P2
2 kW
Nominal Speed
1150 1/min
Number of poles
6
Efficiency
83.5 %
Power factor
0.72
Rated current
4.2 A
Starting current
22.2 A
Rated torque
16.6 Nm
Starting torque
40.2 Nm
Degree of protection
IP 68
Insulation class
H
No. starts per hour
15
Sulzer reserves the right to change any data and dimensions without prior notice
and can not be held responsible for the use of information contained in this software.
Spaix® 5-2021.3 - 2021/11/03 (Build 424), 64 b't
Data version Oct 2021

Curve number
Pump performance curves SULZER
XFP100C CBI 60HZ (wet pit)
Reference curve
XFP100C-CB 60HZ
Discharge
DN100
Frequency
60 Hz
Density
62.31 lb/ft3
Viscosity
1.077E-5 ft2/s
Test Standard
ISO9906:2012,H1 11.6/14.6<_10kW
Rated speed
1166 1/min
Date
2021-12-10
Flow
184.6 US g.p.m
Head
20.5 ft
Shaft power
1.32 kW
Power input
1.63 kW
Rated power P2
2 kW
Hyd. efficiency
54 %
NPSH
3 ft
H / ft -
Head
I
— 1
- pp / kPa
-
—2=
34
—4=100
32
30
N
= 95
= 90
28
pF2p,
6,C6o
This pump
installation
(non oil
only.
-cooled)
is suitable
for wet
pump
=85
26
N
tiZ
It is NOT
suitable
for dry pump
installation.
—80
-
24
\
\
PE2�60yz
-75
22-
70
=65
20.52
61.24
•
18
2p/6 C.6QN
A,
°
= 55
16
Ali■
—50
14
= 45
-
12
= 40
10-
Iii lb II
= 35
8
=
=25
6
20
_
14 Application range ► I
=15
••
P
/kW
1.8
1
IA
1.321r---
1.2
_
1
0.8
--
0.6
NPSH/ ft =
NPSH-values
12 -
11 -
10 -
9-
8-
7-
6-
5-
4-
2.999
2
s'
II II II
1
I I I
I
I I I
III
III
II
III
III
III
II
III
0 40 80 120 16( 184.6 0 240 280 320 360 400 440 480 520 560 Q / USg.p.m.
Wet well installation with pedestal
Impeller size
195 mm
N° of vanes
1
Impeller
Contrablock Plus impeller, 1 vane
Solid size
76.2 mm
Revision
Sulzer reserves the right to change any data and dimensions without prior notice
and can not be held responsible for the use of information contained in this software.
Spaix® 5-2021.3 - 2021/11/03 (Build 424), 64 b't
Data version Oct 2021

Frequency
PE1
Motor performance curve SULZER
PE20/6-C-60HZ
60 Hz
Rated power
2 kW
Service factor
1.3
Nominal Speed
1150 1/min
Number of poles
6
Rated voltage
460 V
Date
2021-12-10
0 10
20
30
40
50
60
70 80
90
100
110
120
P2/P2n/%
III
n / 1/min
cos W
66 03 %
COS N
on
n
1600
-
- n
=
-
1.3 -
- I/In
1.3
1550
=
-1.3
1500
1.25 -
- n
= 1 25
-1.25
1450
1.2-
-1.2
-1.2
1400
1.15
1.15
-1.15
1350
1.1
1.1
1.1
1300
=
1.05 -
=
1.05
=
1250
ii
1
- 1
-1.05
=1
1166'
_
•
0.95=
y
1100
0.9
1
=0.95
0.9
=0.95
1050
0.85
0.85
-0.9
0.85
1000
=
=
=
1
950
0.8
-40.81
40.813
900
0.75 -
- 0.75
850
0.7
0.7
-0.75
800
0.65
- 0.65
-0.7
750
-
0.6
=
-0.65
_
700
=0.6
=0.6
0.55
- 0.55
650
600
0.5
- 0.5
-0.55
550
0.45
0.45
-0.5
500
0.4
0.4
-0.45
450
0.35
=
0.35
-0.4
_
400
0.3
=
- 0.3
-0.35
350
300
0.25
0.25
-0.3
250
0.2
- 0.2
-0.25
=0.2
200
0.15
- 0.15
150
0.1
=
-0.15
_
100
=
0.05
=0.1
0.05
-0.1
50
0
0
•`
=
0
-0.05
1 1 1
0 02
04
06
08
1
12
_
1.321
4 16
18
2 22
24
26
P /kW
-0
Symbol
No load
25 %
50 %
75 %
100 %
125 %
P2/ kW
P1 / kW
I / A
cos
., / 1/.1111-1
s / %
M / N.,,
/ %
0
0.2585
2.701
0.1201
1200
0.005622
0
0
0.5
0.7333
2.794
0.3294
1187
1.055
4.021
68.18
1
1.267
3.112
0.5112
1173
2.223
8.139
78.9
1.5
1.826
3.588
0.6388
1162
3.194
12.33
82.14
2
2.395
4.206
0.7146
1150
4.195
16.61
83.52
2.5
3.066
4.999
0.7699
1128
5.994
21.16
81.53
Tolerance according to VDE 0530 T1 12.84 for rated power
Starting current
22.2 A
Starting torque
40.2 Nm
Moment of inertia
0.009 kg m2
No. starts per hour
15
Sulzer reserves the right to change any data and dimensions without prior notice
and can not be held responsible for the use of information contained in this software.
Spaix® 5-2021.3 - 2021/11/03 (Build 424), 64 b`
Data version Oct 2021

Attachment III - Operation & Maintenance Plan

CONTENT
SECTIONS
1
Current Permit
2
Site Map
3
Map w/ Fields & Buffers
--� 4
Description of System
5
Irrigation Procedures
6
Operator Duties
7
Safety Measures
8
Spill Response

Section 1
CURRENT PERMIT

ROY COOPERS, - ' ''"-
Governor LI\ . 14-
MICHAEL S.REGAN � n
Srcrrlar} o *rtt`wrxv�*
S.DANIEL SMITH NORTH CAROLINA
Director- Environmental Quality
July 6, 2020
Muir,PLYLAR—PRESIDENT
MOUNrAIRG FARMS INC.
PosT OFFICE Box 1320
MILLSBORO, DELAWARE 19966
Subject: Permit No. WQ0002428
Mount Vernon Hatchery WWTF
Wastewater Irrigation System
Chatham County
Dear Mr. Plylar:
in accordance with your permit renewal request received May 6,2020,we are forwarding herewith
Permit No. WQ0002428 dated July 6, 2020, to Mountaire Farms Inc. for the continued operation of the
subject wastewater treatment and irrigation facilities. Please note that this renewed permit shall become
effective on November 1, 2020 (i.e., the day after the expiration date of the existing permit).
This permit shall be effective from November 1, 2020 through December 31, 2026, shall void
Permit No. WQ0002428 issued March 22, 2018, and shall be subject to the conditions and limitations
therein. The Permittee shall submit a renewal application no later than July 4,2026.
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 condition since the last permit issuance dated
March 22,2018:
t Old Condition VI.2.—The permit is not voidable.
The following permit conditions are new since the last permit issuance dated March 22, 2018:
Facility Description—Updated according to the information provided by the ORC.
= Condition I1.I 1 —Updated setbacks based on when the facilities were permitted.
> Condition 1I1.14.—Removed the gauge requirements in the 252,000 gallon aeration lagoon and
the 383,000 gallon aerated lagoon as these two lagoons gravity flow into the 820,000 gallon
storage lagoon and the freeboard of these two lagoons never change.
i Condition III.l6.—Requires the metering equipment be tested and calibrated annually.
D Condition IV.6. — Removed the requirement of the freeboard in the 383,000 gallon aerated
lagoon be measured and recorded.
North Catalina Depanmcnt of Environmental Quality I Division of Water Resources
._ ;:4)
Sl2 North Salls6ury Street I I617 Alan Service Center ? Ralih,ivarth Carallna 276A9 1617
.w,rwr,r rm.o.amu.vur rr 919.707.9000

Mr. Phillip Plylar
July 6,2020
Page 2 of 2
r Conditions VI.S.and VI.9—Updated general condition languages.
> Condition VI.10. —Prevents the permit from renewing if the Perm ittee has any unpaid overdue
annual fees.
Attachment C—M W-I A has been replaced by M W-1 B.
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 1508 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.
If you need additional information concerning this permit, please contact Vivien Zhong at (919)
707-3627 or vivien.zhong rnr ncdenr.aov.
Sincerely,
S. Daniel Smith, Director
Division of Water Resources
cc: Chatham County Health Department (Electronic Copy)
Raleigh Regional Office, Water Quality Regional Operations Section(Electronic Copy)
Lasertiche File(Electronic Copy)
Digital Permit Archive(Electronic Copy)

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENTAL QUALITY
RALEIGH
WASTEWATER IRRIGATION 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 .
Mountaire Farms Inc.
Chatham County
FOR THE
continued operation of a 24,840 gallon per day (GPD) wastewater treatment and irrigation facility
consisting of
a 1,000 gallon chlorine contact tank with a Mini-San 100 tablet chlorinator;a 252,000 gallon aerated lagoon
with three 7.5 horsepower(hp)floating aerators;a 383,000 gallon aerated lagoon with two 7.5 hp floating
aerators;a 820,000 gallon 30 millimeter(mm)nylon lined storage lagoon aerated with a 7.5 hp floating
aerator,a 320 gallon per minute(GPM)effluent pump station with duplex pumps and high-water alarms;
approximately 1,200 linear feet(LF)of 6-inch force main;a 13.24 acre spray irrigation area comprised of
six fields; and all associated piping, valves,controls,and appurtenances
to serve the Mount Vernon Hatchery WWTF, with no discharge of wastes to surface waters, pursuant to
the application received May 6, 2020, and in conformity with the Division-approved plans and
specifications considered a part of this permit
This permit shall be effective from November 1,2020 through December 31, 2026,shall void Permit No.
WQ0002428 issued March 22,2018,and shall be subject to the following conditions and limitations:
L SCHEDULES
1. The Permittee shall request renewal of this permit on Division-approved forms no later than July 4,
2026. [15A NCAC 02T.0105(b),02T.0109]
II. 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 irrigation areas to assimilate the effluent, the Permittee
shall take immediate corrective actions, including Division required actions, such as the construction
("1 of additional or replacement wastewater treatment or disposal facilities. [15A NCAC 02T
.0108(b)(1XA)]
WQ0002428 Version 4.0 Shell Version 200201 Page 1 of 9

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. [ISA NCAC 02T.0108(bxl)(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
.0108(b)(l)(A)]
5. Application rates, whether hydraulic, nutrient, or other pollutant,shall not exceed those specified in
Attachment B. [I5A NCAC 02T.0505(c),02T.0505(n)]
6. Wastewater irrigation fields permitted on or after December 30, 1983 have a compliance boundary that
is either 250 feet from the wastewater irrigation area, or 50 feet within the property boundary,
whichever is closest to the wastewater irrigation 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(dX2),02L.0107(b),02T.0105(h),
G.S. 143-215.1(i),G.S. 143-215.1(k)]
7. The review boundary is midway between the compliance boundary and the wastewater irrigation area.
Any exceedance of groundwater standards at or beyond the review boundary shall require preventative
action. [15A NCAC 02L.0I06(d)(1),02L.0108]
8. The Permittee shall apply for a permit modification to establish a new compliance boundary prior to
( `1 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
Chatham 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.
[1 SA NCAC 02L.0107(f)]
(.141
WQ0002428 Version 4.0 Shell Version 200201 Page 2 of 9

11. The facilities herein were permitted per the following setbacks:
a. The irrigation sites were modified November 21,2006,and the application was received March 10,
2005. The setbacks for spray irrigation sites originally pennitted or modified when the application
was received between from February 1, 1993 to August 31,2006 are as follows (all distances in
feet):
i. Each habitable residence or place of assembly under separate ownership: 400
ii. Each private or public water supply source: 100
iii. Surface waters: 100
iv. Groundwater lowering ditches: 100
v. Surface water diversions(upsiope): 100
vi. Surface water diversions(downslope): 100
vii. Each well with exception of monitoring wells: 100
viii.Each property line: 150 2
ix. Top of slope of embankments or cuts of two feet or more in vertical height: 15
x. Each water line: 10
xi. Each swimming pool: 100
xii. Public right of way: 50
xiii.Nitrification field: 20
xiv.Each building foundation or basement: 15
` Habitable residences or places of assembly under separate ownership constructed after the
facilities herein were originally permitted or subsequently modified are exempt from thisrs*
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.0219(j)(5)]
b. The permitted 252,000 aerated gallon lagoon have no setbacks. The original permit(Permit No.
3385) pre-dates administrative code 15A NCAC 02H .02190), which was effective October 1,
1987. Since no modifications or expansions have been made to the originally permitted facility,
the facility is still covered under the 1SA NCAC 02H.0200 rules effective February 1, 1976,which
contain no setback requirements. [15A NCAC 02H.0200]
c. The 383,000 gallon aerated lagoon was modified June 13, 1994 and the 1,000 gallon chlorine
contact tank and the 820,000 gallon storage lagoon were originally permitted June 13, 1994. The
setbacks for storage and treatment units originally permitted or modified from February 1, 1993 to
August 31,2006 are as follows(all distances in feet):
i. Each habitable residence or place of assembly under separate ownership: 4001
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
vi. Nitrification field: 20
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.
WQ0002428 Version 4.0 Shell Version 200201 Page 3 of 9

[15A NCAC 02H.02190)(5)]
III. OPERATION AND MAINTENANCE ItEOUIREMENTS
1. The Permittee shall operate and maintain the subject facilities as a non-discharge system. [15A NCAC
02T.0500]
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
.0507(a)]
3. Upon the Water Pollution Control System Operators Certification Commission's (WPCSOCC)
classification ofthe 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. The Permittee shall maintain vegetative cover on the irrigation sites, such that crop health is optimal,
allows even effluent distribution, and allows inspection of the irrigation system. [15A NCAC 02T
.0507(b)]
5. The Permittee shall take measures to prevent effluent ponding in or runoff from the irrigation sites
listed in Attachment B. [I5A NCAC 02T.0507(c)]
6. The Permittee shall not irrigate treated effluent during inclement weather, or when the soil is in a
condition that will cause ponding or runoff [I5A NCAC 02T.0505(x)]
7. Irrigation equipment shall be tested and calibrated once per permit cycle. [I SA NCAC 02T.0507(d)]
8. Only treated effluent from the Mount Vernon Hatchery WWTF,which includes discharges from Mount
Vernon and Slier City Hatcheries, shall be irrigated on the sites listed in Attachment B. [15A NCAC
02T.0501]
9. The Permittee shall not allow vehicles or heavy machinery on the irrigation area, except during
equipment installation or maintenance activities. [15A NCAC 02T.0507(e)]
10. The Pennittee shall prohibit public access to the wastewater treatment,storage,and irrigation facilities.
[15A NCAC 02T.0505(q)]
11. The Permittee shall dispose or utilize generated residuals in a Division-approved manner. [1SA NCAC
02T.0508,02T.1100].
12. The Permittee shall not divert or bypass untreated or partially treated wastewater from the subject
facilities. [15A NCAC 02T.05050)]
13. Freeboard in the 820,000 gallon storage lagoon shall not be less than two feet at any time. [15A NCAC
02T.0505(d)]
14. A gauge to monitor waste levels in the 820,000 gallon storage lagoon shall be provided. This gauge
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.0507(f)]
/'1
WQ0002428 Version 4.0 Shell Version 200201 Page 4 of 9

15. 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.0507(g)]
16. Metering equipment shall be tested and calibrated annually. (15A NCAC 02T.0507(d)]
IV. MONITORING AND REPORTING REOUIREMENT4
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 irrigated. These records shall
include the following information for each irrigation site listed in Attachment B:
a. Date of irrigation;
b. Volume of effluent irrigated;
c. Site irrigated;
d. Length of time site is irrigated;
e. Continuous weekly,monthly,and year-to-date hydraulic(inches/acre)loadings;
f. Continuous monthly and year-to-date loadings for any non-hydraulic parameter specifically
limited in Attachment B;
g. Weather conditions;and
h. Maintenance of cover crops.
[15A NCAC 02T.0108(c)]
6. Freeboard (i.e., waste level to the lowest embankment elevation)in the 820,000 gallon storage lagoon
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 IV.4.) 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-1 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(I)]
WQ0002428 Version 4.0 Shell Version 200201 Page 5 of 9

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.0508(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 irrigation equipment calibration;
c. Visual observations of the plant and plant site;and
d. Record of preventative maintenance(e.g.,changing of equipment,adjustments,testing,inspections
and cleanings, etc.).
[I 5A NCAC 02T.0507(h)]
10. Monitoring wells MW I B, MW-2, MW 3,and MW-4 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)]
1 I. Two copies of the monitoring well sampling and analysis results shall be submitted on a Compliance
f"1 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 OW-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)]
12. An annual representative soils analysis (i.e., Standard Soil Fertility Analysis) shall be conducted on
each irrigation site listed in Attachment B. These results shall be maintained at the facility for five
years,and shall be made available to the Division upon request. Each Standard Soil Fertility Analysis
shall include the following parameters:
Acidity Exchangeable Sodium Percentage Phosphorus
Base Saturation(by calculation) Magnesium Potassium
Calcium Manganese Sodium
Cation Exchange Capacity Percent Humic Matter Zinc
Copper pH
[15A NCAC 02T.0108(c)]
WQ0002428 Version 4.0 Shell Version 200201 Page 6 of 9

13. Noncompliance Notification:
The Permittee shall report to the Raleigh Regional Office,telephone number(919)791-4200, 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. Ponding in or runoff from the irrigation sites.
Emergencies requiring reporting outside normal business hours shall call the Division's Emergency
Response personnel at telephone number(800) 662-7956, [phone], or(919) 733-3300. All
noncompliance notifications shall file a written report to the Raleigh 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(bXI)(A)J
V. INSPECTIONS
1. The Permittee shall perform inspections and maintenance to ensure proper operation of the wastewater
treatment and irrigation facilities. [15A NCAC 02T.0507(i)]
2. The Permittee shall inspect the wastewater treatment and irrigation facilities to prevent malfunctions,
/�h 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
.0507(h),02T.0507(i)]
3. Division authorized representatives may, upon presentation of credentials, enter and inspect any
property,premises,or place related to the wastewater treatment and irrigation 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. 143-2153(a)(2)]
f'R1
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VL 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, 143-215.6B, 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. [I SA
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 Permittee changes their name,the Permittee shall
submit a permit modification request on Division-approved forms. The Pennittee 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. [l5A NCAC 02T.0105(j)]
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 I5A 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 looted 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]
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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. 143-215.6B, or under Federal law that would otherwise be
prosecuted under G.S. 143-215.6B, and all appeals of this conviction have been abandoned or
exhausted.
b. The Penninee 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 Permit-tee 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.
[I SA 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.
[I SA NCAC 02T.0120(c)]
Permit issued this the 6's day of July 2020
NORTH
CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
S. Daniel Smith, Director
Division of Water Resources
By Authority of the Environmental Management Commission
Permit Number WQ0002428
/'k,
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(11*) THIS PAQE.B14N1C
(#1L1
(.°11

ATTACHMENT A—LIMITATIONS AND MONITORING REQUIREMENTS Perm itNumber:WQ0002428 Version:4.0
PPI 001—WWII Effluent
EFFLCF.NT CHARACTERISTICS EFFLUENT LIMITS MONITORING REQUIREMENTS
PCS Units of Monthly Monthly I ,Measurement Sample
Code Parameter Description MeasureAverage Geometric Inn Daily Minimum Daily Maximum Frequency Type
00310 SOU,5-Day(20'Cl toga- 3 x Year r Grab
00916 Calcium.Total(as Cal mgll. 3 x Year t Grab
00940 Chloride(as CI) mg4. 3 a Year t Grab
50060 Chlorine.Total Residual mg(L I Weekly Grab
31616 Caliform.Fecal MF,NI-FC Broth,44.5'C P1100 taL I 3 x Year t Grab
50050 Flow,in Conduit or lots Treaonent Plant GPD 24,840= I Continuous Recorder
00927 Magnesium,Total(as Mu) mg/L I 3 a Year' Grab
00610 Nitrogen,:Unmmtia Total(as NI mg/L 3 a Year' Grab
00625 Nitrogen.Ejeldahl.Total las N) mg/L 3 a Year' Grab
00620 Nitrogen.Nitrate Total(as N} mg/I. 3 x Ycar' Grab
00600 Nitrogen.Total(as N) mg/L 3 a Year I Grab
00400 pH so Weekly Grab
00665 Phosphorus,Total(as P) mg/I 3 x Year' Grab
00931 Soditun Adsorption Ratio ratio 3 x Year r Grab
70300 Solids.Total Dissolved—IS0'C mg/L r 3 aYeart Grab
1 00530 Solids.Total Suspended vig/L I I 3 a Year' Grab
1. 3 x Year sampling shall be conducted in March,July and November,
2. This is the area ofnc=flow from Mount\lemon Hatchery and flow Form the Siler City I Iatchery,located approximately I mile south.
WQ0002.428 Version4.0 Attachment Page I of I

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ATTACHMENT B—APPROVED LAND APPLICATION SITES AND LIMITATIONS Permit Number.WQ0002428 Version:4A
Mounts€re Farms Inc.—Mount Vernon Hatchery WWTF
IRRIGATION AREA INFORMATION APPLICATION LIMITATIONS
Nat Dosnictant Field Owner Coutitude Longthrde Anemia Safi Series Parameter Rats s minnty La
A Monmtairo Famna Inc. Chatham 33.672345° -79.413823° 1.17 Tatum 01284—Non-Discharge Application Rau 03 26.66 inches
B Mountain:Fames Inc. Chatham 35.67151P -79.414923' 2.60 Tatum 0I284—Non-Discheic Application Rate 03 25.71 inches
C Mmmtaine Faces lea. Chatham 4 33.672508' 79.417992° 1.90 Mason 01284—Non-Discharge Application Rata 03 23.76 Iuehea
D Mountain:Farms Inc Chatham 33.671629° -79.418491° 2.13 Nason 01284—Noa.Oischmrga Application Ram 03 23.74 iadss
Moumhire Farms inc. Chatham 35.659996° -79.417642° 1.69 Mason 01284—Non-Discharge Application Rate 0.3 23.78 inahea
F Mountain Farms Inc. Chatham 35.671190° -79 417199' 3.75 Boson 01284—Non-Discharge Application Rao 0.3 25.67 inches
Totals^ 13.24
WQ0002428 Version4.0 Attachment B Page I of 1

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ATTACHMENT C—GROUNDWATER MONITORING AND LIMITATIONS Permit Number:W0000242S Version:4.0
Monitoring Wells MW lB.MW-2.MW3,and MW-4
GROUNDWATER CHARACTERISTICS GROUNDWATER STANDARDS MONITORING REQUIREMENTS
—
PCS Cade Parameter Description Day Maximum Frequency Measurement Sample Type Footnotes
006E0 Cerium.Tot Orgncie(TOC) mg/L 3 x Year Qrab 1.4
60940 Chloride(as CI) 250 mg/L 3 x Year Crab I
31616 Colifam.Fowl MF.M-FC Broth,44.54C W100 mL 3 x Year Grab I
00610 Nitrogen.Ammonia Total(as N) 1.5 mg/L 3 x Year Grab I
00620 Nitrogen,Nitnue Total(as N) 10 mg/1- 3 x Year Qreb I
-
00400 pH 6.5-&5 so 3 x Year Grab 1.2
70300 Solids.Total Dissolved-ISO C 500 mg/l. 3xYea Grub I
62546 Water Level,Distance km meastaiug palm feet 3 x Year Calculated 1,2.3
1. 3 x Year monitoring ahatl be conducted in Mach.July,and November.
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 die surveyed point on the top of die casing.The measurement of
pH shall be made after purging and prior to mmpling for the r ardrdag paramatem.
3. The meataing points(top of well casing)afall mouitwigg walls shall be surveyed to provide the relative elevation of due measuring point far each monitoring walL Tho measuring points(top of
cam dell monitoring wells shall be surveyed relative to a coo =datums.
4. IfTOC concentrations greater than 10 mg/Lary detected in my dormgradimu monimriag well.additional sampling and analysis shall be conducted to identify dmindivldual consdtueels compriegg
this TOC concentration.If the TOC concentration as measured in the background monitor well exceeds 10 mmg7.,this concentration will be taken to represent the tmturally occurring TOC
eoncenteerian. Any atoeedances adds aurally ccwaing TOC commorsrion in dm domngradimt wells shall be subject to the additional sampling and analysis as desmihed above
5. Monitories wells shall be reported condemn with the oaaxncleune and location t on provided in Future 1 and this anaelnnent.
WQ0002428 Version 4.0 Anaohmem C Page I of 1
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a THIS MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS
DISPLAYED ARE APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY * Project Location
E INFORMATION,UNLESS STATED OTHERWISE.
SCALE: FIGURE NO.
VICINITY MAP 1 " = 1.0 miles
DATE:
I I MOUNTAIRE FARMS HATCHERY 4-21-20 1
175 FOUST ROAD PROJECT NUMBER
CHATHAM COUNTY, NORTH CAROLINA 4358-20-030

8770-72-1689.000 ` 8770-72-1689.000
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s c • / NET WETTED AREA �■ FENCE PROJECT NUMBER
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a1. 8679-6sini .to % `_ COMPLIANCE BOUNDARY SETTLING TANKS FIGURE NO.
cO �• u f� �� -- REVIEW BOUNDARY PUMP TANKS
. - REFERENCE:2019 AERIAL PHOTOGRAPH
1 GIS BASE LAYERS WERE OBTAINED FROM CHATHAM COUNTY. ALL FEATURE 0 00 400 � PROPERTY BOUNDARY *--- STREAMS 2
o v..., LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY /" / / - Crl J
INFORMATION,UNLESS STATED OTHERWISE �� L7 PONDS ® MONITORING WELLS

Section 2
SITE MAP

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GROUNDWATERSURPACE CONTOUR MAP (11-2840)
TOWNI8411 MP.1I HATCHERY
OREJINSIMIHO. NORTH C.:AR(.11314A
'tar RNLI
ROY.

Section 3
MAP with FIELDS & BUFFERS

•
Drawn by: CSC
Reviewed by: CGL
Date: NOV-02
330 660 1,320
Feel
ENWROMMEhf1AL SERVICES • C. NCERlNG •'TESTING
LEGEND
'-'" - - Drainage Way
Paved Road
•—•-- Property Boundary
0 Abandoned House
1777 Buffer
Abandoned
Chicken Houses
Pond
Lagoon
Field Boundary
intopro Y outRiDARY RUTTFeR M U'
Townsend, Inc.
Slier City, Chatham County, NC
S&ME Project #1588-02-029
FIGURE

4
Section 4
.' DESCRIPTION OF SYSTEM

Description of Wastewater System
Mt Vernon Hatchery
• Waste water system,which is permitted for 24,840 gallons/day,consists 3 each settling tanks, 1 each domestic
sewage septic tank, 1 each contact basin, 1 each lift station,3 each lagoons(Lagoon#1-252,000 gallons, Lagoon#2-
383,000 gallons and Lagoon#3-820,000 gallons), pump station and 13.24 acre spray field.
• Effluent from building enters wastewater system in Lagoon#1 from 6 each different locations.These locations are:
1. Lift station on south side of building near CC3 pad-Prior to entering lift station,effluent passes through settling
tank.After entering tank at lift station,effluent is pumped to Lagoon#1. Effluent entering system at this point is
made up of wastewater from "Phase 1"and wastewater from west side of"Phase II"expansion which passes
through a settling tank before flowing into lift station that pumps this wastewater into waste stream from
"Phase I".All lift stations provide duplex pumps,controls and high water alarm both interior and exterior of
building.
2. Septic tank on south side of building near pad mounted electrical transformer-This tank handles all domestic
wastewater that is generated.After leaving septic tank and prior to entering Lagoon#1,effluent passes through
contact basin for disinfection.
3. Dual settling tanks adjacent to septic tank-Effluent flows from building into and through tank#1, into and
through tank#2,and to Lagoon#1 by gravity.These tanks in series handle all process and wash down water
from the original building structure from west hall way at"Phase 1"east to 1995 addition as well as wash down
water from 1987 addition.
4. 8" pipe exiting building on southeast side under steps at exterior door to egg room#4-This pipe handles all
process and wash down water from 1995 building addition as well as wash down water and rain water captured
from concrete pad under egg waste tanks.
5. Lift station on east side of building-Prior to entering lift station, effluent passes through settling tanks.
Wastewater from east side of"Phase II" expansion flows into settling tank.Washdown water and rain water
falling on egg waste tank pad enters settling tank behind egg waste tank pad and flows into lift station.
6. Sump pump in"pit" at egg dock pumps washdown water and rain water that falls on egg dock pad into lagoon
#1.
• After effluent enters Lagoon#1,treatment is provided by 2 each 7.5 HP floating aerators.After treatment in Lagoon
#1,waste water flows by gravity into lagoon#2. Depth in Lagoon#1 is controlled by a stand pipe whose top is 0.9
feet below lowest point of lagoon dam.Stand pipe can be removed to lower depth of Lagoon#1. After exiting
Lagoon#1 and prior to entering Lagoon#2,waster water passes through a settling tank. When exiting settling tank,
waste water flows by gravity to Lagoon#2 where further treatment is provided by 2 each 7.5 HP floating aerators.
After treatment in Lagoon#2,Waste water flows by gravity to Lagoon#3. Depth of Lagoon#2 is controlled by a
stand pipe whose top is 0.7 feet below the lowest point of lagoon dam. Depth in lagoon#2 can be lower by
operating valve at west end of Lagoon#2,allowing waste water to flow by gravity to Lagoon#3. Lagoon#3 is
considered to be storage. However,further treatment is provided by 1 each 7.5HP floating aerator.Waste water is
stored in Lagoon#3,with treatment, until irrigated onto spray field. Depth of Lagoon#3 is to be maintained at a
minimum of 2 feet below lowest point of lagoon dam.Waste water depth in Lagoon#3 equalizes with depth in
duplex pump station adjacent to Lagoon#3 by way of a pipe near the bottom of Lagoon#3.This pump station
provides irrigation to spray fields and consists of 2 each 30 HP pumps,floats for high level alarm both interior and
14161 exterior of building, and associated valves.The controls for the pump station provides all necessary breakers and
relays for operation of each pump.Timer switches control each pump individually with a motorized timer recording
precise time that each pump operates while irrigating.A flow meter is also provided for precise measurements of
volumes of waste water applied to spray fields.This pump station is capable of providing irrigation to 1 each of 6
each spray fields with the exception of spray fields A& B,which are irrigated simultaneously. Irrigation to spray

fields is controlled by valves adjacent to pump station.The southern most valve controls flow to spray fields A-E
with Field F being controlled by the northern most valve.Acreage for each spray field is:
o Field A 1.17 Acres
/1"`1 o Field B 2.60 acres
o Field C 1.90 Acres
o Field D 2.13 Acres
o Field E 1.69 Acres
o Field F 3.75 Acres
Total acreage is 13.24 Acres. Fescue is maintained as vegetative cover on all fields by application of lime and
fertilizer based on annual soil sample analysis as well as reseeding when necessary.The fescue is cut and baled 2-3
times per year and removed from spray fields. Undesirable vegetation is controlled through use of spraying and
wicking of herbicides.Areas around spray head risers and valve boxes are maintained through use of herbicide and
trimming.

Section 5
IRRIGATION PROCEDURES

"a'"1 Irrigation Procedures
All Fields
• Visually inspect field to be irrigated for:
o General field condition
• Verify ponding of water is not present
• Note areas of saturation
o Spray heads and Risers
• Verify spray heads and risers are in place, with risers vertical
• Verify spray head operation will not be impaired by tall vegetation
Fields A-E
At Start of Irrigation
• Open valves on lateral lines in field to be irrigated. Note: Fields A&B will always be irrigated at
same time
• Record temperature,weather conditions,time,and gallons on meter
• Verify that minutes counter is set to"zero"
• Open southernmost valve adjacent to pump station
• Start pump to be used by rotating timer clockwise
• Verify pump is operating by sound and by verifying gallons meter is increasing
• Verify spray heads are operating properly.This will need to be checked periodically during
irrigation
At Completion of Irrigation
• Verify pump has stopped by sound
• Close southernmost valve adjacent to pump station
• Record total gallons from gallons meter.Subtract gallons reading at start of irrigation from
gallons reading at completion of irrigation to obtain total gallons irrigated and record
• Record minutes from minutes counter and reset counter to"zero"
• Close valves to lateral lines in field that was irrigated

FIELD F
At Start of Irrigation
• Record temperature,weather conditions,time,and gallons on meter
• Verify that minutes counter is set to"zero"
• Open northernmost valve adjacent to pump station
• Start pump to be used by rotating timer clockwise
• Verify pump is operating by sound and by verifying gallons meter is increasing
• Verify spray heads are operating properly.This will need to be checked periodically during
irrigation
At Completion of Irrigation
• Verify pump has stopped by sound
• Close northernmost valve adjacent to pump station
• Record total.gallons from gallons meter.Subtract gallons reading at start of irrigation from
l gallons reading at completion of irrigation to obtain total gallons irrigated and record
• Record minutes from minutes counter and reset counter to "zero"
/~1

Section 6
OPERATOR DUTIES

e'61 OPERATOR DUTIES
DAILY
• Inspect waste water facilities. Note any deficiencies found and corrective action taken
• Check/record water level in Lagoon#1
WEEKLY
• Check Tablet Chlorinator at contact basin. Fill as necessary using Bio-Sanitizer Tablets
• Check/record water level in Lagoons#2 &#3
• Check/record pH &Total Residual Chlorine in Lagoon#3
MONTHLY
• Complete NDMR&NDAR forms, sign and forward to Environmental Manager for approval.
Upon approval,submit to NCDENR
• Insure all sampling of monitoring wells&effluent due for month are completed by outside
laboratory.See Attachment A&C for schedule
ANNUAL
(2.161 • Verify Operation of high level alarms on pump tanks
• Schedule outside contractor to pump septic tank and settling tanks. Record residuals removed
• Collect soil samples from each spray field and submit to NCDA through Southern States
• Upon receiving soil analysis with lime and fertilizer recommendations,schedule Southern States
for application of recommendations
• Schedule reseeding of fields as necessary
• Obtain necessary hours of continuing education to maintain license
• Submit license renewal form along with verification of continuing education and renewal fee to
NCDENR
• Submit annual permit fee to NCDENR
PERMIT CYCLE
• Insure that irrigation equipment is calibrated
• Insure all necessary paperwork for renewal of permit is submitted to NCDENR 6 months prior to
expiration of current permit

Section 7
SAFETY MEASURES

1 SAFETY MEASURES
• Insure that throw rings and ropes in lagoon area are maintained and in place
• Insure that any signage is maintained and in place
• Insure that access to waste water system is prohibited
• Outside contractors are to perform any work necessary to be performed"on the water"
• Outside contractors are to perform any work necessary in pump tanks, settling tanks or septic
tank
• Vegetation in lagoon area,around valves and risers is to be maintained to prevent hazards to
operator or contractors

Section 8
SPILL RESPONSE

Spill Response
Purpose:
This plan is to be implemented in the event of a Wastewater Release or Spill at the Mount Vernon
Hatchery.
Initial Response:
Spills reported to or detected by the ORC operator requires immediate attention. The ORC or his
appointed Back-up Operator will make the preliminary assessment of the release within 15 minutes of
receiving the report. The ORC or Back-up will determine the appropriate response and request
assistance from key personnel as necessary. A local contractor may be employed as deemed necessary.
Key personnel will, upon assessing the site, continue to document the event and determine the severity,
magnitude, and potential environmental impact. Every effort should be made to minimize the spill
event consistent with the containment and source control section of this plan. The safety of the
response crew should in no way be compromised.
Key personnel should implement recovery actions to eliminate the cause of obstruction and/or system
failure as outlined in this plan.
Post Spill Response:
After containment is achieved,the Division of Water Quality(DWQ) must be contacted as soon as
possible but, in no case later than 24 hours after initial detection if:
1. The spill has reached surface water, "Waters of the State" or
2. The spill exceeds one thousand gallons (1000 gals.)
Every small spill must be logged on site including time, date, approximate volume, name of respondent.
Spills that are fully contained and removed quickly and are less than one thousand gallons are not
required to be reported to DWQ. However, a full spill report form will be filled out and kept on file.
/1

KEY PERSONNEL CONTACT NUMBERS
NAME TITLE PHONE NUMBER
ORC DOUGLAS GOODWIN REGIONAL HATCHERY MGR CELL:919-548-5024
WORK:919-663-2370
BACK-UP ORC ADAM FUQUAY HATCHERY MANAGER CELL:910-986-9521
WORK:910-359-5275
BACK-UP ORC ROBERT JACKSON WASTEWATER MGR. CELL:910-709-7913
(LUMBER BRIDGE PLANT) WORK:910-359-5275
JIM HENDRICK ENVIRONMENTAL&ENGINEERING MANAGER
CELL: 302-381-8445
WORK:919-663-6723
/"h

ram,
SOURCE CONTROL & CONTAINMENT PROCEDURE
Depending on the nature of the spill or overflow, the initial assessment should indicate the priority of
source control and/or containment.
1. When the source can be isolated through valves, plugs or other methods,the flow should be
discontinued immediately or reduced to the least possible volume.
2. If the pumps on the location are not operating the control panel should be checked for;
a. Power ON?
b. Check breaker
c. Breaker closed, check thermal overloads (external button)
d. Overload good, check fuses, if trained to do so.
e. Is pump straining (clogged with debris)?
f. Do you smell a burnt motor? (contact vendor from list)
g. Call for electrician
3. Containment methods will typically include:
a. Sand or dirt dikes and dams. (Small steams, creeks)
b. Holes or pits (To prevent run off to surface waters)
If the spill event resulted from an area wide power outage you should contact the Power Company. You
tr must have account number for your location.
If the problem is mechanical in nature, retrieve parts from inventory and make repairs. Re-order parts
as they are used.
If the problem results from a blockage, call for a jet rodding machine.

KEY CONTRACTORS AND VENDORS
Septic Tank Hauler WE PUMP IT 919-548-1139
Jet Rodding Machine LILES PLUMBING 919-742-3312
Electrical Contractor PR FAULK ELECTRICAL 919-775-1990
Parts Supply Company S&J PLUMBING & ELECTRICAL SUPPLY 919-742-7422
Agriculture Supply Company SOUTHERN STATES 919-742-2128
Spill Clean Up Company SAFETY KLEEN/CLEAN HARBORS 888-375-5336

SHOULD SPILL OCCUR AT HATCHERY:
ON GROUND
1. Environmental Manager to contact NCDENR Hotline [phone]) if wastewater spill
exceeds the 1000 gallon threshold.
2. In open areas lime, remove debris and lime site. Rotor-till if needed. Re-seed and mulch with
straw.
3. If waste/debris not visible:apply lime and follow with seed and straw.
IN CREEK OR STREAM
1. Environmental Manager to contact NCDENR Hotline: [phone]
2. Construct a darn sized to contain the flow of water.
3. Contact spill clean-up contractor for assistance.
4. Sample stream and analyze sample for pH. Refrigerate sample. Contact testing lab to pick up
this stream sample that same day and analyze for BOD and TSS. Once contract lab arrives, have
them sample the stream and analyze for fecal coliform using the proper container.
5. Continue monitoring stream as needed in order to demonstrate recovery.

Attachment IV

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MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
CHATHAM COUNTY, NORTH CAROLINA
FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
FEBRUARY 16, 2022
SITE DATA
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421 DRAWINGS
"a' N N NUMBER TITLE
PROJECT LOCATION: ,y:: � .
PROJECT ADDRESS: 175 FOUST ROAD �� SILER CITY +
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CITY OR TOWNSHIP: SILER CITY 44e38 «e v m Cr _ y A.h GENERAL
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COUNTY: CHATHAM 4 r� , ` 0 COVER
STATE: NORTH CAROLINA . ~tl�`z -i __ - , �i• a• e° C.- +�� .. SITE OVERVIEW
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ZIP CODE: 27344 R= • t` irr, t 1 GENERAL SITE PLAN
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2 GENERAL NOTES
LATITUDE: 35°40'26.27"N (35.673964°) US 421 IS%, \ir ,7 pie
'1' 3 WETWELL PLAN
(-79.413841°) 1 '*3 4 WETWELL DETAILS
LONGITUDE: 79 24'49.83"W .,. �5 A.
�. 11 6 , 5 LAGOON 1 & 2 MODIFICATIONS PLAN
REVIEWING AGENCY: II
dr• .� 6 LAGOON 3 MODIFICATIONS PLAN
NCDEQ REGIONAL OFFICE: RALEIGH REGIONAL OFFICE "' �� NOTES &DETAILS
. •� f- 7 LAGOON DETAILS (1 OF 2)
DIVISION OF WATER RESOURCES, NON-DISCHARGE BRANCH `� ___�: Or . (•
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8 LAGOON DETAILS (2 OF 2)
PERMIT TYPE: WASTEWATER IRRIGATION }, • _ e -- , \s o °o/
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PERMIT NUMBER: WQ0002428 -
PERMIT ISSUE DATE: 3/22/2018 �� +� o 00 moo 1 �l
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FACILITY NAME: MOUNT VERNON HATCHERY WWTF �
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moo 0o PROJECT DESCRIPTION
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THIS PROJECT CONSISTS OF CONSTRUCTION OF THE FOLLOWING
IFH ,
MODIFICATIONS AND IMPROVEMENTS TO THE MOUNTAIRE FARMS
$� °a MT VERNON HATCHERY LAGOON COMPLEX:
SITE
1 0. LAGOON 3 1. CONSTRUCTION OF A WETWELL SYSTEM TO COMBINE SEVERAL
U5421 • EFFLUENT LINES PRIOR TO BEING DISCHARGED INTO LAGOON 1.
2. WASTE SLUDGE REMOVAL, EMBANKMENT FILL SLOPE
r MOUNT M0 ngm°° - _Ali PREPARATION AND INSTALLATION OF AN HDPE LINER SYSTEM
SP R NGS
SPRINGS US 421 ON IN LAGOONS 1 AND 2.
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3. WASTE SLUDGE REMOVAL, EIXISTNG LINER REMOVAL, AND
REFERENCE: 2021 MICROSOFT BING MAPS REFERENCE: 2021 MICROSOFT BING MAPS Am- T. '. 1___ _-.-_. :_ INSTALLATION OF AN HDPE LINER SYSTEM IN LAGOON 3.
VICINITY MAP SITE LOCATION
SCALE: 1" = 3,000' SCALE: 1" = 100'
PREPARED FOR PREPARED BY
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GGING . CHARLOTTE, NC 28273

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MOUNTAIRE FARMS
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LAGOON #7
-250,000 GAL
-6-FT DEEP
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EAST PERIMETER ACCESS
WITH OWNER APPROVAL
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LEGEND
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MINOR CONTOUR (2-FT.)
MAJOR CONTOUR (10-FT.)
PROPERTY BOUNDARY
EDGE OF ROAD
GRAVEL / DIRT ROAD
WALL
FENCE LINE
CONCRETE
OVERHEAD ELECTRIC LINE
UNDERGROUND ELECTRIC
SANITARY SEWER
LIMITS OF DISTURBANCE
TREELINE
LAGOON
BUILDING / STRUCTURE
SANITARY MANHOLE
UTILITY POLE
BOLLARD
ELECTRIC BOX
STORM DROP INLET
GRAPHIC SCALE
100
150
(IN FEET)
2016 AYRSLEY TOWN BLVD
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
DESCRIPTION
LLI
EXISTING CONDITIONS - GENERAL SITE PLAN
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
SILER CITY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
8

1. GENERAL
DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Siler City Hatchery\CAD\DWG\CONSTRUCTION\211336_GEN NOTES.dwg
1.1
THE CONTRACTOR ACKNOWLEDGES ACCEPTANCE CONCERNING THE NATURE AND LOCATION OF THE
WORK, THE GENERAL AND LOCAL CONDITIONS, PARTICULARLY THOSE BEARING UPON TRANSPORTATION,
DISPOSAL, HANDLING AND STORAGE OF MATERIALS, AVAILABILITY OF LABOR, WATER, ELECTRIC, POWER,
ROADS, AND UNCERTAINTY OF WEATHER, GROUNDWATER TABLE OR SIMILAR PHYSICAL CONDITIONS AT
THE SITE, THE SUBSURFACE MATERIALS TO BE ENCOUNTERED, THE PRESENCE AND LOCATION OF
SUBSURFACE UTILITIES, THE CHARACTER OF EQUIPMENT AND FACILITIES NEEDED PRIOR TO AND DURING
THE PROSECUTION OF THE WORK OR THE COST THEREOF UNDER THIS CONTRACT.
1.2 TOPOGRAPHIC INFORMATION SHOWN WITHIN THE PROJECT AREA WAS DEVELOPED FROM LIDAR DATA
OBTAINED FROM THE NORTH CAROLINA SPATIAL DATA MAPPING PROGRAM. DATUM: NORTH CAROLINA
STATE PLANE NAD 83 / NAVD 88. ABOVE GROUND SITE FEATURES WITHIN THE WORK AREA ARE BASED ON
A HAND-HELD GPS SURVEY PERFORMED BY S&ME ON JULY 27, 2021. THE LOCATION OF UNDERGROUND
UTILIES SHOWN ON THE PLANS ARE BASED ON A COMBINATION OF GPS SURVEY, VISUAL OBSERVATIONS,
AND THE 2017 BUILDING ADDITION ISSUED FOR CONSTRUCTION SITE CONSTRUCTION PLANS.
INTERPRETATION OF UNDERGROUND UTILITIES WERE MADE WHERE CONFLICTS IN THE 2017 PLANS AND
VISUAL OBSERVATIONS EXIST. UTILITIES SHOWN SHALL NOT BE ASSUMED TO BE COMPREHENSIVE.
1.3 ANY DISCREPANCY FOUND BETWEEN THE DRAWINGS AND SITE CONDITIONS OR ANY INCONSISTENCIES OR
AMBIGUITIES IN DRAWINGS SHALL BE IMMEDIATELY REPORTED TO THE OWNER'S REPRESENTATIVE, IN
WRITING, WHO SHALL PROMPTLY ADDRESS SUCH PROBLEMS. WORK DONE BY THE CONTRACTOR AFTER
THE DISCOVERY OF SUCH DISCREPANCIES, INCONSISTENCIES OR AMBIGUITIES BEFORE THE OWNER'S
REPRESENTATIVE ADDRESSES THE PROBLEMS SHALL BE DONE AT THE CONTRACTOR'S RISK.
1.4 WHERE 'OWNER' IS REFERRED TO IN THE PLANS IT SHALL MEAN MOUNTAIRE FARMS. WHERE OWNER'S
REPRESENTATIVE IS REFERRED TO IT SHALL MEAN THE FIELD REPRESENTATIVE DESIGNATED BY THE
OWNER. NCDOT REFERS TO THE 'NORTH CAROLINA DEPARTMENT OF TRANSPORTATION'.
1.5 "NCDOT ITEM" REFERS TO THE ITEM NUMBER IN THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, 2018 VERSION. THIS DOCUMENT SHALL GOVERN MATERIALS AND WORKMANSHIP INVOLVED
IN THE IMPROVEMENTS SHOWN ON THESE PLANS, EXCEPT WHERE MODIFIED BY THE GENERAL NOTES OR
CONSTRUCTION DETAILS.
1.6 EXISTING ENVIRONMENTAL CONTAMINATION IS NOT EXPECTED; HOWEVER, IF ENCOUNTERED, THE
CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER'S REPRESENTATIVE. IF AUTHORIZED,
TRANSPORT AND DISPOSE OF ALL CONTAMINATED EXCAVATED SOIL/FILL AND WASTE MATERIAL IN
ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS AND REGULATIONS.
1.7 THE CONTRACTOR SHALL DESIGN, FURNISH, INSTALL, OPERATE, MAINTAIN, AND REMOVE ANY TEMPORARY
DEWATERING SYSTEMS TO CONTROL GROUNDWATER (IF ENCOUNTERED) AND SURFACE WATER TO
MAINTAIN STABLE, UNDISTURBED SUBGRADES, AND PERMIT WORK TO BE PERFORMED UNDER DRY AND
STABLE CONDITIONS.
1.8 ALL TRENCHING AND RELATED CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH
OSHA 29 CFR 1926 SUBPART P, EXCAVATIONS.
2. MEASUREMENT AND PAYMENT
2.1 THE QUANTITIES SET FORTH IN THE BID SCHEDULE ARE APPROXIMATE AND ARE GIVEN TO ESTABLISH A
UNIFORM BASIS FOR THE COMPARISON OF BIDS. THE OWNER RESERVES THE RIGHT TO INCREASE OR
DECREASE THE QUANTITY OF ANY CLASS OR PORTION OF THE WORK DURING THE PROGRESS OF
CONSTRUCTION IN ACCORDANCE WITH THE TERMS OF THE CONTRACT.
2.2 MAKE PAYMENT FOR THE ITEMS LISTED ON THE BID SCHEDULE ON THE BASIS OF THE WORK ACTUALLY
PERFORMED AND COMPLETED, SUCH WORK INCLUDING BUT NOT LIMITED TO, THE FURNISHING OF ALL
NECESSARY LABOR, MATERIALS, EQUIPMENT, TRANSPORTATION, CLEAN UP, RESTORATION OF DISTURBED
AREAS, AND ALL OTHER APPURTENANCES TO COMPLETE THE CONSTRUCTION AND INSTALLATION OF THE
WORK AS SHOWN ON THE DRAWINGS.
2.3 UNIT PRICES ARE USED AS MEANS OF COMPUTING THE FINAL FIGURES FOR BID AND CONTRACT
PURPOSES, FOR PERIODIC PAYMENTS FOR WORK PERFORMED, FOR DETERMINING VALUE OF ADDITIONS
OR DELETIONS AND WHEREVER ELSE REASONABLE
3. TEMPORARY FACILITIES AND CONTROLS
3.1 THE CONTRACTOR SHALL KEEP THE SITE FREE OF TRASH, LITTER AND WASTE MATERIAL, AND SHALL
MAINTAIN THE SITE IN A NEAT AND ORDERLY CONDITION THROUGHOUT THE ENTIRE PROJECT. THE
CONTRACTOR SHALL REMOVE ALL MUD, SOIL AND DEBRIS THAT MAY BE TRACKED ONTO EXISTING
STREETS, DRIVES OR WALKS BY THEIR EQUIPMENT OR THAT OF SUBCONTRACTORS OR SUPPLIERS ON A
DAILY BASIS.
3.2 ALL WORK IS TO BE COMPLETED IN ACCORDANCE WITH THE PLANS AS DEEMED ACCEPTABLE TO THE
OWNER. NO WORK SHALL COMMENCE UNTIL ARRANGEMENTS HAVE BEEN MADE WITH THE OWNER FOR
CONSTRUCTION OBSERVATION AND DOCUMENTATION.
3.3 THE CONTRACTOR AND ALL THE SUBCONTRACTORS SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL
FEDERAL, STATE AND LOCAL SAFETY REQUIREMENTS TOGETHER WITH EXERCISING PRECAUTIONS AT ALL
TIMES FOR THE PROTECTION OF PERSONS (INCLUDING EMPLOYEES) AND PROPERTY. IT IS ALSO THE
RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS TO INITIATE, MAINTAIN AND SUPERVISE ALL
SAFETY REQUIREMENTS, PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE
CONTRACTOR AND SUBCONTRACTORS SHALL ALSO ABIDE BY ALL ORDINANCES OF CHATHAM COUNTY.
3.4 CONTRACTOR SHALL PROVIDE AND MAINTAIN TEMPORARY SANITARY FACILITIES AND ENCLOSURES. USE
OF EXISTING FACILITIES IS NOT PERMITTED. THE FACILITY SHALL BE MAINTAINED IN CLEAN AND SANITARY
CONDITION DAILY. AT END OF CONSTRUCTION, CONTRACTOR SHALL REMOVE ALL TEMPORARY FACILITIES
AND RETURN SITE TO SAME OR BETTER CONDITION.
3.5 CONTRACTOR SHALL PROVIDE WASTE REMOVAL FACILITIES AND SERVICES AS REQUIRED TO MAINTAIN THE
SITE IN A CLEAN AND ORDERLY CONDITION. CONTAINERS SHALL HAVE LIDS. AT END OF CONSTRUCTION,
REMOVE ALL TEMPORARY WASTE CONTAINERS AND RETURN SITE TO SAME OR BETTER CONDITION.
3.6 CONTRACTOR SHALL PROTECT STORED MATERIALS, AND PROTECT EXISTING FACILITIES AND ADJACENT
PROPERTIES FROM DAMAGE FROM CONSTRUCTION OPERATIONS. PROVIDE PROTECTION FOR
LANDSCAPING TO REMAIN. REPLACE DAMAGED PLANTS.
4. GENERAL CONSTRUCTION SEQUENCE
4.1 - GENERAL CONSTRUCTION SEQUENCE:
1) IMPLEMENTATION OF APPROVED EROSION AND SEDIMENT CONTROL PLAN;
2) UNDERGROUND UTILITIY LOCATION INCLUDING NC811 AND EFFLUENT LINE GPR SURVEY AND/OR
TRACING,
3) WETWELL SYSTEM INSTALLATION, EFFLUENT LINE REDIRECT, AND LAGOON 1 BYPASS PUMPING;
4) LAGOON 1 UNWATERING, SLUDGE REMOVAL, SUBGRADE PREPARATION AND LINER INSTALLATION;
5) LAGOON 2 BYPASS PUMPING (IF REQUIRED), LAGOON 2 UNWATERING, SLUDGE REMOVAL, SUBGRADE
PREPARATION AND LINER INSTALLATION;
6) LAGOON 3 PERIMETER CLEARING AND GRUBBING;
7) LAGOON 3 UNWATERING, SLUDGE REMOVAL, LINER REMOVAL, AND LINER INSTALLATION;
8) SITE RESTORATION
5. WETWELL SYSTEM INSTALLATION
5.1 THE PROPOSED WETWELL SYSTEM CONSISTS OF A PUMP STATION AND VALVE VAULT. FULL
SPECIFICATIONS HAVE BEEN PREPARED - SEE SPECIFICATION SECTIONS 11 31 10 - DUPLEX SEWAGE PUMP
STATION; 22 14 19 - PIPEWORK; 31 23 16 - EXCAVATION; AND 33 05 60 - UTILITY STRUCTURES.
5.2 EFFLUENT LINES DESIGNATED ON THE WETWELL SYSTEM PLAN SHALL BE REROUTED TO THE PUMP
STATON STRUCTURE. A SINGLE FORCE MAIN WILL THEN DISCHARGE INTO LAGOON 1.
5.3 THE WETWELL SYSTEM SHALL BE INSTALLED PRIOR TO THE LAGOON MODIFICATIONS SUCH THAT
DISCHARGE FROM THE SYSTEM CAN BE TEMPORARILY CONTROLLED INTO EITHER LAGOON 1 OR LAGOON 2.
6. LAGOON LINER SUBGRADE PREPARATION
6.1 EARTHWORK SHALL BE PERFORMED IN GENERAL ACCORDANCE WITH THESE GENERAL NOTES AND THE
PLAN DRAWINGS.
6.2 EMBANKMENT FILL IS REQUIRED TO RE-ESTABLISH THE INTERIOR SLOPES OF LAGOON 1 AND LAGOON 2
PRIOR TO THE LINER INSTALLATION. TASKS REQUIRED TO PREPARE THE LAGOONS FOR EMBANKMENT FILL
CONSIST OF THE FOLLOWING:
6.2.1 UNWATERING OF LAGOONS BY PUMPING TO ADJACENT LAGOONS OR LEGALLY DISPOSING OFFSITE .
6.2.2 REMOVAL BY EXCAVATION AND LEGAL OFFSITE DISPOSAL OF WASTE SLUDGE TO THE LIMITS SHOWN
IN THE PLANS.
6.2.3 AFTER REMOVAL OF SLUDGE AND ALL SOFT OR WEAK SUBGRADE SOILS, AND PRIOR TO PLACEMENT
OF EMBANKMENT FILL, THE EXPOSED SUBGRADE SHALL BE CAREFULL OBSERVED BY THE OWNER'S
REPRENTATIVE BY PROBING AND OBSERVATION OF A PROOFROLL. THE PROOFROLL SHALL BE
CONDUCTED WITH MINIMUM 20,000 LB SOIL COMPACTION EQUIPMENT.
6.2.4 ANY POTENTIAL SOFT, WET OR WEAK ZONES DETECTED FROM THE PROOFROLL SHALL BE STABILIZED
BY EITHER SCARIFYING, AERATING, AND RECOMPACTING, OR OVEREXCAVATING AND REPLACING
WITH IMPORTED COMPACTED EMBANKMENT FILL. ALL UNUSABLE MATERIALS SHALL BE DISPOSED OF
OFFSITE. BE OVEREXCAVATED AND REPLACED WITH EMBANKMENT FILL.
6.1 PREPARE THE LAGOON INTERIOR SLOPES FOR EMBANKMENT CONSTRUCTION. EXCAVATE SUBSURFACE
BENCHES FOLLOWING THE GEOMETRY SHOWN IN THE PLANS. ACTUAL SUBSURFACE BENCHING MAY VARY
BASED ON THE GROUND TOPOGRAPHY FOLLOWING REMOVAL OF THE WASTE SLUDGE MATERIAL.
7. EARTHEN EMBANKMENT FILL CONSTRUCTION
7.1 EMBANKMENT CONSTRUCTION CONSISTS OF IMPORTING AND PLACING STRUCTURAL FILL AS A SIDEHILL
EMBANKMENT FILL ON THE INBOARD SLOPES OF LAGOONS 1 AND 2 IN ACCORDANCE WITH THE PLAN
DETAILS AS PART OF LINER SUBGRADE PREPARATION. ADDITIONAL INTERIOR SLOPE PREPARATION MAY
BE REQUIRED FOR LAGOON 3 FOLLOWING REMOVAL OF THE EXISTING LINER.
7.2 NEW FILL SHALL NOT BE PLACED IN A FROZEN CONDITION DURING PLACEMENT OR PLACED IN WATER, ON
FROZEN GROUND, ON SNOW, ON MUDDY SURFACES, OR ON ICE.
7.3 EMBANKMENT FILL SHALL BE CONSTRUCTED IN ACCORDANCE WITH NCDOT ITEM 235 - EMBANKMENTS WITH
THE FOLLOWING MODIFICATIONS:
7.3.1 EMBANKMENT FILL SHALL REQUIRE A MINIMUM COMPACTION OF 95 PERCENT OF THE MAXIMUM DRY
UNIT WEIGHT AS DETERMINED BY THE STANDARD PROCTOR COMPACTION TEST METHOD (ASTM
D-698.
7.3.2 THE MOISTURE CONTENT OF THE BACKFILL PRIOR TO AND DURING COMPACTION SHALL BE
UNIFORMLY DISTRIBUTED THROUGHOUT EACH LAYER AND SHALL BE AT +/- 3 PERCENTAGE
POINTS OF THE OPTIMUM MOISTURE CONTENT (AS DETERMINED BY ASTM D-698).
7.3.3 EMBANKMENT FILL MATERIALS SHALL BE FREE OF ORGANIC AND OTHER DELETERIOUS MATTER, AND
SHALL SHALL HAVE A MAXIMUM LIQUID LIMIT (ILL) OF 50, PLASTICITY INDEX (PI) OF 15, AND LESS THAN
35 PERCENT PASSING #200 SIEVE.
7.4.4 EMBANKMENT FILL SHALL BE PLACED IN MAXIMUM 8-INCH COMPACTED LIFTS
7.4 THE EMBANKMENT FILL MATERIAL SHALL BE EVALUATED IN ORDER TO VERIFY THE ABOVE SPECIFICATIONS
ARE MET. A MINIMUM OF TWO (2) SAMPLES SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE AND
SUBJECTED TO THE FOLLOWING LABORATORY TESTING PRIOR TO WALL CONSTRUCTION:
7.5 MAINTAIN POSITIVE DRAINAGE AT ALL TIMES DURING EARTHEN EMBANKMENT PLACEMENT SO THAT WATER
CAN DRAIN AWAY FROM THE FILL AREA. THE SURFACE OF ALL EXPOSED COHESIVE FILL AREAS SHOULD BE
SEALED WITH A SMOOTH DRUM ROLLER PRIOR TO ANTICIPATED PRECIPITATION EVENTS. ONCE THE
THREAT OF PRECIPITATION HAS PASS, COHESIVE SOIL AREAS SHOULD BE SCARIFIED PRIOR TO
PLACEMENT OF THE NEXT LIFT.
7.6 CONTINUOUSLY MONITOR THE SLOPE FOR SIGNS OF SLOPE MOVEMENT, ESPECIALLY AFTER PERIODS OF
HEAVY RAINFALL. IF MOVEMENT IS DETECTED OR VISIBLE (I.E. CRACKS, SCARPS, OR TOE BULGES) NOTIFY
THE ENGINEER IMMEDIATELY TO PROVIDE RECOMMENDATIONS.
8. LAGOON LINER INSTALLATION
8.1 A FULL SPECIFICATION HAS BEEN PREPARED FOR THE HDPE LINER MATERIAL - SEE SPECIFICATION
SECTION 31 05 019.16.
8.2 THE HDPE LINER SHALL BE UNDERLAIN BY A NONWOVEN GEOTEXTILE CUSHION LAYER WITH THE
FOLLOWING MINIMUM PROPERTIES:
• MASS PER AREA (ASTM D5261):12 OZ/SY
• GRAB TENSILE STRENGTH (ASTM D4632): 340 LBS
• PUNCTURE RESISTANCE (ASTM D4833): 200 LBS
8.2 THE CUSHION GEOTEXTILE SHALL HAVE AN MINIMUM OVERLAP OF ADJACENT ROLLS OF 12 INCHES.
9. SUBMITTALS
9.1 CONTRACTOR SHALL SUBMIT TO THE PROJECT TEAM ELECTRONIC COPIES OF SUBMITTALS, INCLUDING
CONSTRUCTION SCHEDULE, MATERIAL CUT SHEETS AND AGGREGATE CERTIFICATES A MINIMUM OF 7 DAYS
PRIOR THE SCHEDULED CONSTRUCTION ACTIVITY. THE FOLLOWING SUBMITTALS, AT A MINIMUM, SHOULD
BE PREPARED:
• PROJECT SCHEDULE:
• WETWELL SYSTEM DETAILS: PUMP STATION AND VAULT STRUCTURES, PUMPING EQUIPMENT:
• WETWELL SYSTEM EXCAVATION SUPPORT AND INSTALLATION PLAN:
• LINER SUBMITTALS PER SPECIFICATION SECTION 31 05 19.16:
• NON -WOVEN GEOTEXTILE PRODUCT DATA AND MANUFACTURER'S QUALITY CONTROL DATA:
• IMPORTED SOIL AND AGGREGATE MATERIALS:SURVEYS:
•• PRECONSTRUCTION UNDERGROUND UTILITY SURVEY
•• LAGOON SUBGRADE TOPOGRAPHIC SURVEY FOLLOWING SUBGRADE PREPARATION
•• GEOMEMBRANE AS -BUILT
10. RECORD DOCUMENTS
10.1 THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING ALL THE APPROVED CHANGES TO THESE
PLANS ON A SET OF RECORD DRAWINGS DURING CONSTRUCTION. THE PLANS ARE TO BE SUBMITTED TO
THE OWNER'S REPRESENTATIVE AT COMPLETION OF THE PROJECT. ANY MODIFICATION TO THE WORK AS
SHOWN ON THESE DRAWING MUST HAVE PRIOR WRITTEN APPROVAL OF OWNER OR OWNER'S
REPRESENTATIVE. AT A MINIMUM, THE FOLLOWING INFORMATION SHALL BE CONTAINED ON THE SET OF
RECORD DRAWINGS:
• AGGREGATE TYPES USED AND FINAL IMPORTED VOLUMES:
• SURVEYS:
•• UNDERGROUND UTILITY SURVEY:
•• WETWELL SYSTEM AS -BUILT SURVEY:
•• LAGOON SUBGRADE TOPOGRAPHIC SURVEY FOLLOWING SUBGRADE PREPARATION:
•• GEOMEMBRANE AS -BUILT PANEL LAYOUT INCLUDING ANCHOR TRENCH LIMIT.
11. UTILITY PROTECTION
11.1 CONTRACTOR SHALL CONTACT NORTH CAROLINA 811 AT LEAST 48 HOURS PRIOR TO CONSTRUCTION, AND
AS OFTEN AS REQUIRED BY THESE AGENCIES. CONTRACTOR TO CONTACT ALL UTILITY COMPANIES IN THE
AREA WHETHER OR NOT ON THE LIST PROVIDED BY AGENCIES, AND SHALL BE RESPONSIBLE FOR
LOCATING.
11.2 CONTRACTOR SHALL COORDINATE WITH THE OWNER REGARDING THE PRESENCE OF ALL PRIVATE
UTILITIES WHICH LIE IN OR ADJACENT TO THE CONSTRUCTION SITE. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE REPAIR, AT THEIR EXPENSE, OF ALL EXISTING UTILITIES DAMAGED DURING
CONSTRUCTION.
11.3 AN OVERHEAD ELECTRIC LINE, AS SHOWN IN THE PLANS, IS PRESENT WITHIN THE PROJECT AREA.
CONTRACTOR IS RESPONSIBLE FOR FOLLOWING THE UTILITY'S GUIDELINES FOR WORKING BENEATH
OVERHEAD LINES, IF NECESSARY.
I I
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2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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GENERAL NOTES
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
CHATHAM COUNTY, NORTH CAROLINA
PROJECT NUMBER
211336
3.7 CONTRACTOR SHALL OBTAIN OWNER'S APPROVAL FOR USE AND OWNER'S PERMISSION FOR LOCATION
PRIOR TO USE OF SITE TRAILERS OR SHEDS, IF NECESSARY.
• STANDARD PROCTOR COMPACTION (ASTM D-698)
• GRAIN SIZE DISTRIBUTION (ASTM D-422)
• ATTERBERG LIMITS (ASTM D-4318)
DRAWING NUMBER
2
8

DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Siler City Hatchery\CAD\DWG\CONSTRUCTION\211336_WETWELL PLAN.dwg
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3
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DOMESTIC WASTEWATER / GRAVITY FLOW
4
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PROCESS WASTEWATER FORCE MAIN
NOTES
1. IN ADDITION TO CONTACTING NC811, PERFORM GROUND PENETRATING RADAR IN ALL EXCAVATION AREAS. FIELD
VERIFY ALIGNMENT OF ALL UNDERGROUND UTILITIES IN THE WETWELL VICINITY THROUGH TRACING, GPR, AND/OR
OTHER APPROVED METHODS.
2. VERIFY SIZE AND MATERIAL OF ALL EFFLUENT LINES TO BE ROUTED TO THE PUMP STATION.
3. FIELD VERIFY LOCATION OF PUMP STATION AND VALVE VAULT PRIOR TO EXCAVATION. COORDINATE MINOR
ADJUSTMENTS WITH THE OWNER AND ENGINEER PRIOR TO FIELD INSTALLATION. CONTRACTOR MAY PROPOSE
ALTERNATIVE PUMP STATION AND VALVE VAULT LOCATION AND/OR ORIENTATION FOLLOWING UTILITY SURVEY
AND FIELD MEASUREMENTS.
4. CONNECT TO EXISTING SANITARY LINES AND FORCEMAINS. PUMP STATION INV. IN = ELEV 554.0. USE 45-DEGREE
ELBOWS AT CONNECTIONS, AND IN ACCORDANCE WITH SPECIFICATION SECTION 22 14 19 - PIPEWORK.
5. CUT, CAP AND BLOCK EXISTING EFFLUENT LINES AT CONNECTION POINTS - SEE DETAIL ON DRAWING 4. REMOVE
REMAINING SECTION BEYOND CONNECTION POINT.
6. INCLUDE EXISTING AND RE-ROUTED UTILITY LINES ON AN AS -BUILT DRAWING WITH THE FINAL PUMP STATION AND
VALVE VAULT LOCATION.
7. EXCAVATION SUPPORT FOR PUMP STATION AND VALVE VAULT SHALL BE CONDUCTED IN ACCORDANCE WITH
SPECIFICATION SECTION 31 23 16 - EXCAVATION, AND IN ACCORDANCE WITH APPROVED SUBMITTAL.
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MINOR CONTOUR (2-FT.)
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WALL
FENCE LINE
CONCRETE
OVERHEAD ELECTRIC LINE
UNDERGROUND ELECTRIC
SANITARY SEWER
LIMITS OF DISTURBANCE
TREELINE
POND/WATERBODY
LAGOON
BUILDING / STRUCTURE
TREE CLEAR AREA
SANITARY MANHOLE
UTILITY POLE
BOLLARD
ELECTRIC BOX
STORM DROP INLET
2016 AYRSLEY TOWN BLVD
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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WETWELL PLAN
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
SILER CITY, NORTH CAROLINA
PROJECT NUMBER
211336
0
5
GRAPHIC SCALE
10
15
(IN FEET)
DRAWING NUMBER
3
8

DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Siler City Hatchery\CAD\DWG\CONSTRUCTION\211336_WETWELL DETAILS.dwg
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5 FT DIA. PRECAST CONCRETE
EQUIPMENT REFERENCE
- SWING CHECK VALVE (OWL)
- PLUG VALVE
- 3/4" CORPORATION STOP QUICK -COUPLER
- FLEXIBLE COUPLING (DRESSER STYLE
OR APPROVED EQUAL)
- 3/4" CORPORATION STOP QUICK -COUPLER
AND PRESSURE GAUGE
- FLANGED JOINT D.I.
- MECHANICAL JOINT (MEGA LUG) D.I.
- BELL & SPIGOT D.I.
- 45" MJ x PE D.I. BEND
EXISTING 3'x 3' ELECTRICAL DUCT BANK
VALVE VAULT W/BASE
(SEE
DETAIL
THIS
PRECAST REINFORCED
CONC. VALVE VAULT
\///��/ ///
4'-0' MIN.
COVER
ROUT FORCEMAIN UNDER EXISTING ELECTRICAL
DUCT BANK AS REQUIRED
1
MIN 4" CRUSHED STONE
PUMP STATION SCHEDULE
ITEM
PUMP
STATION
ELEVATION A
557.50
ELEVATION B
557.00
ELEVATION C
554.00
ELEVATION D
552.00
ELEVATION E
551.00
ELEVATION F
550.00
ELEVATION G
546.00
ELEVATION H
544.00
ELEVATION J
543.33
DISCHARGE PIPE SIZE
4"
FORCE MAIN SIZE
4"
WETWELL DIAMETER
6'
VALVE PIT DIAMETER
5'
PUMP TDH (FT.)
18'
PUMP CAPACITY (GPM)
260
MOTOR HORSEPOWER
3
MOTOR RPM
1150
MOTOR VOLTS/PHASE
230/3
PUMP TYPE
SUBMERSIBLE
NON -CLOG
DWG.)
6 FT DIA. PRECAST CONCRETE
WETWELL W/ BASE
MOUNTING FRAME
STARTER, 2 TYPICAL
INFLU
LINE
2" INFLUENT LI
PLAN
NOT TO SCALE
FRONT OF CONTROL PANEL
TO FACE VALVE VAULT
ALUMINUM ACCESS
HATCH -
JUNCTION BOX
(4)STAINLESS STEEL
ANCHORS (MIN.)
FLOOR BOX &
OPERATING NUT -\
STEM EXTENSION —`
STEM SUPPORT \
12" MIN.
SLOPE TO DRAIN
GROUT
2" SCHEDULE 80 PVC DRAIN
LINE TO WET WELL
W/BALL VALVE
STAINLESS STEEL PIPE
SUPPORT MAX SPACING
10'-0" WITH MIN OF 2
SUPPORTS PER DISCHARGE
PIPE
STAINLESS STEEL
GUIDE BAR
(CABLE NOT ACCEPTED)
PUMP DISCHARGE PIPE
PRECAST REINFORCED
CONC. WET WELL
STAINLESS STEEL SUPPORT
BRACKET PER MANUFACTURER'S
RECOMMENDATIONS (MIN TWO
SUPPORT PER GUIDE BAR).
ELEV HO
ELEV QJ
MIN 4" CRUSHED STONE
12"
STAINLESS STEEL
NEMA 34 CONTROL
PANEL
8" INFLUENT LINE
MOUNTING FRAME
4" INFLUENT LINE
" INFLUENT LINE
PUMP No.2
HINGE SIDE
(SINGLE LEAF)
PUMP No.1
8" INFLUENT LINE
6" INFLUENT LINE
STAINLESS STEEL
NEMA 3R DISCONNECT
(MAIN ENCLOSURE)
AND STARTERS
STAINLESS STEEL
UPPER GUIDE
BRACKET
SECTION A -A
STAINLESS STEEL
CABLE HOLDER
ELEC.
CABLE
7ELEV AO TOP OF SLAB
ELEV © FINISH GRADE
ELEC. CONDUIT PER MANUFACTURER'S RECOMMENDATION
TO CONTROL PANEL SEAL END WITH FLEXIBLE CAULKING
ELEV © TYP.
INFLUENT PIPE
ELEV © HIGH LEVEL ALARM
ELEV CO LAG PUMP ON
ELEV n LEAD PUMP ON
STAINLESS STEEL
LIFTING CABLE
ELEC. CABLE
ELEV © PUMP OFF
PER MANUFACTURERS
RECOMMENDATION 24" MIN.
GROUT
16"
NOTE:
DIMENSIONS ARE BASED ON A SOIL BEARING
CAPACITY OF 1000 PSF.
CAST -IN -PLACE CONCRETE SHALL BE 4,000 PSI
(MIN.).
MALE
QUICK -COUPLER
CUT, CAP, & BLOCK
NO SCALE
BRASS CORP. STOP
W/ AWWA TAPERED
THREAD INLET
TAPPING SADDLE
OR TAPPING BOSS
INSTALL THESE FITTINGS
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NOT TO SCALE
GENERAL NOTES
• THE VALVE VAULT SHALL BE LOCATED OUTSIDE THE WET WELL EXCAVATION
BUT NO MORE THAN 5 FEET FROM THE WET WELL. IF THE
VALVE VAULT IS PLACED ON EXCAVATED MATERIALS, BACKFILL SHALL
BE COMPACTED IN 8" BASE LIFTS TO 95% STANDARD PROCTOR DENSITY.
O ALL ANCHOR BOLTS SHALL BE STAINLESS STEEL.
ODISCHARGE PIPING IN WET WELL AND VALVE VAULT SHALL BE
DUCTILE IRON CLASS 53 WITH FLANGED JOINTS.
OWETWELL AND VALVE VAULT SHALL BE PRECAST, DIAMETERS
ARE SHOWN IN PUMP STATION SCHEDULE.
O WETWELL VENT TO BE 4" D.I. PIPE WITH RETURN
BEND AND STAINLESS STEEL INSECT SCREEN (AS SHOWN).
ALUMINUM ACCESS HATCH FOR VALVE VAULT TO BE 30 INCHES BY 30 INCHES
6O. MINIMUM. HATCH FOR WET WELL TO BE SIZED BY PUMP MANUFACTURER.
HATCHES TO BE PROVIDED WITH SAFETY NETS (NOT SHOWN).
7O THROUGH WALLED CONNECTIONS SHALL BE MADE WATER TIGHT WITH
FACTORY INSTALLED FLEXIBLE RUBBER BOOT TO PREVENT INFILTRATION.
8O. BASE SLAB WITH FLANGES AND BOTTOM SECTION SHALL BE MONOLITHIC
AND PRECAST. WET WELL SECTIONS MUST BE TIED TOGETHER TO
PREVENT SEPARATION IN ACCORDANCE WITH MANUFACTURERS
RECOMMENDATIONS.
9O ALL CAST -IN -PLACE CONCRETE SHALL BE 4,000 PSI (MIN.).
O. ALL PRECAST JOINTS SHALL HAVE EXTERIOR JOINT WRAP MEETING THE
REQUIREMENTS OF ASTM C-877, MINIMUM 6" WRAP.
2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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WETWELL DETAILS
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
CHATHAM COUNTY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
NOT TO SCALE
4
8

DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Slier City Hatchery\CAD\DWG\CONSTRUCTION\211336_LAGOON 1&2 MODIFICATIONS PLAN.dwg
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PROPOSED EFFLUENT WETWELL SYSTEM,
SEE DWG 3 FOR WETWELL PLAN
LuD
LOD
EMBANKMENT & SLOPE PRUARATIOAJS
(ENTIRE_PEI IMETER)
/
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/
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(OUTSIDE EDGE OF ANCHOR TRENCH)
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EXISTING EFFLUENT LINES TO BE ROUTED TO
NEW VAULT, SEE DRAWING 3.
ABANDONED EFFLUENT LINE, REMOVE BEYOND
ANCHOR TRENCH
AERATOR ELECTRICAL FEED
LEGEND
—10—
LOD
•
0
MINOR CONTOUR (2-FT.)
MAJOR CONTOUR (10-FT.)
PROPERTY BOUNDARY
EDGE OF ROAD
GRAVEL / DIRT ROAD
WALL
FENCE LINE
CONCRETE
OVERHEAD ELECTRIC LINE
UNDERGROUND ELECTRIC
SANITARY SEWER
LIMITS OF DISTURBANCE
TREELINE
LAGOON
BUILDING / STRUCTURE
SANITARY MANHOLE
UTILITY POLE
BOLLARD
ELECTRIC BOX
STORM DROP INLET
20 40 60
GRAPHIC SCALE (IN FEET)
III
2016 AYRSLEY TOWN BLVD
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
ON -
SEAL
o.
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FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
DESCRIPTION
LAGOON 1 & 2 MODIFICATIONS PLAN
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
SILER CITY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
5

DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Slier City Hatchery\CAD\DWG\CONSTRUCTION\211336_LAGOON 3 MODIFICATIONS PLAN.dwg
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EMBANKMENT CLEARING
• REMOVE TREES AND BRUSH
• PULL OR GRIND STUMPS TO A DEPTH
OF 6-IN BELOW GROUND SURFACE.
FILL WITH COMPACTED SOIL.
• SCALP REMAINING VEGETATION
WITHIN LIMIT SHOWN.
• PREP, SEED, AND MULCH IN
ACCORDANCE WITH EROSION AND
SEDIMENT CONTROL PLAN
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(ENTIRE PERIMETER)
LOD
0
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EMBANKMENT & SUB -GRADE PRI .'ARATIONS
(ENTIRE PERIMIER)
/
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0
0
0
0
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FENCE LINE
CONCRETE
OVERHEAD ELECTRIC LINE
UNDERGROUND ELECTRIC
SANITARY SEWER
LIMITS OF DISTURBANCE
TREELINE
POND/WATERBODY
LAGOON
BUILDING / STRUCTURE
TREE/EMBANKMENT CLEARING AREA
SANITARY MANHOLE
UTILITY POLE
BOLLARD
ELECTRIC BOX
STORM DROP INLET
20 40 60
GRAPHIC SCALE (IN FEET)
III
2016 AYRSLEY TOWN BLVD
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
CD
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FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
DESCRIPTION
LAGOON 3 MODIFICATIONS PLAN
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
SILER CITY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
6

41
DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Siler City Hatchery\CAD\DWG\CONSTRUCTION\211336_DETAILS.dwg
POSITIVE DRAINAGE
TOWARD POND, MIN. 2%
EMBANKMENT FILL BENCHING:
BENCH SLOPE AS SHOWN WHERE
STEEPER THAN 4H:1V
NOM. 3 TO 6-FT
FROM EXISTING EDGE
III —III
EXISTING LAGOON
BOTTOM (INFERRED BELOW POND)
CONTINUOUS EXTRUSION WELD
TOP AND SIDES OF VENT FLAP
6-IN. MIN VENT HOLE
ON BASE LINER
GEOMEMBRANE LINER FLAP
EDGE IS NOT WELDED
SO AIR CAN EXCAPE
--' I ITI I I
6-IN.
12-IN. MIN.
BASE LINER
PLAN
NOM. 18' - 24"—
PROPOSED EMBANKMENT
e.
EXISTING SLUDGE TO BE REMOVED
SEE GENERAL NOTES SECTION 6
LINER SUBGRADE PREPARATION:
OVEREXCAVATE UNSTABLE SOILS,
MAX 8" OVEREXCAVATION WITHOUT REPLACEMENT WITH EMBANKMENT FILL
SEE GENERAL NOTES SECTION 6
LAGOON 1 AND 2 EMBANKMENT AND SUBGRADE PREPARATION
SCALE: N.T.S.
INSIDE TOP OF
EMBANKMENT
VENT FLAP
6-IN. VENT HOLE
12-IN.
♦
GEOTEXTILE
SECTION VIEW AT CREST
MULTI -VENT TUBING STRIP AND VENT HOLE
7/ SCALE: N.T.S.
GEOMEMBRANE
PREFABRICAED MULTI -VENT
UNDERLINER TUBING STRIPS, DISTRIBUTED
BY EASY PRO PRODUCTS MV6150
60 MIL HDPE DOUBLE -SIDED
TEXTURED GEOMEMBRANE
//—
12 OZ/YD2 NONWOVEN
GEOTEXTILE
NOTE:
MULTI -VENT STRIPS LOCATED BETWEEN GEOTEXTILE
AND GEOMEMBRANE WHERE PRESENT
LINER SECTION
SCALE: N.T.S.
CONTINUOUS EXTRUSION WELD HOLDING PIPE
BOOT AND SKIRT TO MAIN LINER
(2) CONTINUOUS 1/2"
STAINLESS STEEL CLAMPS
SEE DETAIL 8 ON DWG 8
PIPE INLET/OUTLET
HORIZONTAL AND VERTICAL
SECTIONS
FABRICATED BOOT
AND SKIRT
EXTRUSION WELD
GEOMEMBRANE
POND LINER
GEOMEMBRANE BOOT
7/ SCALE: N.T.S.
POSITIVE DRAINAGE
TOWARD POND, MIN. 2%
1.5'
ANCHOR TRENCH BACKFILL:
COMPACT EMBANKMENT FILL IN
MAX 6" LOOSE LIFTS
1.5'
— LAGOON 3 EDGE OF EXISTING LINER
2'
MULTI -VENT TUBING STRIP AND VENT HOLE
GEOTEXTILE
ROUNDED CORNER
3 ANCHOR TRENCH
7 SCALE: N.T.S.
EMBANKMENT FILL
ANCHOR TRENCH
LAGOON 1
INLET HEADWALL
NEW EMBANKMENT SLOPE
ADJACENT TO STRUCTURE
GEOMEMBRANE
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LINER CONNECTION AT HEADWALL
A. INSTALL GEOMEMBRANE AS SHOWN ON THE PLAN AND DETAIL DRAWINGS USING STAINLESS
STEEL CLAMP CONNECTIONS.
B. FINAL STRUCTURE CONNECTIONS SHALL BE MADE AFTER GEOMEMBRANE MATERIAL IS
PLACED AND SEAMED. MAINTAIN SUFFICIENT OVERLAP OF EXCESS MATERIAL TO ENSURE
ATTACHMENT OF GEOMEMBRANE CAN BE ACCOMPLISHED AS REQUIRED.
C. EXTREME CARE MUST BE TAKEN WHEN SEAMING AROUND STRUCTURES AS SEAM
DESTRUCTIVE OR NONDESTRUCTIVE TESTING MAY NOT BE FEASIBLE.
D. EXTREME CARE SHALL BE TAKEN WHILE MAKING CONNECTIONS TO STRUCTURES TO PREVENT
ANY DAMAGE TO THE GEOMEMBRANE.
16- POND LINER DETAIL
7/ SCALE: N.T.S.
I
2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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LAGOON DETAILS (1 OF 2)
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
CHATHAM COUNTY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
7
8

BANDING CLAMP DETAIL FOR PIPES OR ROUND STRUCTURE
DRAWING PATH: T:\ENV\Projects\2021\211336_Mountaire Farms Siler City Hatchery\CAD\DWG\CONSTRUCTION\211336_DETAILS.dwg
FINISH BEAD OF
SIKAFLEX 1A CAULK
GRADE 304 SS 3/8-IN. X 3 3/4-IN.
WEDGE ANCHORS
SEE DETAIL 3 FOR SPACING
1/4-IN. X 2-IN. EPDM RUBBER GASKET
BUTYL TAPE SEALANT LAYER BELOW FML
BATTEN STRIP ANCHOR
NONWOVEN GEOTEXTILE
NCDOT ITEM 1056, TYP 2
FLEXIBLE MEMBRANE LINER
7'
6" -
1"
304 STAINLESS STEEL
BATTEN BAR
0.25"X2"X12'
NOTE: HOLE SPACING CAN VARY PER DESIGN.
6" OC UNDER WATER, 12" OC ABOVE WATER
7 \ BATTEN STRIP ANCHOR
SCALE: N.T.S.
MIN. 12" NCDOT CLASS B RIP RAP
MATCH EXISTING SLOPE,
FIELD TRANSITION TO EXISTING GRASS -LINED SWALE
(9) DITCH EROSION REPAIR
SCALE: N.T.S.
EXISTING RIPRAP
6'
FOR USE WITH 3/8" DIAMETER
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MATERIAL
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SCALE: N.T.S.
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2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
DESCRIPTION
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LAGOON DETAILS (2 OF 2)
MOUNTAIRE FARMS
MT VERNON HATCHERY LAGOON COMPLEX MODIFICATIONS
CHATHAM COUNTY, NORTH CAROLINA
PROJECT NUMBER
211336
DRAWING NUMBER
8
8

Attachment V

TECHNICAL SPECIFICATIONS
LAGOON COMPLEX MODIFICATIONS
MOUNTAIRE FARMS - MT VERNON HATCHERY
SILER CITY, NORTH CAROLINA
FEBRUARY 11, 2022
Prepared for:
Fresh Young chicken
Mountaire Farms
175 Foust Road
Siler City, NC 27344
Prepared by:
ar
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S&ME, Inc.
2016 Ayrsley Town Blvd, Suite 2-A
Charlotte, NC
S&ME Project No. 211336 ,0` F,CA/3� /o„,
E53i ��Q� Michael Romanello
Feb 25 2022 10:28 AM
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Lagoon Complex Modifications
Mountaire Farms—Mt.Vernon, NC Hatchery
TABLE OF CONTENTS
11 31 10 DUPLEX SEWAGE PUMP STATION 18
22 14 19 PIPEWORK 11
31 05 19.16 HDPE GEOMEMBRANE 20
31 23 16 EXCAVATION 2
33 05 60 UTILITY STRUCTURES 9
February 11, 2022 Table of Contents

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
SECTION 11 31 10
DUPLEX SEWAGE PUMP STATION
PART 1 GENERAL
1.01 WORK INCLUDED
A. These specifications cover the work necessary to furnish, install, and complete a
duplex submersible non-clog or grinder pump station.
B. The Work to be accomplished under this Section of the Specifications consists of
furnishing all labor, materials, equipment, and services necessary for the construction of a
duplex pump station and valve vault as shown on the Contract Drawings. The facility
components shall include, but not necessarily be limited to, two (2)submersible raw
sewage pumps; pump discharge connections; guide rails; bottom, intermediate, and upper
guide rail supports; lifting cables; discharge piping, valves, and supports; aluminum access
hatches; vents; liquid level sensors; electrical controls; and any other items required to make
the installation function per its design intent. All components shall be installed in, on, or
near a precast concrete wet well basin and valve vault. The structures and dimensions shall
be as shown on the Contract Drawings.
C. The following major Work items are included in the Contract:
1. Site work including Lagoon Modifications.
2. Construction of new pump station, valve vault, and appurtenances.
3. Installation of a new electrical service.
1.02 DEFNITION OF ENGINEER
A. For matters concerning design, cost, and general professional judgment, the term
"Engineer"or"Design Engineer"shall mean the Registered Professional Engineer hired by
the developer or client to design and supervise the project.
1.03 CONTRACTOR REQUIREMENTS
A. The Contractor shall become familiar with all details of the Work, shall verify all dimensions
in the field, and shall advise the Engineer of any discrepancies before initiating the Work.
B. The Contractor shall use adequate numbers of skilled workmen who are thoroughly trained
and experienced in the necessary crafts and who are completely familiar with the specified
requirements and the methods needed for proper performance of the Work of this Section.
C. The Contractor shall use equipment adequate in size, capacity, and numbers to accomplish
the Work of this Section in a timely manner.
D. The Contractor shall comply with the permit and code provisions contained in these
specifications.
E. The Contractor shall submit certified shop and erection drawings and data regarding pump
and motor characteristics and performance. The data shall include performance curves,
based on actual shop tests of pumping units, which show that the units meet the specified
requirements for head, capacity, efficiency, and horsepower for the various capacities
specified. Except as hereinafter specified, certified tests of mechanically duplicate units will
be acceptable. Curves shall be submitted on 8-1/2- inch by 11-inch sheets. For units of the
same size and type, only curves for a single unit need to be provided.
F. The Contractor shall submit complete shop drawing packages and operation and
maintenance manuals in accordance with Section 1.07 of these specifications.
1.04 PERMITS AND APPROVALS
A. Obtain any permits and inspections related to or required by the Work in this Contract
where required.
B. The Contractor shall furnish electrical inspection by an agency licensed or otherwise
qualified to perform electrical inspections.
1. All costs incidental to the electrical inspection shall be borne by the Contractor.
February 11,2022 11 31 10- 1 Duplex Sewage Pump Station

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
2. The Contractor shall provide a Certificate of Compliance with NEC after final approval
by the electrical inspector. Final acceptance will be withheld until it has been
presented to the Engineer with the aforementioned Certificate of Compliance.
1.05 CODES AND STANDARDS
A. Comply with applicable codes and regulations of authorities having jurisdiction. Submit
copies of inspection reports, notices, citations, and similar communications to the Engineer.
B. All electrical equipment and details of installations shall comply with the requirements of the
latest editions of the National Electrical Code (NFPA-70), the National Electrical Safety
Code (ANSI C2), OSHA, and all applicable codes.
C. Pump stations must satisfy the regulations of agencies having jurisdiction. Pump stations,
at a minimum, shall conform to this specification.
1.06 SYSTEM CHARACTERISTICS
A. Duplex Station
B. Non-clog or Grinder Pump.
C. Pump Rating:
1. 3 HP.
2. 208 volts.
3. 3 phase.
4. 50 amps.
D. Design Operating Point:
1. 260 gpm.
2. 18 TDH (feet).
3. 68 % hydraulic efficiency.
E. Shut-off head: 27 TDH.
F. Second operating point: 280 gpm, 17 TDH.
G. Discharge diameter: 4-inch.
H. Solids passing size: 3-inch.
I. Maximum operating speed: 1150 RPM.
J. Manufactured by: SULZER.
K. Model ABS XFP100C, or approved equal.
L. Force main pressure rating: 100 psi.
1.07 SUBMITTALS
A. Shop Drawing Submittals
1. Prior to submitting the manuals described below, the Contractor shall submit a
complete set of shop drawings to the Engineer for review and approval. The shop
drawings shall be tailored to the specific project details and shall include, but not
necessarily be limited to, the following information:
a. Pump manufacturer's literature indicating model, double guide rails, and
hardware.
b. Electrical schematics; electrical components; cut sheets; feeder, branch, and
control conductors; disconnect switches; fuses, circuit breakers, and overloads;
raceways and fittings; enclosure component layout; and complete motor
nameplate data.
c. Wet well base, barrel, and top.
d. Vent piping.
e. Access hatches (wet well and valve vault).
f. Piping (force main and pump station), piping supports, watertight through-wall
pipe connections, couplings, fittings, and scaled fabrication drawings.
g. Valve vault top, base, and barrel.
February 11,2022 11 31 10-2 Duplex Sewage Pump Station

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
h. Swing check valves, gate valves, ball valve at gauge connection, PVC check
valve on drain line between valve vault and wet well, and air release valve.
i. Pressure gauge.
j. Air release and cleanout vaults (top, bottom, base, frame, lid, and watertight
through-wall pipe connections).
k. Concrete and grout mix designs and mix design support history.
2. Additional information may be requested by the Engineer at any time for clarification.
3. The Contactor shall submit and electronic copy and three (3) hard copies of the
approved shop drawings to the Owner.
B. Operation and Maintenance Manual
1. The operation and maintenance manual (O&M Manual)shall be a thorough and useful
reference source for training, educating, and assisting the Owner personnel in the
operation and maintenance of the pump station facility. The information contained in
the manual shall specifically address the equipment supplied and shall contain no
superfluous material. The final version of the O&M Manual shall be bound in suitably
labeled, hard cover, 3-ring binders furnished with indexes and tabbed dividers
between subject matter.
2. An electronic copy of the draft version of the O&M Manual shall be submitted to The
Engineer for review and comments as soon as possible after approval of the shop
drawings. The draft manual shall include, but not necessarily be limited to, the
following information:
a. Complete operating instructions.
b. Complete parts list(including catalog numbers), parts catalogs, and assembly
drawings.
c. Preventive maintenance schedules.
d. Maintenance and alignment instructions.
e. Troubleshooting guides.
f. A list of complete nameplate data for each piece of equipment supplied.
g. The necessary figures, tables, and wording to supplement the material listed
above.
h. Complete listing of manufacturers and local suppliers' names; addresses;
telephone numbers; fax numbers; and web site addresses for pumps, valves,
alternating relays, and motor starters, and where applicable, generator and
transfer switch.
Two (2) copies of the marked up draft O&M Manual will be returned to the Contractor
so that any corrections, additions, or deletions can be incorporated into the final
version.
3. An electronic copy and three (3) hard copies of the final O&M Manual must be
delivered to the Owner to acceptance of the pump station. The final version of the
document shall have been revised to satisfactorily address the draft review comments
and to incorporate the final record drawings of the control panel, pump station, valve
vault, and appurtenances.
February 11,2022 11 31 10-3 Duplex Sewage Pump Station

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
1.08 APPROVAL AND MAKING OF EQUIPMENT
A. Electrical devices and materials shall be listed and/or labeled by the Underwriters'
Laboratories, Inc.
1.09 PROTECTION OF ELECTRIAL EQUIPMENT
A. Electrical equipment shall be protected from the weather, especially from water dripping or
splashing upon it, at all times during shipment, storage, and construction. Equipment shall
not be stored outdoors even if its enclosure is rated as weatherproof, watertight, etc.
Where equipment is installed or stored in moist areas, such as unheated buildings, etc., it
shall be provided with an acceptable means of preventing moisture damage such as a
uniformly distributed source of heat to prevent condensation.
1.10 DEFECTIVE OR DAMAGED EQUIPMENT
A. Should it be determined by the Contractor, or Engineer that any equipment or material has
been subjected to possible damage by water, it shall be thoroughly dried and put through a
dielectric test as directed by the manufacturer and at the expense of the Contractor, or it
shall be replaced by the Contractor without change in contract price. Any equipment found
to be marginal or that fails to meet manufacturer's standards shall be replaced at no
additional charge.
B. Any equipment damaged during shipment,while stored, or during construction shall be
replaced at the Contractor's expense. Minor scratches on equipment cabinets, etc. may be
repaired on site. Any current carrying parts, switch blades, operators, coils, contacts, etc.,
which are damaged, shall be replaced.
1.11 ELECTRICAL SERVICE
A. The Contractor shall obtain and install a complete electrical service with new service
equipment. The new equipment connections and conduit shall be sized for the application,
and the service shall meet the requirements of the National Electrical Code (NEC), latest
edition.
B. The Contractor shall make all necessary arrangements for transfer of power by the Electric
Company.
PART 2 PRODUCTS
2.01 GENERAL
A. Since each pump station has its own set of characteristics based on the pump model
selected in the design and since it is prohibitive to prepare design specifications and
drawings for each pump model approved by the Engineer, these Specifications and
Drawings have been prepared based on the constraints given for a particular pump model.
This is not intended to prevent the use of other pump models or equipment approved by the
Engineer but is intended to establish the standard of quality and general configuration of the
equipment desired.
B. Should the Contractor propose to supply a different pump model or type of equipment which
has previously been approved by the Engineer, the Contractor shall revise the pump station
Drawing(s) and Specification(s) by red lining the revisions to detail them to meet the
characteristics of the proposed pump system for the Engineers review and approval.
C. If approved by the Engineer, all revisions shall be shown on the final record drawings and
be included in the O&M Manual,which must be furnished prior to final acceptance of the
pump station.
February 11,2022 11 31 10-4 Duplex Sewage Pump Station

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
2.02 STANDARD PRODUCTS
A. Material and equipment shall be new, shall be the standard products of a manufacturer
regularly engaged in the manufacture of the products, and shall essentially duplicate items
that have been in satisfactory use at least two (2)years prior to the bid opening.
2.03 NAMEPLATES
A. Two nameplates shall be supplied for all pumps and motors. These nameplates shall have
the manufacturer's name, address, type or style, model or serial number, catalog number,
design flow in gpm, total dynamic head in feet, power in horsepower, voltage, phase,
rotational speed in rpm, full load current in amperes, and safety factor stamped on them.
One nameplate shall be secured to the item of equipment, and the other shall be given to
the Engineer.
2.04 EQUIPMENT GUARDS
A. Belts, pulleys, chains, gears, projecting set screws, keys, and other rotating parts, so
located that any person may come in close proximity thereto, shall be enclosed or guarded
per OSHA standards.
2.05 PADLOCKS
A. Upon acceptance of the pump station Contractor will provide and install padlocks to secure
the facility.
2.06 PIPING
A. The pipe inside the pump station wet well and valve vault shall be either stainless steel or
ductile iron as indicated on the Contract Drawings.
1. Stainless steel pipe and fittings shall conform to ASTM A167, Type 304.
a. Pipe shall be Schedule 40, and fittings shall be Schedule 80.
b. Joints shall be threaded or flanged.
2. Ductile iron pipe and fittings shall be Class 53.
a. Joints shall be flanged.
b. Pipe and fittings shall be cement lined.
3. Flanges shall be Class 125; flange bolts shall be stainless steel ASTM A193, Grade B-
8, Type 304; and flange gaskets shall be 1/8-inch ring gaskets.
B. A detailed and scaled shop drawing of the piping, fittings,valves, etc. shall be submitted for
approval when necessary for clarity.
C. The installed discharge piping, valve system, and force main shall meet the testing
requirements described in Hydrostatic Tests for Force Mains. The Contractor will be
required to perform both pressure and leakage tests to ensure conformance to the testing
requirements of the preceding paragraph if the pressure test fails.
2.07 VENT PIPE
A. The vent pipe shall be Schedule 40 steel pipe, ASTM A53,with butt weld, standard weight
Grade B fittings, ASTM A234. A stainless-steel insect/bird screen shall be provided on the
vent. The vent pipe shall be painted with one (1) coat of Pittsburgh Paint red inhibitive
primer UC 30003 and two (2) coats of black Pittsburgh Paint 97-600 series fast dry enamel
or approved equal.
B. A prefabricated vent such as The Green Vent(4-inch pipe diameter) is also acceptable.
2.08 SEWAGE PUMP GENERAL DESIGN
A. Non-clog pumps shall be submersible, centrifugal type designed to pump raw, unscreened
sewage containing solids and stringy materials.
B. Grinder pumps shall be submersible, centrifugal type designed to macerate and pump raw,
unscreened sewage containing solids and stringy materials.
1. The grinder assembly shall consist of a grinder impeller and a shredding ring and shall
be mounted directly below the volute passage. The grinder impeller shall be threaded
onto the stainless-steel shaft and shall be locked with a screw and washer. The
February 11,2022 11 31 10-5 Duplex Sewage Pump Station

Lagoon Complex Modifications
Mountaire Farms—Mt Vernon, NC Hatchery
shredding ring shall be pressed onto an iron holding flange for easy removal. The
flange shall be provided with tapped backoff holes so that screws can be used to push
the shredding ring from the housing. All grinding of solids shall be from the action of
the impeller against the shredding ring.
2. Both the grinder impeller and the shredding ring shall be of#440 stainless steel
hardened to 58-60 Rockwell C.
3. The grinder unit shall be capable of macerating all materials found in normal domestic
and commercial sewage, including reasonable amounts of foreign objects such as
wood, plastic, glass, rubber, sanitary napkins, disposable diapers, panty hose, and the
like, to a fine slurry that will pass freely through the pump and the discharge piping.
C. The raw sewage pumps shall be capable of continuous operation under submerged or dry
motor conditions without adverse effects due to heat generation. In addition, the pumps
shall be capable of adequate cooling when they are left running with the liquid level lowered
to the pump suction inlet to help clean the wet well. Pumping units which require a
connection to an external cooling water source to dissipate the heat generated under the
conditions specified above will not be acceptable.
D. Each pump shall be supplied with a mating discharge stand which shall be permanently
installed in the wet well along with the discharge piping. There shall be no need for
personnel to enter the wet well. The pumps shall be automatically connected to their
discharge stands when lowered into place and shall be easily removed for inspection and
service. No portion of the pump shall bear directly on the floor of the wet well.
E. Connection of the pump to its discharge stand shall be accomplished by a simple linear
downward motion of the pump along a rail mounted installation system as specified under
Section 2.17 herein. For non-clog applications, the rail system shall be comparable to the
design and shall be compatible for reuse with the pumping units of other manufacturers.
F. The pumps shall be certified explosion proof for installation in Class 1, Division 1, Group D
environments by Factory Mutual, UL, CSA, or other appropriate governing authorities
having jurisdiction.
2.09 PUMP CASING
A. Pump casing shall be constructed of cast iron,ASTM A48, Class 30. The casing shall be of
uniform quality and free from blow holes, porosity, hard spots, shrinkage cracks, and other
injurious defects. The casing shall be capable of withstanding an operating pressure 50
percent greater than the maximum calculated operating pressure. The volute shall have
smooth passages which provide unobstructed flow through the pump.
B. Watertight mating surfaces shall be machined and fitted with nitrile rubber 0-rings such that
sealing is accomplished by metal-to-metal contact between the mating surfaces, resulting in
proper compression of the 0-rings without the requirement of specific torque limits.
C. Exterior surfaces of the casing in contact with sewage shall be protected by a sewage
resistant coating. All exposed nuts and bolts shall be AISI stainless steel, Type 304.
2.10 IMPELLER
A. The pump impellers shall be dynamically balanced.
B. Grinder pumps shall have recessed impellers designed to handle ground slurry without
clogging or binding.
1. Impellers shall be of 85-5-5-5 bronze.
2. Impellers shall be threaded onto the pump shafts.
C. Non-clog pumps shall have channel type impellers designed to handle solids, fibrous
materials, sludge, and other items normally found in raw wastewater. Recessed vortex type
impellers may be acceptable when specific circumstances warrant; however, their use in
typical installations should be avoided due to the reduced hydraulic efficiency of the
equipment.
1. Impellers shall be of Grade 60-45-15 ductile iron, ASTM A395.
2. Impellers shall be slip fit and keyed to the pump shafts whereby they cannot be
loosened by torque from either the forward or reverse direction.
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3. The pumps shall be capable of passing a minimum 3-inch diameter solid sphere.
2.11 PUMP SHAFT
A. The pump shafts shall be stainless steel of the AISI type recommended by the pump
manufacturer. The shafts shall be of adequate size and strength to transmit the full driver
horsepower.
2.12 SEALS
A. A tandem mechanical shaft seal system running in an oil bath shall be provided. Upper
seals shall be carbon/ceramic with the lower seals being tungsten carbide/tungsten carbide.
Each seal interface shall be held in contact by its own spring system. Conventional
mechanical seals which require a constant pressure differential to effect sealing will not be
allowed.
A sensor shall be mounted in the lower end of the seal chamber to detect any water
leakage into the seal chamber. The sensor shall provide a discrete signal for shutting off
the pump. Sensors that detect water leakage into the motor housing in lieu of the seal
cavity are not acceptable.
2.13 BEARINGS
A. Pump bearings shall be ball or roller type designed to handle all thrust loads in either
direction. Pumps depending only on hydraulic balance end thrust will not be acceptable.
Bearings shall have a minimum B-10 life of 50,000 hours.
2.14 MOTOR
A. The watertight pump motors shall be designed for continuous duty, shall be capable of
sustaining a minimum of ten (10)starts per hour, and shall be rated for Class 1, Division 1,
Group D service.
B. The motors may be either air filled, or oil filled and shall be NEMA B design in accordance
with NEMA MG-1. Temperature sensors shall be embedded in the windings to provide a
discrete signal for shutting off the pump when the winding temperature exceeds the
threshold established by the motor manufacturer.
1. Air filled motors shall have Class F insulation.
2. Oil filled motors shall have Class B insulation.
C. Based on the pump manufacturer's standard design, especially for pump models with larger
horsepower drives, water or oil jackets encircling the stator housings may be utilized for
motor cooling purposes, provided connections to external coolant sources are not required.
D. Motor ratings shall be as shown in Section 1.06"System Characteristics"of these
specifications.
E. The Contractor shall verify that the existing electrical service is compatible with the
specified equipment before ordering the equipment.
2.15 SPARE PARTS (GRINDER PUMP ONLY)
A. The Contractor shall provide one (1)set of spare parts for each grinder pump furnished.
The set of spare parts shall include a grinder assembly (grinder impeller and shredding
ring), impeller, upper and lower seals, and any gaskets, pins, nuts, washers, etc. needed to
install the above listed parts. Spare parts shall be submitted to the Engineers Project
Inspector prior to pump station acceptance.
2.16 POWER CABLE AND CABLE ENTRY
A. The pump power cable shall comply with NFPA No. 70, Type SO, and shall be of standard
construction for submersible pump applications. The cable length shall be such that no
splices will be required between the pump and the control panel while providing a two (2)
foot vertical sag in the cable between the control panel and cable holder.
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B. The cable entry water seal design shall insure a watertight and submersible seal.
2.17 INSTALLATION SYSTEM
A. The pumps shall be easily lowered into place and removed for inspection and service
without the need for personnel to enter the wet well. Connection of the pump to its
discharge stand shall be accomplished by a simple linear downward motion of the pump
along a rail mounted installation system.
1. For grinder applications, the pump/check valve assembly shall be hydraulically sealed
to its discharge case with dual 0-rings. A brace, easily removable from the top of the
wet well, shall be provided to lock the parts together and to prevent line surges from
breaking the seal and allowing leakage.
2. For non-clog applications, sealing shall be accomplished by the weight of the pump
pressing tightly against its discharge connection elbow with a machined metal-to-metal
watertight contact. Sealing of the discharge interface by means of a diaphragm, 0-
ring, or other devices will not be acceptable.
B. A rail mounted installation system incorporating two (2) guide rails, bottom, intermediate,
and upper guide rail supports;sliding pump bracket; and lifting cable shall be furnished for
each pump.
1. The guide rails shall be non-sparking and of the size standard with the pump
manufacturer.
2. The guide rails shall be Schedule 40, Type 304 stainless steel pipe, ASTM A167.
3. All supports, and fasteners shall be stainless steel and of a design standard with the
pump manufacturer.
4. Intermediate guide rail supports, if required, shall be spaced evenly between the
discharge stand and upper guide rail support in order to minimize deflection of the
rails.
5. The guide rails shall not support any portion of the weight of the pump.
6. The sliding pump bracket, designed to be non-binding and to ride on the guide rails,
shall be an integral part of the pumping unit.
C. A lifting cable shall be provided to raise and lower the pump through the limits indicated on
the Contract Drawings. The cable and all associated hardware shall be stainless steel and
shall be capable of supporting the pump with a Safety Factor of two (2).
D. The Contractor is to demonstrate, in the presence of the Engineers inspector prior to or
during the start-up procedure, that pumps have proper hatch clearance, guide rail
positioning, and seating. The pumps are to be raised and lowered twice to ensure proper
operation. Any necessary alterations or adjustments are to be made by the Contractor, at
no additional cost.
2.18 WET WELL
A. The wet well shall be constructed of precast reinforced concrete as specified hereinafter
and shall be sized as indicated on the Contract Drawings.
B. Precast Reinforced Concrete
1. The precast reinforced concrete wet well and top slab shall conform to" Specifications
or Reinforced Concrete Manhole Sections," ASTM C478, latest revision. The wet well
sections shall contain one or two lines of circular steel reinforcement as required by
the ASTM standards. All sewer pipe connections to the precast wet well shall be
made with a positive seal gasketing system conforming to ASTM C923. All wet well
joints shall be watertight. Joint Sealants. Preference shall be given to the use of
rubber 0-ring joints whenever possible. The invert of the influent line shall enter the
wet well at a higher elevation than the high wet well alarm level.
C. Access Door
1. The access door(s)to the wet well shall be 1/4-inch (minimum thickness) aluminum
(6061-T6 Alloy, ASTM B-221)diamond pattern plate, designed to withstand a live load
of 300 pounds per square foot. The frame shall be constructed of 1/4-inch thick, one-
piece extruded aluminum with a continuous 1- inch (minimum) anchor flange around
the perimeter. The access door(s) shall be adequately sized to allow removal of the
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pump(s). The actual clear opening of the frame shall allow a minimum of 3-1/2 inches
clearance between the pump(s) casing(s)opposite the discharge side of the pump(s)
and the inside of the frame, and a minimum of 2-1/2 inches clearance between the
sides of the pump(s) casing(s) and the inside of the frame. Factory finish shall be mill
finish aluminum. Installation shall be performed in accordance with the manufacturer's
instructions.
2. The door(s) shall be equipped with stainless steel hinges, stainless steel pins, and
recessed lift handle flush mounted and not protruding above the cover. Each door
leaf,with a maximum of 15 lbs.of manual assistance, shall open to 90 degrees and
automatically lock in that position with a stainless-steel hold-open arm. The arm shall
have a conveniently positioned release handle with a vinyl grip for easy and controlled
closing. Door(s)shall be equipped with stainless steel spring operators designed to
provide easy operation in opening and to act as a check in retarding downward motion
of the door during closing. For safety purposes, should the locking mechanism fail, or
unauthorized entry occur, the spring operator shall be designed such that the door(s)
shall remain in a fully closed position by its own weight. No item may protrude above
the access cover except the heads of the carriage bolts and padlock assembly cover.
3. To minimize tampering and improve security, the hinges shall be bolted to the door(s)
with stainless steel carriage bolts and nuts. The nuts shall be welded to the bolts on
both the door(s) and frame. Door(s)shall be equipped with a recessed padlock and
staple assembly which shall conceal an American#570 padlock and be designed to
restrict bolt cutters from severing the padlock. All stainless-steel hardware shall be
type 304 (minimum)stainless steel. The manufacturer shall guarantee all components
of the access doors against defects in material and workmanship for a period of five
years.
4. When installing wet wells six feet in diameter and larger, a double leaf access door
hatch shall be installed and sized to meet the ultimate pump size access demand and
actual clearance as specified between the pump(s) casing(s) and inside of the frame.
A large single door shall not be acceptable. The minimum leaf size shall be 30 inches
by 30 inches. The maximum leaf size shall be such that the sum of the length and
width of the leaf is less than or equal to 84 inches.
D. Level Instrument Stilling Well
1. To prevent damage to the submersible level instrument, a 4"schedule 40 perforated
stilling well shall be installed. The stilling well shall be securely supported utilizing
stainless steel support hardware. The bottom of the stilling well shall end
approximately 6"from the bottom of the wet well. The top of the stilling well shall end
approximately 12" below the wet well top deck. The centerline of the stilling well shall
be aligned with the centerline of the core-drilled hole in the top deck used for float
switch cords and the level instrument cable.
2.19 VALVE VAULT
A. The valve vault shall be constructed of precast or cast-in-place reinforced concrete as
specified hereinafter and shall be sized as indicated on the Contract Drawings.
B. Cast-in-Place Concrete
1. All cast-in-place concrete work shall conform to Specification Section 5, Structures.
Class AA concrete shall be used throughout the structure. All pipe connections to the
vault shall be made with a positive seal gasketing system conforming to ASTM C923.
C. Precast Reinforced Concrete
1. A precast reinforced concrete valve vault and top slab shall conform to " Precast
Concrete Water and Wastewater Structures," ASTM C913, latest revision. All pipe
connections to the precast valve vault shall be made with a positive seal gasketing
system conforming to ASTM C923.
D. Confined Space Equipment
1. The valve vault shall be equipped with an aluminum ladder as shown on the Contract
Drawings. The ladder shall comply with OSHA requirements. A minimum clear space
of 30 inches by 30 inches shall be provided as a landing area at the bottom of the
ladder. The ladder shall have retractable side rails or a retractable extension, such as
a Bilco Ladder-Up or equal, to facilitate ingress and egress.
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E. Access Door
1. The access door(s)to the valve vault shall be 1/4-inch (minimum thickness) aluminum
(6061-T6 Alloy, ASTM B-221)diamond pattern plate, designed to withstand a live load
of 300 pounds per square foot. The frame shall be constructed of 1/4-inch thick, one-
piece extruded aluminum with a continuous 1- inch (minimum) anchor flange around
the perimeter. The access door(s) shall be adequately sized to allow removal of the
valves and fittings. Factory finish shall be mill finish aluminum. Installation shall be
performed in accordance with the manufacturer's instructions.
2. The door(s) shall be equipped with stainless steel hinges, stainless steel pins, and
recessed lift handle flush mounted and not protruding above the cover. Each door
leaf,with a maximum of 15 lbs. of manual assistance, shall open to 90 degrees and
automatically lock in that position with a stainless-steel hold-open arm. The arm shall
have a conveniently positioned release handle with a vinyl grip for easy and controlled
closing. Door(s)shall be equipped with stainless steel spring operators designed to
provide easy operation in opening and to act as a check in retarding downward motion
of the door during closing. For safety purposes, should the locking mechanism fail, or
unauthorized entry occur, the spring operator shall be designed such that the door(s)
shall remain in a fully closed position by its own weight. No item may protrude above
the access cover except the heads of the carriage bolts and padlock assembly cover.
3. To minimize tampering and improve security, the hinges shall be bolted to the door(s)
with stainless steel carriage bolts and nuts. The nuts shall be welded to the bolts on
both the door(s) and frame. Door(s)shall be equipped with a recessed padlock and
staple assembly which shall conceal an American#570 padlock and be designed to
restrict bolt cutters from severing the padlock. All stainless-steel hardware shall be
type 304 (minimum)stainless steel. The manufacturer shall guarantee all components
of the access doors against defects in material and workmanship for a period of five
years.
4. When installing valve vaults six feet in diameter and larger, a double leaf access door
hatch shall be installed and sized to facilitate access to valves and fittings. A large
single door shall not be acceptable. The minimum leaf size shall be 30 inches by 30
inches. The maximum leaf size shall be such that the sum of the length and width of
the leaf is less than or equal to 84 inches.
2.20 CHECK VALVE
A. Check valves shall be lever and weight swing type with bronze-to-bronze seating and shall
be manufactured by Kennedy Valve or approved equal. The valve design shall allow for
operation when negative heads are encountered. The valve shall be designed to operate at
all pressures in the sewer system. The check valve shall be installed on the discharge line
as shown on the Contract Drawings. Check valves shall be installed such that the lever
arm may be totally dissembled, including the removal of hinge pins,without removing the
valve from the line.
2.21 GATE VALVE
A. The gate valve shall be AWWA C509, resilient wedge, rising stem suitable for use in
sewage applications. Each valve shall be provided with a handwheel opening
counterclockwise. The valve shall have flanged ends with 125 lb. drilling. The valve shall
be furnished and installed in the discharge pipe as shown on the plans. The valve shall be
a Ken-Seal gate valve manufactured by Kennedy Valve or approved equal.
2.22 EMERGENCY PUMP CONNECTION
A. As shown on the Contract Drawings, a 4-inch line shall be installed in the valve vault to
enable a portable pump to be connected to the force main. The end of the pipe shall
protrude through the top slab of the valve vault and shall be equipped with a 4-inch
stainless steel male adapter designed to accommodate a positive cam-locking female
coupler for quick, secure connection of the portable pump discharge hose. The adapter
shall be threaded onto the pipe and shall be protected with a stainless-steel locking dust
cap.
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2.23 BALL VALVE/GAUGE TAP
A. The ball valve shall be threaded and have a stainless-steel body, stainless steel ball and
stem, Teflon seats and seals, and a regular port. The ball valve shall be manufactured by
Crane Capri, Number 9302-S, or approved equal. The gauge tap assemblies shall be
stainless steel and installed as shown on the Contract Drawings.
2.24 PRESSURE GAUGE AND DIAPHRAGM SEAL
A. The pressure gauge shall be glycerine filled with a minimum dial size of 3-1/2 inches. The
gauge shall be enclosed in a stainless-steel case and shall have an operating range based
on the actual system heads expected for the specific project. The operating range of the
gauge shall be one of the manufacturer's standard designs and shall be labeled on the dial
face in both pounds per square inch (psi) and feet of water. The gauge shall have a
polycarbonate window for shatter resistance. The lower stem shall have a 1/4-inch
connection. The bourdon tube shall be AISI 316 stainless steel.
B. The diaphragm seal shall have a 1/2-inch process and 1/4-inch gauge connection. The
diaphragm seal and bottom housing shall be AISI 316 stainless steel. The diaphragm fluid
shall be glycerine.
C. The gauge shall be a 3-1/2-inch Ashcroft 35-1009 SWL-02L with an Ashcroft 50-310SSL-
02T-CG diaphragm seal or approved equal.
2.25 AIR RELEASE VALVE
A. The air release valve, when required, shall be specially designed for use in sewage
applications. Specific size requirements shall be determined by the Engineer. The valve
shall be furnished with backflush accessories such as inlet and outlet blowoff valves, quick
disconnect couplings, and a minimum of 5 feet of hose. The valve shall be an APCO Model
400 or approved equal.
2.26 MECHANICAL COUPLING
A. Mechanical couplings shall be installed as shown on the Contract Drawings. Mechanical
couplings shall be epoxy coated ductile iron with stainless steel nuts and bolts. Couplings
shall be Dresser Style 38 or 138, Ford Style FC1 or FC2, or approved equal.
2.27 ELECTRICAL
A. General
1. All materials and equipment installed shall be new and unused and shall be of the
latest design of manufacturers regularly engaged in the manufacture of such products
that conform with the requirements of the Contract Drawings and Specifications.
2. These Specifications, the associated Drawings, and other Contract Documents have
been prepared with the intention of their yielding, through construction, electrical
installations that are fully operable, safe, complete, and in full compliance with the
latest editions of the National Electrical Code, local codes and ordinances, and any
other authority having jurisdiction over the Work. The omission of miscellaneous
electrical items or accessories not specifically called for in these Contract Documents
which would detract from this intention shall not relieve the Contractor of the
responsibility of furnishing and installing these items and accessories.
B. Conduit
1. All exposed conduit shall be rigid aluminum. All couplings, bushings, and connectors
shall be of the same materials and intended for use in a rigid aluminum conduit
system. Threads, whether manufactured or made on the job site, shall meet the
provisions of the NEC.
2. Below-grade plastic conduit shall be Schedule 40 PVC or Schedule 80 PVC, rated for
use with 90-degree Celsius conductors and for use in direct sunlight, with chemical
weld joints. This Contractor shall provide all fittings, adapters, etc. required for a
complete installation as required by the Drawings.
C. Wire and Cable
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1. All conductors shall be of stranded soft drawn copper construction with thermoplastic
type THHN/THWN 600 V insulation. Conductors shall be sized as shown on the
Drawings. Power and lighting conductor sizes smaller than No. 12 AWG shall not be
permitted.
2. Control Conductors: Conductors utilized within enclosures utilized for motor control,
alarm, and discrete I/O signaling circuitry shall be type MTW, size#14 AWG stranded
copper. Control conductors external to enclosures (not including pump, level
transmitter, and float cables)shall be type THHN/THWN, size#14 AWG stranded
copper. Conductors powered by a source in another enclosure shall be yellow.
Analog signals shall utilize#18 AWG twisted, shielded pair cable with 300V insulation.
Conductors within enclosures shall be neatly routed utilizing plastic Panduit-type
wireway. Intrinsically-safe conductors shall maintain separation from all other
conductors. Field wiring and internal control panel conductors shall be identified at
each termination with black lettering on white background tags in a clear slide-on
plastic sleeve as manufactured by Brady or equal. Conductor identification numbers
shall indicate the terminal number on which the conductor shall terminate.
D. Control Panel Enclosures
1. Main Control Panel
a. The control system, as listed, shall be housed in a single stainless steel, NEMA
3R enclosure suitable for outdoor installations with a stainless steel, three-point
vault door closing handle and drip shield. It shall be manufactured from 14-
gauge, Type 304 stainless steel. All hardware, including the hinges, latches, and
provisions for a 5/8-inch diameter hasp opening for a padlock, shall be stainless
steel.
b. The enclosure shall have a 12-gauge steel, formed, removable subpanel. The
panel shall be degreased, cleaned, and treated with a phosphatizing process,
then primed and painted with white industrial-grade baking enamel. .
c. The enclosure shall have a hinged inner door(dead front). The inner door shall
be hinged on one side and held closed by two (2) hand operated, 1/4-turn
fasteners or thumb screw fasteners on the other side. Operator devices are to be
mounted on the inner door. The hinge and inner door assembly shall be of
sufficient strength to prevent sagging, buckling, or warping of the inner door after
inner door devices are installed.
2. Other Enclosures and Boxes
a. Other enclosures shall be stainless steel, NEMA 4X with hinged door and
provisions for pad locking.
E. Control Panel Components
1. Phase Monitor
a. Loss of voltage on any phase, undervoltage, and loss of rotational sequence shall
be detected by a phase monitor suitable for the electrical service provided. The
monitor shall reset automatically when measured parameters return to the normal
range of operation. The phase monitor shall include a means for adjusting drop
out voltage, an LED indicating normal conditions, and shall plug into a DIN rail-
mounted base.
b. The phase monitor shall be Diversified Electronic Type UOA or SLA or equal.
2. Full-Voltage, Non-Reversing (FVNR)Combination Motor Starter
a. Motor starters shall be NEMA-rated combination full-voltage, non- reversing,
horsepower-rated starters with motor circuit protectors and solid-state overload
relays mounted in individual NEMA 4X stainless steel enclosures.
b. Contactor shall meet the following requirements:
1) Easily replaceable power contacts.
2) No disconnection of wiring for contact inspection.
3) Easily replaceable coil.
4) Provide Square D Class 8536 or equal.
c. Overload relay shall meet the following requirements:
1) Phase loss and unbalance protection
2) Selectable class 10, 20, 30 time current trip characteristics.
3) Directly mountable on contactor.
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4) 120VAC remote reset solenoid.
5) Isolated auxiliary contacts.
6) Provide Square D Class 9065 Motor Logic solid-state overload relay or
equal.
d. Short circuit protection shall be a molded case motor circuit protector meeting the
following requirements:
1) Fixed continuous current rating.
2) Adjustable magnetic trip settings
3) 250VAC, 10 amp normally-closed alarm contact to indicate breaker trip.
4) External operating handle lockable in the open or closed position.
5) AIC rating of 25,000A minimum @ 480VAC.
6) Provide Square D Mag-Gard motor circuit protector with alarm contact kit or
equal.
3. Reduced-Voltage, Solid-State (RVSS)Combination "Soft" Starter
a. Motor starters shall be an RVSS combination, horsepower-rated starters with
motor circuit protectors with microprocessor-based reduced voltage starting and
stopping.
b. Reduced-voltage, solid-state combination "soft starters"shall have the following
features:
1) 480VAC input/output voltage.
2) Motor short circuit protection with external operator handle lockable in the
open or closed position and rated for the fault current available at the starter.
3) Integral "up-to-speed" bypass contactor.
4) Current monitoring and motor protective features active in start up and
bypass mode.
5) Pump control option with acceleration and deceleration ramp algorithms
especially designed to reduce water hammer in pumping systems.
6) A starter-mounted operator interface module for programming parameters
and displaying alarms, faults, fault logs, and metering data.
7) NEMA 4X stainless steel pad lockable enclosure.
8) Line-side protective module for protection against transients.
9) RVSS starter shall be Allen-Bradley SMC Flex Smart Motor Controller.
c. Short circuit protection shall be a circuit breaker as recommended by the RVSS
manufacturer. Accessories for the circuit breaker shall include a normally-closed
120VAC-rated alarm contact to indicate breaker"tripped".
4. Pushbuttons and Selector Switches
a. Push buttons shall be watertight/oil-tight NEMA 4/13, black, flush- mounted, full
voltage with legend plate as indicated on the drawings.
b. Selector Switches shall be watertight/oil tight NEMA 4/13, maintained,with black
standard operator, number of positions and contact blocks as indicated on the
drawings.
c. The push buttons and selector switches shall be Square D Class 9001 Type K or
equal.
5. Legend Plates
a. All equipment, disconnect switches, circuit breakers, motor starters, pushbutton
stations, relays, and similar devices shall be clearly labeled, or function otherwise
identified. Identification labels shall be engraved Lamicoid plates having black
background with white letters. Attach each plate with aluminum or stainless-steel
screws.
6. Circuit Breakers
a. Circuit breakers for supplying ancillary systems shall be operable from front of the
control panel inner door. The breakers shall be rated for the fault current
available and shall have the number of poles as indicated on the drawings.
b. Circuit breakers shall be Square D Type QO molded case circuit breakers or
equal.
7. Control Relays
a. Control relays shall be general purpose, plug-in type, with spade terminals, DIN
rail sockets, a temperature operating range of-40 degrees C to +45 degrees C,
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on/off indicator, manual operator, 10A contacts and coil voltage as required by
the drawings.
b. Control relays shall be Square D Class 8501 Type K or equal.
8. Timing Relays
a. On-delay timing relays shall be single range, plug-in type, with DIN rail blade-type
sockets, adjustable from 0.3 to 30 seconds, 120VAC coil, and 10A contacts.
b. On-delay timing relays shall be Square D Class 9050, Type JCK or equal.
c. On-delay/off-delay timing relays shall be plug-in type, with blade-type sockets,
provide individual adjustments for each timing function (on or off delay) adjustable
from 0.3 to 30 seconds, 120VAC coil, and 10A contacts.
d. On-delay/off-delay timing relays shall be Diversified Electronics TDJ series or
equal.
F. Grounding
1. The resistance value of the main grounding conductor measured between the main
disconnect and a good earth ground shall not exceed five (5)ohms.
2. Ground Rods: Ground Rods shall be the copper clad steel type and shall be a
minimum of 10 feet in length, 3/4-inch in diameter. Ground rods shall be equal to
those as manufactured by Copperweld Steel Company.
3. Grounding electrode conductors shall be bare copper. Equipment grounding
conductor shall be copper, THHN/THWN insulated, green (or green with yellow tracer)
in color and rated at 600 volts.
G. Float Switches
1. Liquid level detention shall be by sealed, single pole, float switches encased in a
plastic case. The switch shall utilize a steel ball in a tube to provide electrical
switching. No mercury-type switches are acceptable. The float switches shall be
weighted, suspended by cables which shall contain the wiring for the switches All
materials shall be highly resistant to sewage and associated atmospheres. Floats
requiring fasteners to maintain their depth in the wet well are unacceptable. The tilt
bulb hanger bracket and hardware shall be stainless steel (ASTM A167, Type 304).
2. The float cables shall be supplied of sufficient length to be installed without splicing.
3. Floats to be Anchor Scientific Eco-Float or equal.
4. Mounting bracket to be Ohio Electric Control Model 100-6 or equal.
H. Main Circuit Breaker
1. The main circuit breaker shall be a molded case, thermal-magnetic circuit breaker in a
NEMA 4X, stainless steel enclosure, front operated, with provisions for padlocking in
open or closed position; voltage; ampere rating and number of poles as noted on the
drawings and rated for use as service entrance equipment. The breaker shall include
an isolated alarm contact to indicate a breaker"tripped"status, and a neutral and/or
grounding kits where required.
2. The circuit breaker shall be Square D Class 610 or equal.
I. Service Pole
1. For overhead service, the Contractor shall provide a 25-foot long, Class 4, wood pole
for up to 200-amp service or as required by the Electric Company. For services over
200-amp, Contractor shall contact the Electric Company for pole classification and
requirements.
J. Cord Grips
1. Provide standard duty, single eye, single weave, stainless steel support grips of
sufficient strength for pump power and control cords, and float switch cords.
2. Provide Class I, Division 2 aluminum cord seals for sealing cord entry into enclosures.
3. Cord grips shall be Kellems Grips as manufactured by Hubbell or equal. Cord seals
shall be Appleton type CG aluminum or equal.
K. Alarm Horn
1. The alarm horn shall be 120VAC, NEMA 4X, 103dB @ 10 feet with housing for
outdoor mounting. Power consumption shall be 15.6VA or less.
2. The horn shall be mounted near the top of the service pole or a treated wood pole
approximately 10 ft. above grade.
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3. The alarm horn shall be Edwards Signaling and Security Systems Model 870P series
or equal.
L. Alarm Light
1. The alarm light shall be 120VAC, NEMA 4X, 15W flashing incandescent light for
outdoor industrial applications. Power consumption shall be 18VA or less.
2. The light shall include a red lens and polycarbonate, impact resistant base.
3. The light shall be mounted near the top of the service pole or a treated wood pole
approximately 10 ft. above grade and near the alarm horn.
4. The alarm light shall be Edwards Signaling and Security Systems Model 114 FIN
Series or equal.
M. Silence Pushbutton
1. The silence pushbutton shall be mounted in a NEMA 4X stainless steel pushbutton
enclosure approximately 5 feet above finished grade and accessible to the public.
2. The pushbutton shall be as specified above under"Pushbuttons and Selector
Switches".
3. The enclosure shall be as specified above under"Other Enclosures".
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor shall furnish and install as detailed, at the elevations given and as shown on
the Drawings, complete duplex, pump stations capable of handling raw, unscreened
domestic sewage. The stations shall include submersible grinder or non-clog sewage
pumps, liquid level sensors, discharge piping, valves, electrical controls and alarm system,
and a precast concrete wet well and valve pit.
3.02 BACKFILL AND FINISH GRADING
A. Class I (No. 9 crushed stone aggregate) backfill material shall be placed around the pump
station to within 18 inches of the surface of the surrounding ground,with sufficient
allowance for settlement. The remaining fill shall be earth material free of rocks in the areas
of piping and excavated material in all other areas. Rock and/or shale excavation may be
placed in the top 18 inches of fill, but shall not be above piping or any closer than 12 inches
from finished grade.
B. All fill shall be placed so as to load structures symmetrically. Rough grading shall be held
below finish grade and then topsoil which has been stockpiled shall be evenly spread over
the surface.
C. Grading shall be brought to the levels shown on the Drawings or to elevations established
by the Engineer. Final dressing shall be accomplished by hand work or machine work, or a
combination of these methods as may be necessary to produce a uniform and smooth finish
to all parts of the regrade.
3.03 PUMP TESTS
A. Pump tests shall be conducted on each pump. During each test, the pump shall be run at
each head condition for a sufficient time to permit accurate determination of discharge,
head, and power input. Certified copies of the test data shall be furnished to the Engineer
for review. All tests shall be run in accordance with the Standards of the Hydraulic Institute.
3.04 ACCEPTANCE TESTS
A. After installation of the pumping equipment, and after inspection, operation, testing, and
adjustment have been completed by the manufacturer's representative, each pump shall
be given a running test in the presence of the Engineer during which it shall determine its
ability to operate without vibration or overheating, and to deliver its rated capacity under the
specified conditions. During the tests,observations shall be made of head, capacity, and
motor input. All defects or defective equipment revealed by or noted during the tests shall
be corrected or replaced promptly at the expense of the Contractor, and if necessary, the
tests shall be repeated until results acceptable to the Engineer are obtained. The
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contractor shall furnish all labor, piping, equipment, and materials necessary for conducting
the tests.
B. All adjustments necessary to place the equipment in satisfactory working order shall be
made at the time of the above tests.
C. The Contractor shall provide water for testing.
D. In the event that the Contractor is unable to demonstrate to the satisfaction of the Engineer
that the units will satisfactorily perform the service required and that they will operate free
from vibration and heating, the pumping units may be rejected. The Contractor shall then
remove and replace the equipment at his own expense. The limits of vibrations as set forth
in the 13th Edition of the Standards of the Hydraulic Institute shall govern. Field service
report shall include all vibration readings made.
3.05 PUMP WARRANTY
A. The pump manufacturer shall warrant the units being supplied to the owner against defects
in workmanship and material for a period of five (5)years from the date of installation. The
pump manufacturer shall repair or replace defective equipment, parts, or components within
seven (7)days of receipt of defective items.
B. Warranties and guarantees by the suppliers of various components in lieu of a single
source responsibility by the manufacturer will not be accepted. The manufacturer shall
assume prime responsibility for the guarantee of the station and all components.
C. The replacement or repair(including cost of parts and labor)of those items normally
consumed in service, such as pump seals, oil, grease, etc., shall be considered as part of
routine maintenance and station upkeep.
3.06 ELECTRICAL INSTALLATION
A. Excavation, Backfilling and Grading:
1. The Contractor shall perform all earth and rock excavation, backfilling and grading
required for this part of the work. Rock excavation shall be made to a depth of 4
inches below pipe and filled to subgrade with dense graded aggregate limestone. After
the Bid is submitted there will be no additional funds forthcoming for excavation work
on this project. All excavation shall be Bid as unclassified.
2. Trenches shall be maintained free of water until backfilling is completed.
3. Backfilling material in earth excavation shall be clean earth to a line at least 12 inches
above the top of the conduit. From this line upward, rock not more than 6 inches in
diameter may be used provided it is spaced at least 12 inches apart. Filling between
rock shall be of clean earth, thoroughly tamped in 6-inch layers to the finished grade.
All surplus rock and earth shall be removed from the site as directed by the Engineer.
4. Depth of bury for all conduits shall be a minimum of 24 inches below finished grade.
B. Conduit:
1. PVC shall be concrete encased where it passes under roadways. PVC shall not be
used where exposed on the exterior nor where exposed to direct sunlight. This
Contractor shall plan his work so that runs of conduit miss equipment by other trades.
Conduit bushing shall have insulating material which has been permanently fastened
to the fittings. Bushings for conduit 1-1/2 inches trade size and larger shall be
complete with grounding lug and shall be bonded to the box by means of bare copper
wire. All field bends shall be made with standard tools and bending equipment
manufactured especially for this purpose. Bends in metallic conduit shall be made
while cold and in no case shall the conduits be heated. Conduits shall not be bent
through more than 90 degrees. Size of conduits shall not be less than that required by
the National Electrical Code.
2. All conduit installed on concrete surfaces shall be anchored with spacer type conduit
clamps preventing contact between the conduit and the concrete surface. Conduits
penetrating walls shall be grouted in place to form a seal. Conduits penetrating floors
shall be sleeved.
3. All conduits shall be run continuous between devices with a minimum number of
bends. Back-to-back 90-degree bends (180 degree change of direction)will not be
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acceptable. During construction, all new conduits shall be kept dry and free of
moisture and debris.
4. No conduit smaller than 3/4-inch trade size shall be used.
5. Conduit Schedule:
Schedule 40 Schedule SO
Location PVC PVC Aluminum
Underground/Encased X
Direct Buried X
Exposed X
Emergence from UG X
C. Wire and Cable:
1. Direct Burial Cable: No cable buried directly in the earth, not in raceway will be
allowed on this project.
2. Wire shall not be installed until all work of any nature that may cause injury to the wire
is completed. Mechanical means shall not be used in pulling in wires No. 8 or smaller.
Approved wire pulling lubricant shall be used as required to prevent insulation damage
and overstressing of the wire while pulling through conduit. In no case shall
conductors be greased or coated with any substance injurious to the conductor
insulation or sheath.
3. All wires connected to terminal boards, terminal blocks, or to other similar terminals
shall terminate by means of pressure terminals. Where terminal boards, terminal
blocks, etc. are designed and manufactured to accept bare wire and have a pressure
plate on each side of the wire, no pressure terminals on the wire will be required.
Where the wire would have to encircle the holding screw to make a proper connection,
the wire terminals are required.
4. Where the wire is shown larger than that required for the load, it is done so for voltage
drop or other purposes and must be installed as shown. Where the wire is stranded,
the removal of strands in order to install the wire into a lug provided on any equipment
will not be permitted. A larger lug shall be installed which will accept the wire size
indicated.
D. Grounding:
1. Ground rods shall be driven vertically into the earth to at least 1 foot below finished
grade. Where rock is encountered at a depth of less than 4 feet, rods shall be buried
in a trench at not less than 2 feet below finished grade.
2. Connections to ground rods and all other ground connections below grade shall have
a minimum mechanical contact surface area between the conductor and the ground
rod of not less than three square inches. All connections made below finished grade
shall be exothermic. Installation of grounding conductors shall be such that they are
not exposed to physical damage. All connections shall be firm and tight.
3. All metal electrical equipment cabinets shall be securely bonded to a grounding
conductor running through any conduit terminating at the cabinet or enclosure by use
of a grounding lug bushing and jumper wire to the enclosure wall. Control cabinets
shall be provided with an equipment ground bus (including lugs or screw terminals)
securely bonded to the enclosure. Junction boxes and other enclosures shall utilize
an equipment ground bus or lug as required to securely bond the equipment
grounding conductor to the enclosure. The grounding conductor shall be connected
with pressure connectors at the main disconnect to the main grounding system.
Where screw terminals or set screw lugs are used, sufficient lugs shall be provided
such that not more than one conductor is installed into each lug or terminal.
4. No flexible conduit shall serve as a grounding conductor.
5. Where lightning arresters are furnished and installed either separately or with
equipment and the grounding connections are not inherently provided, a suitable,
separate, grounding conductor shall connect the lightning arrester with a separate
ground rod. This rod shall be bonded with any adjacent grounding system.
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3.07 UTILITIES
A. Electricity
1. The Contractor shall coordinate the installation of a complete electrical service with the
Electric Company. Contractor shall furnish all electrical data requested by the Electric
Company. Raceway, conductors, and other installation shall be in accordance with
the requirements of the Electric Company. The Contractor shall be responsible for
securing all permits, inspections, and approvals necessary for the transfer of a
functional electrical service and the associated account to the Owner upon acceptance
of the facility
END OF SECTION
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SECTION 22 14 19
PIPEWORK
PART 1 GENERAL
1.01 DESCRIPTION OF WORK
A. This work shall consist of the furnishing, bedding, laying,jointing, backfilling, compaction
and testing of all sanitary sewers, force main or drainage pipe shown on the Plans or
otherwise required by the Contract.
1.02 MATERIALS
A. General:
1. Sanitary sewer, force main or drainage pipe may be any of the following types, unless
shown otherwise in the Contract. Pipe strength classes listed are the minimum
acceptable classes for each type of pipe. Conditions of the construction may warrant
a stronger pipe than listed herein, and the pipe supplied shall be as required by the
Specifications or shown on the Plans. If the contractor requests a method other than
that of the Plans and Specifications, and the method requires a stronger pipe or
alternate, the contractor will incur the additional cost of the stronger pipe needed.
The Contractor shall furnish three copies of the supplier's certification stating that pipe
materials were manufactured, sampled, tested, and inspected in accordance with the
standards listed in this Section and have been found to meet those requirements.
2. Sanitary Sewers
a. Concrete Pipe
1) Reinforced concrete pipe shall meet the requirements of ASTM C 76,
Standard Specification for Reinforced Concrete Culvert, Storm Drain and
Sewer Pipe. Unless shown otherwise on the Plans or required by the
Contract, Class III, Wall B, or thicker pipe shall be used. For circular pipe
sizes 12-inch through 24-inch diameter, non- reinforced concrete pipe
meeting ASTM C14, Class 3 can be used where reinforced concrete pipe
Class III is allowed.
Cement used in the manufacture of reinforced concrete pipe shall meet the
requirements of ASTM C 150, Standard Specification for Portland Cement,
for Type II cement. All reinforcing cages shall be circular; elliptical
reinforcement shall not be permitted unless shown on the Plans. Joints shall
be sealed with Type A- rubber compression or confined 0-ring. Joints shall
meet the requirements of ASTM C 443-05A, Standard Specification for
Joints for Concrete Pipe and Manholes, Using Rubber Gaskets
T-branch and Y-branch fittings shall be manufactured at the pre-cast plant
and supplied to the Project site as single units. When field-fabricated
branches are permitted,the openings in the pipe shall be properly cast at the
time of manufacture.
b. Ductile Iron Pipe and Fittings
1) Ductile iron pipe shall meet the requirements of ANSI/AWWA C151/A21.51,
Ductile Iron Pipe, and Centrifugally Cast in Metal Molds or Sand-Lined Molds
for Water or Other Liquids. Unless shown otherwise on the Plans or in the
Contract, the thickness class shall be determined based on a working
pressure of 150 psi, in accordance with ANSI/AWWA C150/A21.50,
Thickness Design for Ductile Iron Pipe.
Flanged joint ductile iron fittings shall meet the requirements of ANSI/AWWA
C110/A21.10, Ductile Iron and Gray Iron Fittings, 3 inch through 48 inch for
Water and Other Liquids. Unless shown otherwise on the Plans or in the
Contracts, Class 250 fittings with class 53 wall thickness shall be used.
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Mechanical, push on and other such joints shall meet the requirements for
ductile iron fittings, 3 in. through 16 in.,ANSI/AWWA C153/A21.53. Where
these short bodied compact fittings are to be fitted to aged existing cast iron
pipe of larger diameter than specified in A21 standards, mechanical joint
sleeves or bell-and-spigot sleeves shall provide transition.
All pipe and fittings shall be cement-lined in accordance with ANSI/AWWA
C104/A21.4, Cement-Mortar Lining for Ductile Iron and Gray Iron Pipe and
Fittings, or polyurethane lined over concrete or ductile iron or gray iron pipe
and fittings. The polyurethane lining shall be an ASTM Type V, chemical
cure, 100% solids, elastomeric and aromatic with no sand fillers or extenders
added. It shall be capable of being spray applied to 50 mils nominal
thickness in a single application. Minimum lining thickness shall be 40 mils.
The polyurethane lining shall be a seamless flexible membrane that is
corrosion, abrasion, and impact resistant; with a Shore "D" hardness of 60 to
65 at 78°F (25.5°C); a tensile strength of 2,878 psi and elongation of 52%
per ASTM D-412;shall be resistant to abrasion as measured by a weight
loss of no more than 42 mgs. per ASTM D-1044; and shall have a water
vapor transmission rate (WVTR)of no more than 0.016 grams per 100
square inches (254 cm2) per 24 hours (75 mils DFT @ 73°F (22.7°C), 100%
RH, per ASTM F-1249-90). Unless otherwise noted on the Plans or in the
Special Provisions, all pipes shall be cement lined. Lining thickness per
ANSI/AWWA C-104/A21.4 shall be 1/16 in. (min.)for 3 through 12 in. pipe,
3/32 in. for 14 in. through 24 in. pipe, and 1/8 in. for 30 through 54 in.
pipe.
Joints shall be push-on rubber gasket types which meet the requirements of
ANSI/AWWA C111/A21.11, Rubber Gasket Joints for Ductile Iron and Gray
Iron Pressure Pipe and Fittings.
When flanged joints are required, they shall meet the requirements of
ANSI/AWWA C115/A21.15, Flanged Ductile Iron and Gray Iron Pipe with
Threaded Flanges. Mechanical flanged restrained joints may be used when
approved by the Engineer.
All flanged and mechanical joints for ductile iron pipe and fittings shall be
made with stainless steel nuts, bolts, etc.
c. Polyvinyl Chloride (PVC) Pipe and Fittings
1) Unless shown otherwise on the Plans, in the Contract, the Contractor may,
at his option, use any of the following types of PVC pipe:
(a) PVC pipe meeting the requirements of ASTM D 3034, Standard
Specification for Type PSM Poly (Vinyl Chloride)(PVC) Sewer Pipe and
Fittings. Unless shown otherwise on the Plans or in the Contract, SDR
35 pipe shall be required.
(b) PVC pipe meeting the requirements of ASTM F 679, Standard
Specification for Poly (Vinyl Chloride) (PVC) Large Diameter Plastic
Gravity Sewer Pipe and Fittings. Unless shown otherwise on the Plans
or in the Contract, SDR 35 (approximate)shall be required.
(c) PVC pipe meeting the requirements of ASTM F 789, Standard
Specification for Type PS46 Poly (Vinyl Chloride) (PVC) Plastic Gravity
Flow Sewer Pipe and Fittings.
(d) PVC pipe meeting the requirements of ASTM D 1785, Standard
Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40,
80 and 120. Unless shown otherwise on the Plans or in the Contract,
Schedule 40 pipe shall be required. Fittings shall meet the
requirements of ASTM D 2466, Standard 4 Specification for Poly (Vinyl
Chloride) (PVC) Plastic Pipe Fittings.
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(e) PVC open or closed profile pipe meeting the requirements of ASTM F
794, Standard Specification for Poly (Vinyl Chloride) (PVC) Profile
Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter.
(f) Corrugated PVC pipe meeting the requirements of ASTM F 949, Latest
Revision, "Poly(Vinyl Chloride) (PVC)Corrugated Sewer Pipe with a
Smooth Interior andFittings".
Polyvinyl Chloride Pipe shall be installed in accordance with these
Specifications and ASTM Standards for"Underground Installation of
Flexible Thermoplastic Sewer Pipe", D2321 requiring a minimum trench
width of not less than the greater of either the pipe outside diameter
plus 16 inches or the pipe outside diameter times 1.25 plus 12 inches.
Joints for PVC pipe meeting the requirements of ASTM D 3034, ASTM
F 679, ASTM F 789, ASTM F949, and ASTM F 794 shall be gasket, bell
and spigot, push-on types which meet the requirements of ASTM D
3212, Standard Specification for Joints for Drain and Sewer Plastic
Pipes Using Flexible Elastomeric Seals. Gaskets shall meet the
requirements of ASTM F 477, Standard Specification for Elastomeric
Seals (Gaskets)for Joining Plastic Pipe. For 4-inch diameter pipe
meeting the ASTM F 949 requirements, double gaskets shall be used at
the Tee/Wye.
d. Polyethylene Pipe and Fittings
1) Polyethylene pipe shall meet the requirements of ASTM F 894, Standard
Specification for Polyethylene (PE) Large Diameter Profile Wall Sewer and
Drain Pipe. The pipe shall be manufactured from material which meets the
requirements of ASTM D 1248, Standard Specification for Polyethylene
Plastics Molding and Extrusion Materials for Type III, Class C, Category 5,
Grade P34 High Density Polyethylene. The pipe class shall be as shown on
the Plans or in the Contract. Polyethylene pipe shall not be delivered to the
site until the Engineer has provided approval for the pipe class to be used.
Polyethylene pipe shall be installed in accordance with these Specifications
and ASTM Standards for"Underground Installation of Flexible Thermoplastic
Sewer Pipe", D2321.
Joints shall be gasket, bell and spigot, push-on types which meet the
requirements of ASTM D 3212, Standard Specification for Joints for Drain
and Sewer Plastic Pipes Using Flexible Elastomeric Seals. Gaskets shall
meet the requirements of ASTM F 477, Standard Specification for
Elastomeric Seals (Gaskets)for Joining Plastic Pipe.
e. Adapters and Couplings
1) Connections of sanitary sewer pipes of dissimilar materials or different sizes
shall be made with connectors or adapters of the compression or
mechanical seal types. Bitumastic, butyl resin and mastic types of
connections will not be acceptable.
3. Force Mains
a. Polyvinyl Chloride (PVC) Pipe and Fittings
1) Unless shown otherwise on the Plans or in the Contract, the Contractor may
use any of the following types of PVC pipe.
(a) PVC pipe meeting the requirements of AWWA C 900, Standard
Specification for Polyvinyl Chloride (PVC) Pressure Pipe, 4 inch through
12 inch. The minimum pressure class allowance should be class 150
(DR18). PVC pipe meeting the requirements of AWWA C 905, Standard
Specification for Polyvinyl Chloride (PVC)Water Transmission Pipe,
Nominal Diameters 14 inch through 36-inch, pressure rated 165 psi
(DR25). The minimum pressure class allowed shall be Class 150
(DR18). Joints shall be gasket, bell and spigot, push-on types which
meet the requirements of AWWA C 900. Gaskets shall meet the
requirements of ASTM F 477, Standard Specification for Elastomeric
Seals (Gaskets)for Joining Plastic Pipe.
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(b) PVC pipe meeting the requirements of ASTM D 1785, Standard
Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40,
80, 120. The minimum pressure rating allowed shall be 150 psi.
Joints can be solvent-cement joints on pipes less than 4 inch and shall
meet the requirements of ASTM D 2855, Standard Specification for
Making Solvent-Cement Joints with Poly (Vinyl Chloride) (PVC) Pipe
Fittings. The solvent-cement shall meet the requirements of ASTM D
2564, Standard Specification for Solvent-Cement for Poly (Vinyl
Chloride) (PVC) Plastic Pipe and Fittings.
(c) PVC pipe meeting the requirements of ASTM D 2241, Standard
Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR
Series). The minimum pressure rating shall be 150 psi.
Joints shall be gasket, bell and spigot, push-on types which meet the
requirements of ASTM D 3139, Standard Specification for Joints for
Plastic Pressure Pipes Using Flexible Elastomeric Seals. Gaskets shall
meet the requirements of ASTM F 477, Standard Specification for
Elastomeric Seals (Gaskets)for Joining Plastic Pipe.
b. Ductile Iron Pipe and Fittings
1) Ductile iron pipe shall meet the requirements of ANSI/AWWA C151/A21.51,
Ductile Iron Pipe, and Centrifugally Cast in Metal Molds or Sand-Lined Molds
for Water or Other Liquids. Unless shown otherwise on the Plans or in the
Contract, the thickness class shall be determined based on a working
pressure of 150 psi, in accordance with ANSI/AWWA C150/A21.50,
Thickness Design for Ductile Iron Pipe.
Flanged joint ductile iron fittings shall meet the requirements of ANSI/AWWA
C110/A21.10, Ductile Iron and Gray Iron Fittings, 3 inch through 48 inch for
Water and Other Liquids. Unless shown otherwise on the Plans or in the
Contracts, Class 250 fittings with class 53 wall thickness shall be used.
Mechanical, push on and other such joints shall meet the requirements for
ductile iron fittings, 3 in. through 16 in.,ANSI/AWWA C153/A21.53. Where
these short bodied compact fittings are to be fitted to aged existing cast iron
pipe of larger diameter than specified in A21 standards, mechanical joint
sleeves or bell-and-spigot sleeves shall provide transition.
All pipe and fittings shall be cement-lined in accordance with ANSI/AWWA
C104/A21.4, Cement-Mortar Lining for Ductile Iron and Gray Iron Pipe and
Fittings, or polyurethane lined over concrete or ductile iron or gray iron pipe
and fittings. The polyurethane lining shall be an ASTM Type V, chemical
cure, 100% solids, elastomeric and aromatic with no sand fillers or extenders
added. It shall be capable of being spray applied to 50 mils nominal
thickness in a single application. Minimum lining thickness shall be 40 mils.
The polyurethane lining shall be a seamless flexible membrane that is
corrosion, abrasion, and impact resistant;with a Shore "D" hardness of 60 to
65 at 78°F (25.5°C); a tensile strength of 2,878 psi and elongation of 52%
per ASTM D-412;shall be resistant to abrasion as measured by a weight
loss of no more than 42 mgs. per ASTM D-1044; and shall have a water
vapor transmission rate (WVTR)of no more than 0.016 grams per 100
square inches (254 cm2) per 24 hours (75 mils DFT @ 73°F (22.7°C), 100%
RH, per ASTM F-1249-90). Unless otherwise noted on the Plans or in the
Special Provisions, all pipes shall be cement lined. Lining thickness per
ANSI/AWWA C-104/A21.4 shall be 1/16 in. (min.)for 3 through 12 in. pipe,
3/32 in. for 14 in. through 24 in. pipe, and 1/8 in. for 30 through 54 in. pipe.
Joints shall be push-on rubber gasket types which meet the requirements of
ANSI/AWWA C111/A21.11, Rubber Gasket Joints for Ductile Iron and Gray
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Iron Pressure Pipe and Fittings. When flanged joints are required, they shall
meet the requirements of ANSI/AWWA C115/A21.15, Flanged Ductile Iron
and Gray Iron Pipe with Threaded Flanges. Mechanical flanged restrained
joints may be used when approved by the Engineer.
All flanged and mechanical joints for ductile iron pipe and fittings shall be
made with stainless steel nuts, bolts, etc.
c. Polyethylene Pipe and Fittings
1) Polyethylene pipe shall meet the requirements of ASTM F 714, Standard
Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Inside
Diameter. Materials shall meet the requirements of ASTM D 3350, Standard
Specification for Polyethylene Plastic Pipe and Fittings Materials, for
Polyethylene Cell Classification PE 345434C. Unless shown otherwise on
the Plans or in the Contract, the pressure rating to be used shall be 160 psi
(SDR 11).
Joints shall be butt fused joints which meet the requirements of ASTM D
3261, Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic
Fittings for Polyethylene (PE) Plastic Pipe and Tubing.
4. Drainage Pipe
a. Concrete Pipe
1) Circular reinforced concrete pipe shall meet the requirements of ASTM C 76,
Standard Specification for Reinforced Concrete Culvert, Storm Drain and
Storm Pipe. For circular pipe sizes 12-inch through 24-inch diameter, non-
reinforced concrete pipe meeting ASTM C-14 Class 3 can be used where
reinforced concrete pipe Class III is allowed. Elliptical reinforced concrete
pipe shall meet the requirements of ASTM C 507, Standard Specification for
Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe. Unless
shown otherwise on the Plans or in the Contract, Class III pipe shall be
used.
Joints shall be sealed with either Type A rubber compression gaskets in
conformance with ASTM C443-05a-Standard Specification for Joints for
Concrete Pipe and Manholes, Using Rubber Gaskets, or Type B preformed
flexible butyl rubber sealant in conformance with ASTM C990-06-Joints for
Concrete Pipe Manholes, and Precast Box Sections Using Preformed
Flexible Joint Sealant.
Bituminous mastic joint sealing material shall not be allowed in the
construction of reinforced concrete pipe systems.
b. High Density Polyethylene Corrugated Pipe
1) Corrugated polyethylene pipe with an integrally formed smooth interior shall
meet the requirements of AASHTO M 294, Standard Specification for
Corrugated Polyethylene Pipe, 12-to-36-inch diameter, for Type S pipe.
Polyethylene pipe shall not be delivered to the site until the Engineer has
provided written approval for the pipe to be used
The pipe shall have a minimum pipe stiffness at 5% deflection as follows
when tested in accordance with ASTM D-2412.
Diameter Pipe Stiffness
12" 45 psi
15" 42 psi
18" 40 psi
24" 34 psi
30" 28 psi
36" 22 psi
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Joints shall be watertight and made using split-corrugated couplings
manufactured by the pipe manufacturer and exceeding the soil tightness
requirements of the AASHTO Standard Specifications for Highway Bridges,
Section 23 (2.23.3.).
c. Corrugated Steel Pipe
1) Corrugated steel pipe and coupling bands shall meet the requirements of
AASHTO M 36, Standard Specification for Corrugated Steel Pipe, Metallic-
Coated, for Sewers and Drains. Pipes shall be fabricated from aluminum-
coated steel sheet which meets the requirements of AASHTO M 274,
Standard Specification for Steel Sheet, Aluminum-Coated (Type 2)for
Corrugated Steel Pipe. The gage of the steel sheet used to fabricate the
pipe shall be as shown on the Plans.
Joints shall be made using coupling bands and gaskets meeting the
requirements of AASHTO M 36 and AASHTO M 274.
d. Polyvinyl Chloride (PVC) Pipe and Fittings
1) Polyvinyl chloride pipe shall meet the requirements of Subsection 4.2.2.3. of
these Specifications.
5. Cast-in-Place Pipe
a. Concrete
1) Concrete for all cast-in-place sewer pipes and collars shall be Class A
concrete as specified in these Specifications.
b. Steel Reinforcement
1) Deformed steel reinforcing bars shall be Grade 60 bars of the sizes,
dimensions, spacings and locations shown on the Plans. Steel
reinforcement and its storage shall be as specified in Section 6 of these
Specifications.
c. Waterstops
1) Waterstops shall be PVC waterstops of the shape and dimensions as shown
on the Plans and meeting the material requirements as specified for
waterstops in Section 5 of these Specifications.
6. Cradles and Encasements
a. Crushed Stone
1) Crushed stone for cradles and encasements shall be as set forth in
Subsection 3.2.1. of these Specifications.
b. Concrete
1) Concrete for cradles, encasements or caps shall be Class B concrete as set
forth in these Specifications.
7. Marking Tape
a. Marking tape shall be a composite plastic metallic tape, at least 5 mils in
thickness with impervious plastic film on both sides and aluminum foil in center.
The minimum tensile strength shall be 185 lbs. The tape shall be at least 3
inches in width, colored green, and shall be permanently printed on both sides
"Caution Buried Sewer Below".
1.03 EXECUTION OF WORK
A. General
1. Prior to beginning pipe laying operations, the trench shall have been excavated to the
subgrade level and unsuitable foundation conditions, when encountered, shall be
corrected in accordance with Section 3 of these Specifications. The pipe within the
right-of-way shall be supported on a crushed stone cradle, or a concrete cradle as
shown on the plans, specified herein.
Crushed stone or concrete shall be used to encase the pipe as specified herein.
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B. Cradle and Encasement
1. Cradle and encasement shall be of crushed stone or concrete and shall be installed as
specified and within the limits shown on the Plans.
a. Crushed Stone Cradle
1) Crushed stone cradle shall mean the placement of crushed stone from the
subgrade level (6 inches below the outside of the pipe) up to the springline
of the pipe. The crushed stone shall be deposited in the trench to grade,
allowing for the thickness of the pipe wall. Bell holes shall be dug to relieve
the bells of all concentrated loads and to provide uniform support throughout
the pipe section. For larger pipes, the crushed stone shall be shoveled and
shovel-sliced beneath the haunches of the pipe to assure uniform support.
Unless shown otherwise on the Plans, the following types of pipes shall be
supported on a crushed stone cradle.
(a) Concrete Pipe
(b) Ductile Iron Pipe
b. Soil Bedding/Cradle
1) For concrete pipe installed outside the roadway right-of-way with 9 feet of
cover or less, the crushed stone cradle can be eliminated and replaced with
job excavated native soil material. The earth trench bottom foundation
should be scarified for the middle third of the pipe O.D. or at the Contractors
option a minimum thickness of granular bedding can be provided. For rock
foundations provide a standard 6-inch-thick granular bedding.
c. Crushed Stone Encasement
1) Crushed stone encasement shall mean the placement of additional crushed
stone above the crushed stone cradle to a level at least 6 inches above the
outside top of the pipe and leveled off between the trench walls. The
additional stone shall be placed in such manner to prevent damage to the
pipe. Unless shown otherwise on the Plans, the following types of pipes
shall be encased in crushed stone.
(a) Polyvinyl Chloride Pipe
(b) Polyethylene Pipe
(c) Corrugated Polyethylene Pipe
(d) Corrugated Steel Pipe
(e) Corrugated Polyvinyl Chloride Pipe
d. Concrete Cradle
1) Where a concrete cradle is required as additional support for a sanitary
sewer or storm drainage pipe, or if a sanitary sewer pipe will have less than
2 feet of vertical clearance above an existing or proposed storm drain or
utility conduit, a concrete cradle shall be installed. The length of the concrete
cradle shall be as shown on the Plans or 2 feet beyond the outside edge of
the underlying storm drain or utility conduit. The pipe shall be laid to line and
grade, and shall be supported on concrete blocks, bricks or saddles set to
prevent both vertical and lateral movement of the pipe. The use of wooden
blocks will not be permitted. Concrete shall be placed around the pipe up to
the springline of the pipe. Proper bracing shall be provided to prevent
displacement or flotation of the sewer pipe during placing of concrete.
e. Concrete Cap
1) The length of the concrete cap shall either be as shown on the plans; or 2
feet beyond the outside edge of the storm drain or utility conduit; or 2 feet
beyond the point where the sewer pipe attains 30 inches of cover in an
easement; or 4 feet of cover in a right-of way or surfaces subject to vehicular
traffic. The sewer pipe shall be laid and supported on a crushed stone
cradle, and concrete shall be placed around the pipe and at least 6 inches
above the top of the pipe for the full trench width. Proper bracing shall be
provided to prevent displacement or flotation of the sewer pipe during
placing of the concrete.
f. Safeloading
1) Safeloading shall consist of completely filling the designated areas with grout
in such a manner to make them safe from collapse or at the Contractor's
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option, safeloading may be done by filling the designated area with free-
flowing grout of sand or other approved free flowing material. Appreciable
deposits of debris shall be removed from other structures prior to
safeloading. The ends of existing culverts shall be plugged by use of
bulkheads containing small openings at the tops through which the grout
may be pumped at a minimum pressure of 15 pounds per square inch.
g. Thrust Block
1) Concrete Thrust Blocks, or reaction backing, shall be placed at all fittings
used for changes of horizontal and vertical direction, at reducers, and at
each valve, unless otherwise directed by the Engineer. Thrust blocks shall
be installed in accordance with the details illustrated on the plans.
Thrust blocks shall be placed between solid ground and the fitting to be
anchored. The backing shall, unless otherwise shown or directed, be placed
such that the pipe and fitting joints will be accessible for repair. Do not
encase bolts or nuts.
Class B Concrete shall be used to fabricate Thrust Blocks, and have a
minimum 28-day compressive strength of 2,500 psi.
C. Pipe Installation
1. Inspection and Handling
a. All pipes shall be inspected on delivery and such pipe sections that do not
conform to these Specifications and which are not suitable for use shall be
rejected and immediately removed from the Work site. Equipment used to
handle, lay, and joint pipe shall be so used to prevent damage to the pipe and its
jointing materials. All pipe and fittings shall be carefully handled and lowered into
the trench. Damaged pipe or jointing material shall not be installed.
2. Pipe Laying and Jointing
a. The laying of pipe shall begin at the lowest point and proceed upstream with the
bell pointing upstream unless conditions dictate otherwise, in which case the
Engineer approval must be obtained. Prior to making pipe joints, all joint surfaces
shall be clean and dry and free from gravel or other extraneous materials. All
necessary lubricants or adhesives shall be used as recommended by the pipe
manufacturer. Suitable means shall be used to force the spigot or tongue end of
the pipe the proper distance into the bell or groove end without damage to the
pipe and its jointing materials and without disturbing previously laid pipe sections.
Special care shall be taken to ensure that the pipe is solidly and uniformly cradled
or encased in accordance with these Specifications. No section of pipe shall be
brought into position for jointing until the preceding section has been bedded and
secured in place.
3. Line and Grade
a. Each section of pipe shall be checked for vertical and horizontal alignment
immediately after being laid. A calibrated survey transit shall be on site and in
use at all times during pipe laying operations. All adjustments to line and grade
must be made by scraping away or filling in under the barrel of the pipe and not
by wedging or blocking up any portion of the pipe or striking the pipe in an effort
to drive it down. Curved alignments may be allowed on a case-by-case basis,
except on gravity sanitary sewers smaller than 48 inches in diameter.
4. Protection of Installed Pipe
a. As the Work progresses, the interior of the pipe shall be protected from and
cleaned of all dirt, cement, extruded joint materials, debris, and other extraneous
materials. Whenever pipe laying is stopped for any significant length of time,
such as at the end of a workday, the unfinished end shall be protected from
displacement, floatation, cave-in, and in-wash of soil or debris. A suitable
temporary tight-fitting plug, stopper or bulkhead shall be placed in the exposed
end of the pipe.
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Water shall not be allowed to rise in the excavation until the joint materials and/or
concrete cradle or encasement has hardened and cannot be damaged by the
water. Particular care shall be used to prevent disturbance or damage to the pipe
and the joints during backfilling or at any other time. Walking or working over the
pipe, except as necessary for placing and compacting backfill, or operating
compaction equipment directly over the pipe shall be allowed until a minimum of
24 inches of cover over the outside top of the pipe has been placed. Mechanical
compaction in this zone shall be with manual pneumatic tampers or other hand-
operated methods which will not damage the pipe.
5. Property Service Connections
a. Property service connections shall be installed at the locations and with the pipe
sizes shown on the Plans. Manufactured wye and tee fittings and reducers shall
be used for new sewer line installations, unless noted otherwise in the Contract.
The property service connection pipe shall be laid on a uniform grade from the
sanitary sewer to the property or easement line. Where a stack is required, the
pipe shall be laid on a uniform grade from the top of the stack to the property or
easement line. The pipe depth at the property or easement line shall be at least
30 inches in easements, and shall be 4 feet below the final street grade, unless
shown otherwise on the Plans.
Four or six-inch corrugated PVC property service connections will not be allowed.
At the upstream end of each property service connection, the Contractor shall
install a watertight stopper or cap. For any thermoplastic pipe other than SDR-35,
a Schedule 40 adapter shall be installed at the end of each property service
connection in the event that the cleanout is not installed. The Contractor shall
mark the end of each property service connection with a 2x4 board which extends
from the pipe to approximately 3 feet above the ground surface and marked with
green paint(Catalog No. 4634 Sewer Green Fluorescent by Rainbow
Manufacturing, or approved equal).
6. Stacks
a. Stacks shall be constructed at the locations and to the height shown on the Plans.
7. Stoppers and Bulkheads
a. When the open ends of pipes or fittings smaller than 18 inches in diameter are to
be sealed, the openings shall be sealed with stoppers, cemented into place using
a rubber gasket between the stopper and bell or socket. Openings 18 inches in
diameter or larger shall be sealed with concrete brick masonry or concrete
bulkheads at least 4 inches thick, verified or redesigned by a professional
engineer to meet pressure requirements.
All openings into pipes shall be protected from the entrance of earth,water, or
other extraneous materials. If a temporary bulkhead is constructed to prevent
sewage from backing into the excavation or to prevent extraneous material from
entering the sewer, the Contractor shall be responsible for reconstructing,
repairing, or replacing those portions of the existing sewer removed or damaged
by this operation.
During construction, use a mechanical plug, properly braced, and tied off,when
tying into an existing sewer. The plug shall remain until the sewer lines are
accepted by the Engineer. It is the Contractor's responsibility to remove the plug
prior to approval of flow being allowed into the system. The Contractor shall
assume full responsibility for any damage or claims due to the installation and
removal of the plug.
8. Marking Tape for Force Mains and Property Service Connections
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a. Detectable marking tape shall be as specified in Section 4.2.7 of these
specifications, buried approximately 12 inches below the finished grade except
under pavement, when it shall be 24 inches into the subgrade over all force mains
and property service connections.
D. Leakage Testing for Sanitary Sewers
1. General
a. Testing shall not be scheduled until at least 48 hours after verbal contact is made
with the project inspector. The Contractor shall perform leakage tests on sanitary
sewer pipes and force mains to ensure that installed pipes are not subject to
excessive infiltration or exfiltration. Sanitary sewer pipes installed in areas where
other underground facilities will be constructed subsequent to the sanitary sewer
shall be tested twice; at the completion of the sanitary sewer installation, and
following the installation of the other underground facilities. All leakage testing
must be performed in the presence of a representative of the Engineer. No
leakage testing shall be performed prior to jetting.
When conducting any leakage test, the Contractor shall provide all meters,weirs,
gages, water, equipment, and personnel necessary to perform the test as
specified. the Engineer shall provide the inspection personnel, stopwatch,
recording forms and calculations to demonstrate if the test passed or failed.
If a pipe installation fails to pass the requirements as specified herein, the
Contractor shall repair or replace all defective materials or Workmanship, and
conduct additional leakage tests necessary to demonstrate that the repaired
section meets the leakage requirements, at no additional cost to the Owner. If
requested by the Engineer the Contractor shall submit in writing a method of
repair, and must be approved by the Engineer before repair can begin.
2. Low-Pressure Air Tests
a. When conducting a low-pressure air test, the Contractor shall securely install, and
brace all plugs prior to pressurizing the pipe. Personnel shall not be allowed to
enter manholes when the sewer pipe is pressurized. Low-pressure air tests shall
be conducted in accordance with the following:
1) Reinforced Concrete Pipe:
(a) ASTM C 924, Recommended Practice for Testing Concrete Pipe Sewer
Lines by Low-Pressure Test Method.
2) Polyvinyl Chloride Pipe (PVC), Corrugated PVC Pipe, Polyethylene Pipe,
Corrugated Polyethylene Pipe:
(a) UNI-B-6 Recommended Practice for Low-Pressure Air Testing of
Installed Sewer Pipe. The "half-time"testing method will be accepted
for these pipes only if the section of pipe being tested has a zero drop in
pressure for half the test time specified for the pipe's length to diameter
ratio.
3. Infiltration/Exfiltration Tests for Concrete Pipe
a. Reinforced concrete pipe may be tested for direct infiltration or exfiltration in lieu
of performing low-pressure air tests. Tests shall be performed in accordance with
ASTM C 969, Standard Practice for Infiltration and Exfiltration
Acceptance Testing of Installed Precast Concrete Pipelines, except that the
allowable rate of infiltration or exfiltration shall be 150 gallons per 24 hours per
inch diameter per mile of pipe. Regardless of the leakage test results, any
spurting or gushing streams of water entering the sewer or manhole shall be
sealed at no additional cost to the Owner.
4. Hydrostatic Tests for Force Mains
a. Force mains shall be tested by performing a hydrostatic test. The force main
shall be completely filled with water and subjected to an internal pressure of 100
psi or twice the surge plus operating pressure, whichever is greater, not to
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exceed 125 percent of the maximum pressure rating for the pipe, measured at the
downstream end. The pressure shall be held for a period of 2 hours. During the
test, leakage from the force main shall be measured. The maximum allowable
leakage shall be 1/2 gallon per inch diameter per 1,000 feet of pipe per hour.
E. Deflection Tests for Storm Sewers and Sanitary Sewers
1. The Contractor shall test all thermoplastic main line pipe by use of a calibrated
mandrel, to ensure that no pipe deflection has occurred greater than 5 percent of the
inside diameter of the pipe. Pipe shall be fully backfilled and compacted at least 15
days prior to testing. The Contractor shall test the entire length of the sewer installed.
Any pipe section exhibiting greater than 5 percent deflection shall be replaced and
retested, at no additional cost to the Owner. Should this time frame for testing be
waived, and the Engineer requires a second deflection test after 30 days, it will be at
the Contractor's expense.
Deflection testing shall be performed at the time of the first or final air test. If
conditions warrant, the Engineer inspector may request additional tests to be
performed after final restoration.
NOTE: When failure of the second air test requires repair of the main line sewer, an
additional deflection test shall be required.
END OF SECTION
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SECTION 31 05 19.16
HDPE GEOMEMBRANE
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. High Density Polyethylene (HDPE) geomembrane for fabrication and installation as the
flexible membrane liner replacement in Lagoons 1, 2 and 3.
2. All work shall be done in strict accordance with the project drawings, the specifications,
and the flexible membrane lining Fabricator's approved panel layout.
3. Sufficient material shall be furnished to cover all areas as shown on the drawings
including seam areas, anchoring and appurtenances as required. The fabricator and the
installer of the liner shall allow for any anticipated or planned shrinkage or wrinkles in the
field panels, installing the membrane free of stress or tension.
1.2 REFERENCES
A. American Society for Testing and Materials (ASTM)standards:
1. ASTM D792 Standard Test Methods for Density and Specific Gravity (Relative Density) of
Plastics by Displacement.
2. ASTM D1004 Standard Test Method of Initial Tear Resistance of Plastic Film and Sheeting.
3. ASTM D1238 Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer.
4. ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
5. ASTM D1603 Test Method for Carbon Black in Olefin Plastics.
6. ASTM D4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by the Muffle-Furnace Method.
7. ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes,
and Related Products.
8. ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics.
9. ASTM D5397, Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin
Geomembranes Using Notched Constant Tensile Load Test.
10. ASTM D5596 Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in
Polyolefin Geosynthetics.
11. ASTM D5721 Standard Practice for Air-Oven Aging of Polyolefin Geomembranes.
12. ASTM D5885 Standard Test Method for Oxidative Induction Time of Polyolefin
Geosynthetics by High Pressure Differential Scanning Calorimetry.
13. ASTM D5994 Standard Test Method for Measuring the Core Thickness of Textured
Geomembranes.
14. ASTM D6392 Standard Test Method for Determining the Integrity of Nonreinforced
Geomembrane Seams Produced Using Thermo-Fusion Methods.
15. ASTM D6693 Standard Test Method for Determining Tensile Properties of Nonreinforced
Polyethylene and Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene
Geomembranes.
16. ASTM D 7238 Test Method for Effect of Exposure of Unreinforced Polyolefin Geomembrane
Using Fluorescent UV Condensation Apparatus
17. ASTM D7466 Standard Test Method for Measuring the Asperity Height of Textured
Geomembrane.
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18. ASTM D 8117 Standard Test Method for Oxidative Induction Time of Polyolefin
Geosynthetics by Differential Scanning Calorimetry.
B. Geosynthetic Research Institute (GRI)Standards:
1. GM 9 Cold Weather Seaming of Geomembranes.
2. GM10 Specification for the Stress Crack Resistance of Geomembrane Sheet.
3. GM13 Test Properties, Testing Frequency and Recommended Warranty for High
Density Polyethylene (HDPE) Smooth and Textured Geomembrane.
4. GM14 Guide for Selecting Variable Intervals for Taking Geomembrane Destructive Seam
Samples Using the Method of Attributes.
5. GM19a Seam Strength and Related Properties of Thermally Bonded Homogenous
Polyolefin Geomembranes.
C. U.S. Environmental Protection Agency (EPA), Technical Guidance Document:
1. "The Fabrication of Polyethylene FML Field Seams" EPA/530/SW-89/069, (1193).
D. U. S. Environmental Protection Agency (EPA), Technical Guidance Document"Quality
Control Assurance and Quality Control for Waste Containment Facilities," EPA/600/R-93/182,
September 1993, 305 pgs.
1.3 SUBMITTALS
A. The Geosynthetic Installer shall submit proposed geomembrane panel layout, anchor
trenches, dimensions, details, locations of seams, as well as any variance and connections to
any structures, to the Engineer at least 30 calendar days prior to mobilization of crews. The
panel layout should minimize the number of panels and the length of seams. Once the panel
layout is approved, the Geosynthetic Installer may not change the layout without permission
of the Engineer.
B. Manufacturer's Product Information
1. At least thirty (30) calendar days prior to shipment, the Geosynthetic Installer shall furnish
the Engineer with pre-shipping product data sheets and test data for each geomembrane
type [i.e., Manufacturing Quality Control (MQC) data Material Certifications] for the
geomembrane to be delivered to the site. At a minimum, the Manufacturer will perform
the tests at the frequencies given in Table 30 05 19.16-A found in this Section on the
geomembrane prior to shipping the geomembrane material to the site. These tests shall
conform to the standards set in Table 30 05 19.16-A. The information supplied shall be
in the form of a factory quality control certificate for each geomembrane roll and shall
include the following:
a. Roll and lot numbers and identification.
b. Length and width of each roll
c. Date each roll was manufactured.
d. Sampling procedures.
e. Results of quality control tests that are to include those presented in Table 30 05
19.16-A found in this Section and description of test methods used. The results of
these tests must meet the minimum required physical properties for the
geomembrane specified in Table 30 05 19.16-B.
C. Installation Schedule
D. A written certificate from the geomembrane manufacturer stating that the resin and
geomembrane materials supplied are in compliance with this Section 30 05 19.16.
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E. Manufacturer's Installation Instructions: Submit special procedures for geomembrane
installation.
F. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the
Engineer, or other forms approved by the Engineer, during all applicable phases of
geomembrane installation, inspection, and testing. The Geosynthetics Installer can request
to use his forms. The forms must be submitted to the Engineer at least two weeks prior to
geomembrane installation for review and approval.
G. A resume of the proposed Superintendent of the Geosynthetics Installer must be submitted to
the Engineer for final approval two weeks prior to geomembrane installation.
H. Submit to the Engineer for review at least 14 days prior to mobilization of the Installer, a
certificate of calibration less than 12 months old for the field tensiometer.
I. Example material warranty and geomembrane installation warranty.
J. The Installer Quality Control manual.
K. Submit subgrade acceptance certificates, signed by the Installer, for each area to be covered
by the geomembrane prior to that area being covered by geomembrane.
L. The Contractor is responsible for his own Health and Safety Plan but must abide by any
safety procedures dictated by the Owner.
1.4 CLOSEOUT SUBMITTALS
A. Forms by the Construction Quality Assurance Officer(CQAO):
1. CQAO Daily Field Report
2. Field Inventory Control, Storage Inspection, and Cross-Reference Roll Numbers
3. Subgrade Certification
4. Geomembrane Trial Seam Log
5. Geomembrane Deployment Report
6. Geomembrane Seam Log
7. Geomembrane Defect Log
8. Geomembrane Repair Testing Log
9. Geomembrane Laboratory Destructive Test Results
B. The Contractor is responsible for providing an as-built drawing of the geomembrane
installation. The as-built drawing shall include panel corners, transitions in panel geometry,
repair locations, the inside bottom corner of the anchor, and other significant features.
C. The Geosynthetics Installer's supervisor shall observe and check all phases of the
geomembrane installation. When the geomembrane is accepted by the Owner, the
Geosynthetics Installer shall submit a Letter of Acceptance to the Owner that the installation
conforms to the requirements of the Manufacturer.
D. Within 30 calendar days after completion of the geomembrane installation, submit to the
Engineer the executed installation warranty. The installer shall guarantee the geomembrane
installation against defect in the installation and workmanship for one (1) year commencing
with the date of final acceptance.
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1.5 QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications and the Engineering Plans.
B. The Manufacturer shall sample and test the geomembrane material, at minimum frequencies
specified in Table 30 05 20.10-A. General manufacturing procedures shall be performed in
accordance with the Manufacturer's internal quality control guide and/or documents.
C. All geomembrane sheets shall be continuously spark tested during manufacturing.
1. The spark tester shall be capable of detecting defects or pinholes less than 10 mils in
diameter.
2. All necessary repairs to the geomembrane shall be made by the manufacturer at the
factory before shipment.
D. The Manufacturer shall provide written certification to the Owner and/or Engineer that all the
geomembrane rolls delivered to the project were continuously spark tested and do not
contain pinhole defects.
E. The construction of the geomembrane component of the liner system will be monitored by the
CQA Consultant.
F. The CQA Consultant will perform material conformance testing of geomembrane materials
and installation quality assurance testing of the geomembrane liner seams.
G. Conformance Testing:
1. Conformance testing shall be performed by an independent laboratory at a frequency of
at least one test per 100,000 square feet of geomembrane manufactured for this project.
Conformance testing shall consist of the following tests:
a. Thickness (ASTM D5199 and/or ASTM D5994).
b. Density (ASTM D1505 and/or ASTM D792).
c. Carbon black content (ASTM D4218).
d. Tensile properties including yield strength, break strength, yield elongation, and
break elongation (ASTM D6693).
e. Tear resistance (ASTM D1004)
f. Other tests as required by Engineer.
2. Sampling for conformance testing shall be performed at the manufacturing facility
whenever possible, and in accordance with the CQA Plan.
H. The CQA Consultant shall examine the rolls upon delivery to the site and report any
deviations from these Specifications to the Contractor.
I. The CONTRACTOR shall be aware of the activities required of the CQA Consultant and shall
account for these activities in the construction schedule.
J. If a geomembrane sample fails to meet the quality control requirements of this Section, the
Contractor and/or Engineer shall require that the Geomembrane Manufacturer sample and
test each roll manufactured in the same lot or batch, or at the same time, as the failing roll.
Additional sampling and testing shall be completed at no additional cost to the Owner.
Sampling and testing of rolls shall continue until a pattern of acceptable test results is
established.
K. Any geomembrane sample that does not comply with this Section shall result in rejection of
the roll from which the sample was obtained. The Contractor shall replace any rejected rolls
at no additional cost to Owner. At the Geomembrane Manufacturer's discretion and expense,
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additional testing of individual rolls may be performed to identify noncomplying rolls more
closely and to qualify individual rolls.
1.6 QUALIFICATIONS
A. Geosynthetic Contractor Equipment and Personnel
1. Quality Control Foreman (QCF)
a. The Geosynthetics Installer shall provide an individual whose title is "Quality Control
Foreman" (QCF) who shall be experienced in all phases of quality control testing and
procedures.
b. The QCF will be dedicated to performing or directing the Geosynthetics Installer's
quality control activities, non-destructive (i.e., air pressure, vacuum box and spark non-
destructive testing and field destructive testing).
c. The QCF and the Superintendent may be the same person if approved by the Engineer.
2. Crew/Equipment
a. During geomembrane installation the Geosynthetic Installer shall provide a minimum
crew size of 9, for which at least 6 must be qualified installers (a Superintendent
and/or QCF and a minimum of 4 skilled technicians).
b. Geosynthetic Contractor shall supply and maintain at three extrusion welders and
three double hot wedge fusion welders, at least one of which must be always
available at the working space.
c. At least one extra generator shall be supplied and maintained by the Geosynthetic
Contractor to be used as a spare.
3. Installer Qualifications
a. The geomembrane installer shall have installed at least ten (10) projects involving a
total of 5 million square feet using the specified geomembrane.
b. A resume of the proposed Installer Superintendent must be submitted to the
Engineer for final approval. This should include dated of and duration of
employment.
c. Geosynthetic Contractor's shall complete the "Geosynthetic Contractor Qualifications
Questionnaire" included in the contract bid documents.
PART 2 PRODUCTS
2.1 High Density Polyethylene (HDPE) Geomembrane
A. Materials:
1. Provide textured geomembrane made from new, first-quality high-density polyethylene
(HDPE) resin that has a nominal thickness as noted herein, designed and manufactured
specifically for the purpose of a liquid containment system.
2. The geomembrane used shall meet, at a minimum, the standards specified in Tables 30
05 19.16-A and shall be sampled and tested at the frequencies listed in Table 30 05
19.16-B found this Section.
3. The chemical resistance of the geomembrane shall be in keeping with typical properties
of high-quality polyethylene products currently available through commercial sources.
4. Up to 10 percent (by weight) clean, uncontaminated regrind material (that is, material that
has been previously processed by the same manufacturer but has never seen previous
service) shall be allowed in the Geomembrane sheet if approved by the Engineer.
5. Regrind material made of the same resin as the geomembrane from sheet failing the
physical properties of the geomembrane or resin as specified herein shall not be allowed
under any circumstances.
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6. Resin used in HDPE Geomembrane manufacture shall meet the requirements in the
table provided in this specification.
7. The geomembrane shall be manufactured in a single layer (thinner layers shall not be
welded together to produce the final required thickness).
8. Sprayed-on texturing of textured polyethylene geomembrane will not be accepted.
9. Edge trim and sheet failed for thickness or cosmetic reasons may be considered for
regrind.
10. Furnish geomembrane that has maximum of 1 percent by weigh of additives, fillers, or
extenders, not including carbon black.
11. HDPE geomembrane shall be supplied in rolled sheets having a minimum width of 22
feet and a minimum length of 400 feet. Variances for shorter roll lengths may be allowed
at the discretion of the Engineer.
B. Rolls:
1. Regularly monitor for geomembrane thickness during manufacture.
2. Do not supply geomembrane that fails to meet the specified thickness.
3. Do not supply geomembrane that exhibits any defects.
4. If a geomembrane sample fails to meet the quality control requirements of this section,
sample and test rolls manufactured, in the same resin batch, or at the same time, as the
failing roll. Continue to sample and test the rolls adjacent to the failing roll until the extent
of the failing rolls are bracketed by passing rolls. Do not supply any failing rolls.
C. Permit the CQA Consultant and/or Engineers to visit the manufacturing plant for project
specific visits. If possible, such visits will be prior to, or during, the manufacturing of the
geomembrane rolls for this project.
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TABLE 31 05 19.16-A
REQUIRED PRE-SHIPPING SHEET TESTING OF GEOMEMBRANE LINER—TEXTURED
Property Test Method Frequency(1)
Thickness ASTM D5994 Each Roll
Asperity Height,mils(min average)(2) ASTM D7466 Each Roll
Sheet Density ASTM D792 Every 10 rolls
Resin Density ASTM D1505 1/Batch
Tensile Properties(3) ASTM D6693 Every 2 Rolls
• Yield Strength
• Break Strength
• Yield Elongation
• Break Elongation
Tear Resistance ASTM D1004 Every 5 rolls
Puncture Resistance ASTM D4833 Every 5 rolls
Stress Crack Resistance(SP-NCTL) ASTM D5397 1/Batch
Carbon Black Content(4) ASTM D4218 Every 2 Rolls
Carbon Black Dispersion ASTM D5596 Every 10 rolls
Oxidative Induction Time(OIT)—Standard(min.ave.)(5) ASTM D8117 1/Batch
Oven Aging at 85°C(5)(6) ASTM D5721 Per each formulation
(a) Standard OIT(min.ave.)-% retained after 90 days ASTM D8117
(b)High Pressure OIT(min.ave.)-%retained after 90 days ASTM D5885
UV Resistance Per each formulation
(a) Standard OIT(min.ave.);or ASTM D8117
(b)High Pressure OIT(min.ave.)-%retained after 1600 hrs.(7) ASTM D5885
(1)Testing frequency based on standard roll dimensions and one batch is approximately 180,000 lbs(or one railcar).
(2)Lowest individual and 8 out of 10 readings as per GRI-GM13,latest version.
(3)Machine direction(MD)and cross machine direction(XMD or TD)average values should be based on 5 test specimens each
direction. Yield elongation is calculated using a gage length of 1.3 inches. Break elongation is calculated using a gage length
of 2.0 inches.
(4)Correlation table is available for ASTM D1603 vs ASTM D4218. Both Methods give the same result.
(5)The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the
geomembrane.
(6)It is also recommended to evaluate samples at 30 and 60 days to compare with the 90-day response.
(7)UV resistance is based on percent retained regardless of the original HP-OIT value.
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TABLE 31 05 19.16-B
REQUIRED PHYSICAL PROPERTIES OF HDPE GEOMEMBRANE—TEXTURED
Property Test Method Required Value
Liner Size(Nominal) 60 mil
Thickness(min.ave.) 57 mil
• lowest individual for 8 out of 10 values ASTM D5994 54 mil
• lowest individual for any of the 10 values 51 mil
Asperity Height mils(min.ave.)(1) ASTM D7466 16 mil
Sheet Density(min.) ASTM D792 0.940 g/cc
Resin Density(min) ASTM D1505 0.932 g/cc
Tensile Properties(min.ave.)(2) ASTM D6693
• Yield Stress 126 lb./in.
• Break Stress 90 lb./in.
• Yield Elongation 12%
• Break Elongation 100%
Tear Resistance(min.ave.) ASTM D1004 42 lb.
Puncture Resistance(min.ave.) ASTM D4833 90 lb.
ASTM D5397
Stress Crack Resistance (APP.) 500 hr.
Carbon Black Content(range) ASTM D4218 2.0—3.0%
Carbon Black Dispersion ASTM D5596 9 in Categories 1 or 2 and 1 in Category 3
Oxidative Induction Time(OIT)—Standard(min.ave.)(3) ASTM D8117 100 minutes
Oven Aging at 85°C(3)(4) ASTM D5721
(a) Standard OIT(min.ave.)-%retained after 90 days;or ASTM D8117 55%
(b)High Pressure OIT(min.ave.)-% retained after 90 ASTM D5885 80%
days
UV Resistance
(a) Standard OIT(min.ave.);or ASTM D8117 N.R.(S)
(b)High Pressure OIT(min.ave.)-% retained after 1600
hrs.(6) ASTM D5885 50%
Seam Strengths(7)
Shear Strength: Hot Wedge Seam ASTM D6392 120 lb/in(min.)
Extrusion Fillet Seam 120 lb/in(min.)
Peel Strength: Hot Wedge Seam 91 lb/in(min.)
Extrusion Fillet Seam ASTM D6392 78 lb/in(min.)
Peel Separation: Hot Wedge Seam ASTM D6392 25%
Extrusion Fillet Seam 25%
Non-Destructive Testing
Maintain vacuum of at least 5-psi for at least 10
Extrusion Fillet Seam(Single Weld) Continuous Vacuum Box seconds
Hot Wedge Seam (Double Weld) Air Testing Maintain 30-psi for at least 5 minutes(8),with a
drop in pressure not greater than 3-psi.
(1) Of 10 readings;8 out of 10 must be>_7 mils,and lowest individual reading must be >_5 mils.
(2) Machine direction (MD) and cross machine direction (XMD)average values should be on the basis of 5 test specimens each
direction. Yield elongation is calculated using a gage length of 33 mm. Break elongation is calculated using a gage length of 50
mm.
(3)The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the
geomembrane.
(4)It is also recommended to evaluate samples at 30 and 60 days to compare with the 90-day response.
(5)Not recommended sine the high temperature of the std-OIT test produces an unrealistic result for some of the antioxidants in the
UV exposed samples.
(6)UV resistance is based on percent retained regardless of the original HP-OIT value.
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(7)Value listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th specimen can be as low as 80% of the listed
values.
(8)Allow for up to 2 minutes for injected air to come to equilibrium before beginning test.
(9) Geomembrane shall meet the interface shear strength requirements herein per Section 1.5E.9.
PART 3 EXECUTION
The Geosynthetics Installer shall furnish all labor, materials, supervision and equipment to complete the
Geomembrane Liner for the project including, but not limited to, geomembrane layout, seaming, patching,
and all necessary and incidental items required to complete the work, in accordance with the Drawings and
these Specifications.
3.1 DELIVERY, STORAGE AND HANDLING
A. Delivery, storage and handling of the geomembrane rolls shall follow ASTM D4873-21,
except a requirement to store the geomembrane elevated off of the ground shall be enforced.
B. Geomembrane liner shall be shipped:
1. Rolled and labeled with roll number and manufacturer's batch number.
2. Manufacturer's quality control documentation shall be included with each roll.
3. Geomembrane rolls not labeled in accordance with this section or on which labels are
illegible upon arrival at the site will be rejected and replaced at no additional expense to
the Owner.
C. Transport and handle geomembrane with equipment designed to protect geomembrane from
damage. The Contractor shall be responsible for unloading and storage of geomembrane in
a manner that prevents damage to the geomembrane.
D. On-site storage shall be as needed to protect the geomembrane rolls from excessive
accumulations of soil on the geomembrane surfaces, water, heat or cold, mechanical
abrasion, puncture, other damage, and vehicular traffic.
E. Store geomembrane rolls on elevated structures. Rolls will need to be fully supported along
the length of the roll to prevent sagging or deformation. Do not store geomembrane rolls
directly on the ground surface or on pallets. The geomembrane rolls shall not be stacked
more than three rolls high, or the maximum height recommended by the Manufacturer,
whichever is less.
3.2 DAILY PRE-INSTALLATION MEETINGS
A. At the beginning of each workday the Earthwork Contractor's Superintendent, the
Geosynthetic Installer's Superintendent, and the CQA Consultant will meet to discuss the
upcoming work plan for all parties to promote cooperation, communication and
understanding. Care shall be taken to provide as much notice as possible when scheduling
geomembrane as-built survey. Operations shall be planned and implemented so as not to
interfere with, interrupt, damage, destroy, or endanger integrity of surface or subsurface
structures or utilities, and landscape in immediate or adjacent areas.
3.3 PREPARATION
A. The geomembrane shall be constructed as soon as practical after completion and approval of
the compacted soil subgrade.
B. Ensure acceptance of underlying layers before installing overlying layers.
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C. Prepare ballast loading that shall be used for anchoring down the geomembrane during
installation.
1. Ballast loading may consist of sandbags or Portland cement bags.
2. Bags used for containing sand or cement shall be resistant to degradation by ultraviolet
rays and by the weather in general.
D. Surface Water Control and Base Maintenance
1. The base shall be maintained well-drained and dry prior to and during geomembrane
installation.
2. The Geosynthetics Installer shall be responsible for surface water control during
geomembrane installation as needed to maintain all work areas well-drained and dry
during construction, preclude ponding, and prevent uplift of the geomembrane after
installation.
3. The Geosynthetics Installer's proposed dewatering method(s) shall be submitted to the
Engineer at least two weeks prior to implementation.
3.4 INSTALLATION
Installation of the geomembrane shall be in compliance with this Specification and with the
Manufacturer's standard guidelines and specifications for geomembrane installation, subject to
approval by the Engineer, including, but not limited to: (i) handling and site storage requirements;
(ii) unrolling and laying of geomembrane sheets; (iii) field seaming or welding techniques; (iv)
anchor trench and ballast details; and (v) connections to pipes.
A. Liner Handling and Placement
1. Appropriate handling equipment shall be used when loading or moving rolled
geomembrane sheets from one place to another. Appropriate equipment includes
spreader and roll bars for deployment, and cloth chokers with a spreader bar for off-
loading.
2. Do not use materials damaged during storage or handling. If the geomembrane is not
packaged and a roll is damaged during shipment, it shall be rejected. If only the
outermost surface of the roll is affected, it shall be peeled back, cut, and wasted (i.e., it
shall be treated as if it were the protective packaging for the remainder of the roll.
3. Do not deploy geomembranes until CQA Consultant completes conformance evaluation
of the geomembrane and performance evaluation of previous work, including evaluation
of Contractor's survey results for previous work.
4. The geomembrane shall be installed at the locations and to the lines, grades and
dimensions shown on the Drawings, or as otherwise directed by the Engineer.
5. Liner deployment shall not be performed when precipitation is occurring, when excessive
moisture or wet conditions exist; or in standing water; or when high winds or other
adverse climatologic conditions exist.
6. The geomembrane sheets shall be unrolled and deployed in a manner which minimizes
wrinkles, does not scratch or crimp the geomembrane, and prevents the occurrence of
folds and creases. Adjust or repair any area of geomembrane wrinkles where the wrinkle
heigh measure perpendicular to the slope during the hottest portion of the day is more
than 4 inches.
7. Unroll only those sections that are to be seamed together in one day.
8. Adjoining geomembrane panels shall be overlapped as recommended by the
manufacturer, but not less than 4 inches, by adequately lapping the edges of the sheets.
The overlap shall not exceed 6 inches for double-wedge fusion welds.
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9. For stormwater drainage purposes, the upstream panel should be overlapped on top of
the downstream panel to form a shingle effect.
10. Panel layout and deployment shall be such that the seams run down the slopes and are
oriented perpendicular to the top of slope. The seam orientation shall be maintained for a
distance of 10 feet from the toe of slope or as shown on the Drawings. Do not locate
seams at an area of potential stress concentration.
11. Cross seams will be allowed on slopes provided that the cross seams are cut at 45
degrees and adjacent cross seams are staggered. Cross seams must be kept to the
lower half of the slope and only one cross seam is allowed per panel slope length.
12. The side slope geomembrane will be placed in an anchor trench that is to be backfilled
with soil and compacted as shown on the Drawings and specified in Section 31 05 13.
13. Unroll several panels and allow the geomembrane to "relax" before beginning field
seaming. The purpose of this is to make the edges that are to be bonded as smooth and
free of wrinkles as possible.
14. In corners and odd shaped geometric locations, the number of field seams should be
minimized.
15. After panels are initially in place, remove wrinkles or fish-mouths as directed by the
Engineer.
16. All geomembrane sheets shall have good appearance qualities. Texturing on the surface
of the textured geomembrane shall be uniform and homogenously distributed. The
geomembrane shall be free of pinholes, holes, blisters, gels, undispersed ingredients,
any signs of contamination by foreign matter, or any defect that may affect serviceability.
The edges of geomembrane sheets shall be straight and free from nicks and cuts.
17. Once panels are in place and smooth, commence field seaming operations.
B. Field Seaming
1. Field seaming shall be in accordance with U.S. E.P.A. Technical Guidance document:
"The Fabrication of Polyethylene FML Field Seams" EPA/530/SW-89/069, GRI-GM 19,
the manufacturer's recommendations and/or according to this Section 31 05 19.16. The
most stringent recommendations should be followed.
2. Personnel shall be experienced as specified in this section. Do not perform seaming
unless a "master seamer" and the CQA Consultant are on-site.
3. Prior to seaming, ensure that the seam area is clean and free of moisture, dust, dirt and
debris or foreign material and protected from wind.
4. Field seaming shall be conducted in the dry, on a compacted smooth surface. Surfaces
to receive geomembrane installation should be relatively smooth and even, and free of
voids, protrusions, and deleterious material.
5. All geomembrane sheets must be continuously and tightly bonded using continuous
extrusion fillet welds or double wedge fusion welds and automated welding equipment
approved by the Engineer. The Engineer reserves the right to reject any proposed
seaming method it believes unacceptable. Double hot wedge fusion welding shall be the
predominant seaming method. Additional concepts and requirements of proper field
seaming include the following:
a. All geomembrane shall be seamed the same day that the geomembrane is
deployed.
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b. All geomembrane shall be ballasted immediately after deployment to prevent
uplift by winds.
c. A moveable protective layer of plastic or approved material may be placed
directly below each overlap of geomembrane that is to be seamed. This is to
prevent any moisture build up between the sheets to be welded. The protective
layer must be removed after welding.
d. All foreign matter (dirt, moisture, oil, etc.) shall be removed from the edges to be
bonded. For extrusion welds, the bonding surfaces must be thoroughly cleaned
by mechanical abrasion or alternate methods approved by the Engineer to
remove surface cure and prepare the surfaces for bonding. No solvents shall be
used to clean the geomembrane.
e. Grinding:
1) All abrasive buffing shall be performed using No. 80 grit or finer
sandpaper.
2) The grinding shall be performed so that any and all grind marks are
perpendicular to the edge of sheet.
3) No grinding greater than 1/4 inch outside the welds is permitted or the
Engineer can require patching.
f. As much as practical, field seaming shall start from the top of the slope down.
This will minimize large wrinkles from becoming trapped that require cutting and
patching.
g. Seaming of the bottom geomembrane to the sidewall geomembrane (toe seam)
shall be conducted when conditions minimize thermal expansion effects.
h. Tack welds (if used) shall use heat only; no double-sided tape, glue or other
method will be permitted.
The geomembrane should be seamed completely to the ends of all panels to
minimize the potential of tear propagation along the seam.
j. Seaming will extend to the outside edge of panels to be placed in anchor
trenches. If required, a firm substrata should be provided by using a flat board,
or similar hard surface directly under the seam overlap to achieve proper support
across the anchor trench.
k. The completed geomembrane shall not exhibit any"trampolining" or"uplift"
during late morning to early evening hours. All areas exhibiting trampolining
must be repaired as directed by the Engineer. Additional slack (i.e.,: 1-3%) shall
be allowed on the side slopes to reduce the potential for trampolining.
I. All field seams must be uniform in appearance, width and properties, and shall
not exhibit warping due to overheating form welding.
m. The peel and shear strengths of the welded seams must comply with the strength
criteria stated in Table 31 05 19.16-B of this Section.
n. Ambient Weather Conditions:
1) Ambient temperature is measured 6 inches above the geomembrane
surface.
2) The Geosynthetics Installer shall supply instrumentation for
measurement of ambient temperature.
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3) Welding of field seams shall not take place except during suitable
ambient weather conditions, as confirmed by field trial test welds.
4) No seaming should be attempted above 40°C (104°F) ambient air
temperature measured between 0 and 6 inches above the
geomembrane.
5) Below 5°C (41°F) ambient air temperature, preheating of the
geomembrane will be required, unless it is demonstrated that this is not
necessary (i.e., acceptable test(startup) seams that duplicate, as closely
as possible, actual field conditions can be achieved). Preheating may be
achieved by natural and/or artificial means (shelters and heating
devices). For cold weather (<40°F) deployment, use the additional
procedures authorized in writing by the Engineer.
o. Seams at the panel corners of 3 or 4 sheets shall be completed with a circular
patch approximately 12 inches in diameter, extrusion welded to the parent
sheets, or with a "T"weld at suitable locations.
C. Temporary Ballast Loading
1. Adequate temporary ballast loading that will not damage the geomembrane shall be
placed by the Geosynthetics Installer over the geomembrane during installation as
needed to prevent uplift by wind and by rapid changes in barometric pressure.
2. Temporary ballast loading shall be in addition to the anchor trenches.
3. If high winds are expected, boards along the edge of unseamed panels, with weighted
sandbags on top, may be used to anchor the geomembrane on the subgrade.
4. Staples, U shaped rods or other penetrating anchors shall not be used to secure the
geomembrane on the side slopes, on the floor or anywhere else in the construction area.
5. Any damage to the geomembrane, GCL, or compacted soil liner including damage due to
construction activities or wind, rain, hail, or other weather shall be the sole responsibility
of the Geosynthetic Contractor.
6. All temporary ballast loading shall be removed by the Geosynthetics Installer prior to
demobilizing from the site unless otherwise approved by the Owner.
D. Pipe Penetrations at Inlets /Outlets (if applicable)
1. Penetrations through the HDPE geomembrane at the inlet and/or outlet structures shall
be made by welding the HDPE geomembrane to an HDPE stock plate, or a boot and skirt
system may be installed.
2. The Geosynthetics Installer shall use caution when working near or around the pipe
penetration connection to prevent damage to the HDPE pipe or HDPE anchor strip.
3.5 FIELD QUALITY CONTROL
A. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the
Engineer, or other forms approved by the Engineer, during all applicable phases of
geomembrane installation, inspection and testing. The Geosynthetics Installer can request to
use his forms. The forms must be submitted to the Engineer at least two weeks prior to
geomembrane installation for review and approval.
B. All aspects of the geomembrane installation will be inspected on a full-time basis by the CQA
Consultant or his representative.
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1. The Engineer will conduct his own observations and perform quality control tests in
addition to those performed by the Geosynthetics Installer.
2. Testing of the seams and repairs will be conducted by the Geosynthetics Installer under
observation by the CQA Consultant.
3. The CQA Consultant or a designated, independent geosynthetics laboratory may perform
additional testing, as required by these detailed Specifications, or as required in the
judgment of the Engineer to verify that the HDPE sheet and seams meet these
Specifications.
4. Quality control by the Engineer will include monitoring:
a. Liner handling and panel deployment
b. Field seaming or welding of geomembrane sheets and non-destructive testing of
field seams or welds
c. Installation of anchor trenches
d. Placement and maintenance of temporary ballast loading
5. Attachment of the geomembrane to HDPE pipes and anchor strips, if applicable. The
Engineer will also monitor geomembrane repair work and evaluate the adequacy and
acceptability of all repair work.
C. Test Seams
1. The Installer shall maintain and use equipment and personnel at the site to
perform testing of test seams.
2. Frequency:
a. Test seams will be made at the beginning of each seaming period, after
any interruption in power, after any prolonged idle period during the day,
when changes in storing equipment occur, at least once every five hours
during continuous operation and at the request of the Engineer at any
other time during the day.
3. Each seamer/welder shall prepare a test strip using the welding apparatus
assigned to him.
4. Test seams will be made on fragment pieces of geomembrane to verify that
seaming conditions are adequate. A test seam shall be made for each texture
contact type to be seamed by that welder during the working increment (i.e.,
smooth/smooth for edge seams, texture/texture for butt seams, etc.)
5. Requirements for test seams are as follows:
a. The test seam sample will be at least 6 feet long by 1 foot wide with the
seam centered lengthwise.
b. Six adjoining specimens 1-inch wide each will be cut from the test seam
sample.
c. These specimens will be tested in the field with a tensiometer and/or
manual seam tester for both shear (3 specimens) and peel (3
specimens).
d. For dual wedge, both inside and outside welds shall be tested in peel.
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e. Test seams will be tested by the Geosynthetics Installer under
observation of the Engineer.
f. The Geosynthetics Installer shall supply all necessary knowledgeable
personnel and all necessary testing equipment.
g. Film Tear Bond (FTB) type failures will be the criterion for qualification of
the test seam. The specimens should not fail in the weld.
h. A passing test seam will be achieved when the criteria presented in
Tables 31 05 19.16-B is satisfied. The sample weld shall successfully
pass the test requirements before either the welder or welding apparatus
are allowed to operate on production welds.
If a test seam fails, the entire operation will be repeated.
j. If the additional test seam fails, the seaming apparatus or welding
technician will not be accepted and will not be used for seaming until the
deficiencies are corrected and two consecutive successful full test seams
are achieved.
k. Test seam failure is defined as failure of any one of the specimens tested
in shear or peel.
6. The Engineer will approve all test seam procedures and results.
7. The following shall be logged in the Geomembrane Trial Seam Log by the
Engineer: date, hour, ambient temperature, number of seaming unit, name of
seamer, and pass or fail description.
C. Nondestructive Testing
1. The Geosynthetics Installer shall continuously test every field weld (i.e., 100 percent of
the length of all field seams), including field welds around patches, using non-destructive
testing techniques. These tests shall be performed in the presence of the CQA
Consultant.
2. Single Weld Seams (extrusion welds):
a. The Geosynthetics Installer shall maintain and use equipment and personnel at the
site to perform continuous vacuum box testing in general accordance with ASTM
D5641 under the observation of the CQA Consultant on all single weld production
seams except those corner seams where vacuum box testing is impossible.
b. The system shall be capable of applying a vacuum of at least 5 psi.
c. The vacuum shall be held for a minimum of 10 seconds for each section of seam.
d. Once the soap solution is uniformly placed over the weld and suction applied to the
seam any bubble formation must be noted and the corresponding defective area
identified, marked, and subsequently repaired.
e. Where vacuum box testing is not possible, spark testing or an approved alternative
by the Engineer will be used.
3. Double-Wedge Fusion Weld Seams:
a. The Geosynthetic Contractor shall maintain and use equipment and personnel to
perform air pressure testing under the observation of the CQA Consultant of all
double-wedge fusion weld seams with a continuous air gap between the two welds
and which are greater than 20 ft.
b. Double-wedge fusion weld seams less than 20 ft. may be vacuum box tested.
c. Pressure Loss Test:
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1) Pressure loss tests shall be conducted in accordance with the procedures
outlined in ASTM D5820 "Standard Practice for Pressurized Air Channel
Evaluation of Dual Seamed Geomembranes."
2) The system shall be capable of applying a pressure of between 25 psi and 30 psi
for not less than 5 minutes.
3) Following a 2-minute pressurized stabilization period, pressure losses over a
measurement period of 5 minutes shall not exceed 3 psi.
4) After the 5-minute testing period, the end of the seam shall be cut open and
pressure loss monitored to verify the entire length of the seam channel is open.
If no pressure loss is realized, the location of the blocked channel must be found
and the remainder of the seam tested separately.
5) If a non-compliant drop of pressure is noted, pressure testing may be repeated in
a step fashion each time halving the length of weld being tested until the extent
of the defective weld is determined.
6) Vacuum box testing (ASTM D5641) may also be used to locate a defective area
in the top weld or in the top of the air channel.
7) The air pressure test results shall be documented on all applicable CQA forms.
d. The length of welded section tested by air pressure shall not exceed 450 feet, without
prior approval by the CQA Consultant.
e. Once the defect is found, it shall be clearly identified, marked, and repaired. Any
defect shall be repaired so that it meets or exceeds the minimum requirements of this
Section.
f. Double weld seams will also be visually inspected on 100% of the seam. If necessary,
the outside flap can be pulled back to aid in the visual observation.
D. Destructive Testing
1. Laboratory Destructive Testing (LDT) is defined as 18"W X 54"L (of seam) samples
placed at an average rate of one LDT location per 500 feet of seam for both extrusion
and double welded seams. Field destructive testing (FDT) is defined as 12"W X 6" L
samples cut at the end of selected seams.
a. Laboratory Destructive Testing (LDT)
1) Sampling:
a) LDT will be performed on an average of every 500 linear feet of production
seam. The locations will be selected by the CQA Consultant.
b) Samples will be 18" X 54" to provide one sample to the archive, one sample
to the CQA Consultant for laboratory testing, and one sample to be retained
by the Geosynthetics Installer for possible field and/or additional laboratory
testing at the option of the CQA Consultant or Geosynthetics Installer.
c) The name of the sample (e.g., LDT-1), date, time, equipment, seam number,
and seaming parameters will be marked on each sample and recorded by
the CQA Consultant in the Geomembrane Defect Log.
2) Testing:
a) Tests shall be conducted using a calibrated tensiometer and must meet the
qualitative and quantitative criteria outlined criteria listed in Table 31 05
19.16-B found in this Section.
b) The peel strength criteria shall apply to both the top and bottom welds of
double wedge fusion welds.
c) Testing requirements are as follows:
(1) Each sample shall be large enough to test five specimens in peel and
five specimens in shear.
(2) The average values of each set of five specimens must meet the
specification, and four of the five specimen tests must meet the
specifications for the seam as specified in Table 31 05 19.16 B to be
considered a passing seam.
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(3) If the average of the five specimens is adequate, but one of the
specimens is failing, values for the failing specimen must be at least 80
percent of the values required for the seam for the sample to pass.
(4) All samples must fail in film tear bond (FTB) and/or the geomembrane
must fail before the weld.
d) Failing Tests:
(1) Samples which do not pass the shear and peel tests will be re-sampled
from locations at least 10 feet on each side of the original location.
(2) These two re-test samples must pass both shear and peel testing.
(3) If these two samples do not pass, then additional samples will continue
to be obtained until two consecutive samples on each side of the original
sample pass the field seam criteria and the questionable seam area is
defined.
(4) At that point, the extent of the original defect in both directions along the
field seam will be considered isolated and the Geosynthetic Installer may
then:
(a) Either cap, re-weld and re-test the seam up to and including the
closest of the two passing samples, and patch and weld the hole of
the furthest passing sample; or
(b) Cap, re-weld and re-test the entire length of sampling.
(c) If approved by the CQA Consultant, double-wedge fusion welds may
be repaired by extrusion welding the flap of the top sheet to the
bottom sheet if the seam non-compliance is due to a non-FTB failure
of the destructive test sample.
(d) If the length of the questionable seam area is defined to be
excessive by the CQA Consultant, a cap patch may be required over
the entire seam with nondestructive testing prior to acceptance of the
seam.
b. Field Destructive Testing (FDT)
1) FDT will be performed periodically at the discretion of the CQA Consultant.
2) FDT shall be 12"W X 6"L samples cut out at the beginning and end of selected
seams.
3) The name of the sample (e.g., FDT-1), date, time, equipment, seam number, and
seaming parameters will be marked on each sample and recorded by the
Engineer in the Geomembrane Defect Log.
4) Three 6"W X 1"L specimens will be tested in peel from each sample by the
Geosynthetics Installer using the Geosynthetics Installer's Field Tensiometer or
qualitative peel tester at the option of the Geosynthetics Installer. No qualitative
peel strength values need to be recorded with the Field Destructive test, but each
specimen must meet all qualitative criteria listed in Tables 31 05 19.16-B found in
this Section.
5) The Engineer will approve all seam field and laboratory test procedures and results.
All laboratory destructive test specimens will be marked with the seam number and
letters then bound together for a particular seam and stored in the Owner's
archives. The specimens for the FDT need not be retained.
2. Each sample area will be clearly marked both on the geomembrane itself (LDT or FDT)
using the procedures outlined in the marking Section.
3. All areas cut out for testing should be immediately patched by the Geosynthetics Installer
and the patches should be tested and approved by the Engineer. Patches shall extend a
minimum of 6 inches beyond the cut area.
4. A passing double welded seam will be achieved in peel (ASTM D6392)when:
a. Failure is by Film Tear Bond (FTB).
b. Yield strength for the seam as specified in Table 31 05 19.16-B found in this Section;
and
c. No greater than 25 percent of the seam width peels (separates) at any point; and
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d. The failed sheet exhibits elongation, prior to failure.
5. Both sides of the double welded seam must be tested and must meet all the criteria listed
above for peel.
6. A passing double welded seam will be achieved in shear (ASTM D6392)when:
a. Failure is by FTB; and
b. Yield strength for the seam as specified in Table 31 05 19.16-B found in this Section.
7. A passing extrusion welded seam will be achieved in peel (ASTM D6392)when:
a. Failure is by FTB; and
b. Yield strength for the seam as specified in Table 31 05 19.16-B;
c. No greater than 25%separation occurs from the edge of the sheet at any point; and
d. The failed sheet exhibits ductility prior to failure.
8. A passing extrusion welded seam will be achieved in shear (ASTM D6392 modified)
when:
a. Failure is by FTB; and
b. Yield strength as specified in Tables 31 05 19.16-B.
E. Repair:
1. The Geosynthetics Installer shall visually inspect the entire geomembrane surface for any
defects including, but not limited to, seam imperfections, badly scuffed areas, scratches,
blisters, tears, rips, holes, pinholes, and punctures. He shall identify, mark, and repair all
noted defects, as well as defects designated by the Engineer.
2. Damaged and Sampled Area
a. All geomembrane defects (scratches, blisters, rips, punctures, tears, holes, pinholes,
creases, folds, etc.) and holes created by removal of samples or coupons for
destructive testing shall be marked and repaired.
b. Damaged and sample coupon areas of geomembrane shall be repaired by the
Geosynthetics Installer by completely covering the defect or hole with an oval-shaped
piece of the corresponding HDPE geomembrane material, and continuously welding
the patch to the geomembrane sheet using an extrusion weld construction.
1) Patches shall extend a minimum of 6 inches beyond the damaged or cut area.
2) No repairs shall be made to seams by application of an extrusion bead to a seam
edge previously welded by fusion or extrusion methods.
c. All geomembrane repairs shall be documented including date, geomembrane panel
identification number, repair location, type of defect, cause of defect and details of
repairs made.
d. Repaired areas will be tested for seam integrity as specified in this Section.
e. Damaged materials are the property of the Geosynthetics Installer and will be removed
from the site at Geosynthetics Installer's expense unless authorized by the Owner to
dispose of on-site.
f. The Geosynthetics Installer will retain all ownership and responsibility for the
geomembrane until acceptance by the Engineer.
g. The Engineer shall accept the geomembrane after the installation and repairs are
complete, and after the Engineer has received all necessary documentation for the
installation in accordance with these specifications.
3. Seams at Panel Corners
a. Seams at the panel corners of 3 sheets shall be completed with a circular patch
approximately 12 inches in diameter, extrusion welded to the parent sheet, or with a "T"
weld at suitable locations.
b. If the Geosynthetics Installer wishes to use a different method, samples must be
submitted to the Engineer and tested accordingly.
F. Marking on Liner by the Geosynthetics Installer
1. The Geosynthetics Installer will mark directly on the geomembrane as described herein for
the purpose of readily identifying panels, seams, repairs, and destructive test locations.
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2. Panel Identification
a. Each panel indicated on the pre-construction panel layout drawings will be numbered
sequentially using the format P1, P2, etc.
b. Panels in the field must be numbered in the order in which the panels are actually
laid regardless of preconstruction numbering.
c. The panels will be permanently marked in white (red for white surfaced
geomembrane) with letters approximately 12" high (and 1/3 the way down the slope
for geomembranes on slope).
d. Each panel will be marked with the Manufacturer's roll number.
3. Seam Identification
a. Each seam will be labeled as agreed upon by the Geosynthetics Installer and the
CQA Consultant.
b. Typically, a seam will be designated by the panels it joins, i.e., the seam joining
Panel 1 (P1) and Panel 2 (P2)will be designated P1/P2.
4. Quality Control Marking
a. Following the completion of each seam, patch or repair, the welding technician will
write, at the end of the seam or in the middle of the patch or repair, the following: the
initials of the technician, date welded, time welded, and welder unit number. The
markings will be done clearly with a white or red permanent marking pen or pencil.
b. Similarly, after each quality control test, the CQA Consultant or a representative will
record the following immediately adjacent to the area tested: initials of QC Technician
performing the test, date of the test, type of test (i.e., VB, SP, AP for vacuum box,
spark test and air pressure test respectively) and the words "pass" or "fail". For the
air pressure test, the QC Technician must also define the limits or zone of the test as
well as the amount of pressure loss observed. Again, a permanent white or red
marking pen is required. If the test fails and the necessary repair is made, the
technician will cross out the previous markings and mark appropriately for the new
test results.
c. Destructive test samples will be clearly circled and marked in permanent marker with
the words "FDT" or "LDT" as defined in the specifications. The CQA Consultant will
mark the words "pass" or "fail" as appropriate. Similarly, any other area needing
repair will be clearly marked in permanent marking to identify where the repair is
required to be made.
d. The CQA Consultant will mark areas in need of repair using (red for white surfaced
geomembrane) marking pens.
G. All geomembrane sheet, seams and patches will be tested and evaluated prior to acceptance.
In general, testing of the sheet will be conducted by the Geosynthetics Installer according to the
standards specified in Table 31 05 19.16-B found this Section. All areas failing nondestructive
test procedures shall be clearly marked both on the geomembrane itself and on all applicable
CQA forms.
3.6 PROTECTION OF WORK
A. Protect installed geomembrane according to geomembrane manufacturer's instructions.
Repair or replace areas of geomembrane damaged by scuffing, punctures, traffic, rough
subgrade, or other unacceptable conditions.
B. No support equipment, tools, or personnel that can readily cause damage to the HDPE
geomembrane shall be allowed on the geomembrane during and after installation unless
approved by the CQA Consultant. Personnel working on the geomembrane shall not smoke,
wear damaging shoes, bring glass of any kind onto geomembrane, dispose of trash or other
debris, or engage in any activity that could damage the geomembrane.
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C. The passage of construction equipment, other than light rubber-tired equipment approved by
the CQA Consultant, over any exposed HDPE geomembrane surface is strictly prohibited.
Light rubber-tired equipment exerting a contact stress less than 6 psi will be allowed provided
proper care is taken when operating the vehicle to avoid pulling, displacing or damaging the
geomembrane.
D. Between construction of partial sections of the geomembrane, leading edges of the
geomembrane may be exposed or buried for extended periods of time prior to their joining to
adjacent, subsequent geomembrane sections. The combined action of abrasive soil and
equipment impact stresses may "etch" unprotected geomembrane surfaces sufficiently to affect
seam strengths. Therefore, it is necessary to protect leading edges in high activity areas with
sacrificial layers of geotextile and HDPE sheet until they are ready for final seaming. As a
minimum, each leading edge to be seamed that must be buried or which must be exposed for
periods of one month or longer shall be continuously covered by a layer of HDPE sheet and
geotextile. The geotextile shall be nonwoven and have a minimum weight of 8 oz. per square
yard. The sacrificial HDPE sheet shall have a minimum thickness equal to that of the
geomembrane to be protected. Both protective layers shall have a minimum width of 2 feet.
The protective cover sheets shall be either covered with soil or weighted with sandbags to
prevent displacement by wind. The edge of the sheet to be protected shall be approximately
centered beneath the overlying protective layers prior to burial or weighing with sandbags.
Leading edges located in areas expected to receive direct traffic from construction equipment
shall be buried under a minimum thickness of one foot of buffer soil.
E. Fuel and Oil Spill Clean-Up
1. All spills or leaks of fuels and oils from equipment and vehicles on the surface of the
geomembrane shall be thoroughly cleaned with soap and water, or, at the discretion of
the CQA Consultant, the affected geomembrane shall be cut, removed and replaced with
new geomembrane material.
2. Subgrade materials contaminated with fuel or oil shall be excavated and replaced to the
extent designated by the Owner.
3. Contaminated material shall be properly disposed of off-site by the Contractor at no
expense to the Owner.
F. Any damage to the geomembrane shall be reported to the CQA Consultant and repaired by
the Geosynthetic Installer at no expense to the Owner.
END OF SECTION
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SECTION 31 23 16
EXCAVATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Temporary excavation support and protection systems.
1.02 RELATED REQUIREMENTS
A. Section 11 31 10—Duplex Sewage Pump Station.
B. Section 22 14 19—Pipework.
C. Section 33 05 60—Utility Structures
1.03 PRICE AND PAYMENT PROCEDURES
A. Measurement Method: Incidental to pump station and valve vault structures.
1. Includes: Excavation to install temporary support, backfill and compaction of
excavation, and removal of temporary support.
1.04 REFERENCE STANDARDS
A. 29 CFR 1926- U.S. Occupational Safety and Health Standards current edition.
1.05 SUBMITTALS
A. Temporary Support and Excavation Protection Plan.
B. Shoring Installer's Qualification Statement.
C. Existing Utility Survey.
1.06 QUALITY ASSURANCE
A. Temporary Support and Excavation Protection Plan:
1. Indicate shoring and bracing materials and installation required to protect excavations
and adjacent structures and property.
2. Include drawings and calculations for bracing and shoring.
3. Bracing and shoring design to meet requirements of OSHA's Excavation Standard, 29
CFR 1926, Subpart P.
B. Designer Qualifications: For design of temporary shoring and bracing, employ a
Professional Engineer experienced in design of this type of work and licensed in the State
in which the Project is located.
PART 2 PRODUCTS: NOT USED
PART 3 EXECUTION
PREPARATION
A. Locate, identify, and protect utilities that remain and protect from damage.
B. Grade top perimeter of excavation to prevent surface water from draining into
excavation. Provide temporary means and methods, as required, to maintain surface water
diversion until no longer needed, or as directed by the Owner or Engineer.
3.02 TEMPORARY EXCAVATION SUPPORT AND PROTECTION
A. Excavation Safety: Comply with OSHA's Excavation Standard, 29 CFR 1926, Subpart P.
1. Depending upon excavation depth, time that excavation is open, soil classification,
configuration and slope of excavation sidewalls, design and provide an excavation
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support and protection system that meets the requirements of 29 CFR 1926, Subpart
P:
a. Sloping and benching systems.
b. Support systems, shield systems, and other protective systems.
B. Excavation support and protection systems not required to remain in place may be removed
subject to approval of Owner or Owner's Representative.
1. Remove temporary shoring and bracing in a manner to avoid harmful disturbance to
underlying soils and damage to buildings, structures, pavements, facilities and utilities.
3.03 EXCAVATING
A. Excavate to accommodate new structures and construction operations.
1. Excavate to the length and width required to safely install, adjust, and remove any
forms, bracing, or supports necessary for the installation of the work.
2. Strip and stockpile topsoil separately from subsoil.
B. Notify Owner and Engineer of unexpected subsurface conditions and discontinue affected
Work in area until notified to resume work.
C. Do not interfere with 45 degree bearing splay of foundations in open excavations where
possible.
D. Provide temporary means and methods, as required, to remove all water from excavations
or until directed by the Owner or Engineer. Remove and replace soils deemed suitable by
classification and which are excessively moist due to lack of dewatering or surface water
control.
3.04 FILLING AND BACKFILLING
A. Backfill excavation and utility trenches with subsoil excavated for the vault structure. Do not
include unsatisfactory soil materials, obstructions, and deleterious materials which have
been removed from excavation.
B. Compact soil to 95% of the maximum dry density as determined from ASTM D698—
Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard
Effort.
C. Replace topsoil over excavation area upon completion of backfilling.
D. Restore surface to pre-existing conditions.
END OF SECTION
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SECTION 33 05 60
UTILITY STRUCTURES
PART 1 GENERAL
1.01 DESCRIPTION OF WORK
A. This Work shall consist of the construction of manholes, inlets, catch basins,junction boxes,
headwalls, box culverts and other sanitary sewer or storm drainage structures of the kind
and dimensions shown on the Plans. The construction shall be accomplished in
accordance with these Specifications and in conformity with the lines, grades, cross-
sections, and details shown on the Plans. The Work shall include such labor, material,
equipment, removal and abandonment of structures, brick masonry, cast-in-place concrete
construction, precast concrete construction, rims and covers, frames and grates,
miscellaneous iron castings, and all other items as may be necessary to complete the
structures as shown on the Plans.
1.02 MATERIALS
A. General:
1. Concrete
a. Concrete for all cast-in-place sanitary sewer and storm drainage structures shall
be Class A concrete as specified in Section 6 of these Specifications.
2. Steel Reinforcement
a. Deformed steel reinforcing bars shall be Grade 60 bars of the sizes, dimensions,
spacings and locations shown on the Plans. Steel reinforcement and its storage
shall be as specified in Section 6 of these Specifications.
3. Grout
a. Grout shall consist of a mixture of water and cement or cement with fly ash, or
water and one part cement or cement with fly ash to two parts mortar sand as
defined in NCDOT Standard Specifications (latest edition) by volume. The water
may be adjusted to produce a mixture of a consistency suitable for job conditions;
however, not over 5 1/2 gallons of water shall be used per sack of cement.
4. Non-Shrink Grout
a. Non-shrink grout shall be an approved non-shrink, non-staining grout consisting
of either a mixture of hydraulic cement,water, fine aggregate, and an approved
nonferrous expansive admixture, or a packaged commercial product.
5. Precast Structures
a. Any use of precast structures must be so noted on the Plans, including a typical
detail for each type of structure for the Project. Round structures shall conform to
ASTM C 478 and square and rectangular structures shall meet the requirements
of ASTM C 913.
Structures which require specially designed footings, cut-off walls, etc.will not be
allowed as precast.
Openings in precast structures for pipes shall be the outside diameter of the pipe
plus a maximum of 6 inches. In order to use non-shrink grout, the opening shall
be the outside diameter of pipe plus 3 inches. (Outside diameter of pipe plus 4
1/2 inches is permissible when tapered hole forms are utilized).
For precast structures (other than those with knockout panels)the opening
around the pipe shall either be filled with non-shrink grout for the wall thickness of
the structure, or the pipe shall be encased with minimum 6-inch collar of concrete
from the inside face of the wall to 1'-0"outside the outer face of the wall. The pipe
shall be adequately supported to prevent settling while the grout or the concrete
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encasement is setting up. The inside faces of the structure walls shall be finished
with a trowel and wet brush finish.
For circular structures and rectangular structures (other than those with knockout
panels), the minimum vertical distance from the holes for the pipes to the top of
the structure wall shall be 4 inches. If this vertical distance is less than 12 inches,
then additional reinforcing steel shall be furnished for this section. The top slab
must be designed for AASHTO HS-20 loading.
For precast structures with knockout panels, holes for the pipes shall not be cut
into the structural members (i.e., top beams and corner columns) and non-shrink
grout shall not be allowed to be placed around the pipes. The pipes shall be
encased with concrete a minimum 6-inch collar around the outside of pipe or a
minimum of 3 inches beyond the hole knocked in the wall, whichever is greater.
Also, the concrete encasement shall extend from the inside face of the wall to 1'-
0"outside the outer face of the wall.
Precast structures with knockout panels shall not be used with more than 2 feet of
earth cover, as measured from the top of the structure, unless load calculations
are supplied.
For rectangular structures where pipe will be installed in adjacent walls (other
than those with knockout panels), at least 6 inches of wall (measured from the
interior corner) is required on each side of the pipe beyond the precast opening
for the pipe. This rule is not applicable for structures which have pipe installed in
opposite walls or where one outlet reinforced concrete pipe is utilized.
A wash is required in the bottom of catch basins to provide positive drainage
(sloped toward outlet).
Precast structures in roadways other than installed sanitary manholes and wet
wells shall have a minimum of two 4"weep holes. There will be a 2 cubic foot
burlap or plastic sack filled with No. 57 stone over the weep holes.
1) Precast Manhole Sections
(a) All precast concrete manhole risers, cones, grade rings,flat slab tops,
and bases shall conform to the requirements of ASTM C 478, Standard
Specification for Precast Reinforced Concrete Manhole Sections. All
cone and transition sections shall be eccentric in shape. Base and riser
sections shall be custom-made with openings to meet indicated pipe
alignment conditions. The following applies as to the maximum inside
diameter (or horizontal dimension)of pipe to be used with a given size
of manhole.
Diameter of Structure Maximum Size Pipe*
4'-0" 24 inches
5'-0" 36 inches
6'-0" 48 inches
*Outside diameter may be considered on a case-by-case basis for other pipe
materials. The minimum distance allowed between precast holes for the
pipes shall be 12 inches, or one-half the outside diameter, whichever is
larger.
6. Watertight Sewer Pipe Connections
a. Watertight sewer pipe connections shall be elastomeric gaskets or couplings
manufactured in accordance with ASTM C 923, Standard Specification for
Resilient Connectors between Reinforced Concrete Manhole Structures and
Pipes.
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7. Joint Sealants
a. Type A- Is a compression rubber gasket in conformance with ASTM C443-05a
Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber
Gaskets. Note—in applications where a Type A joint is specified, the receiving
structure joint will need to be manufactured such to accept the particular gasket
type selected (Example 0-Ring, Press-Seal, Forsheda, etc)
b. Type B- Is a preformed flexible butyl rubber sealant in conformance with ASTM
C990-06-Joints for Concrete Pipe Manholes, and Precast Box Sections Using
Preformed Flexible Joint Sealant.
Reference is made to 5.3.4 for applications.
Neither bituminous mastic joint sealing material (brush on type) nor(oil-based)
bitumastic asphaltic butyl shall be allowed in the construction of structure joints.
8. Exterior Joint Wrap
a. A six-inch wide strip of polyolefin covered with butyl mastic joint sealant, or a
hydrophilic sealant having a 50% expansion factor and being capable of
withstanding 25 PSI of pressure shall be placed over all exterior manhole joints,
including grade rings. The product will be in accordance with ASTM C877-08.
Standard Specification for External Sealing Bands for Concrete Pipe, Manholes,
and Precast Box Sections.
9. Waterstops
a. Waterstops shall be extruded from an elastomeric plastic compound, the basic
resin of which shall be polyvinylchloride. The compound shall contain any
additional resins, plasticizers, stabilizers, or other materials needed to ensure that
when the material is compounded it will meet the physical property requirements
shown below:
Physical
Pronem- Repu_redValue Test Method
Tensile Strength(Die"C"
Sheet Material 2.0OG psi AST`;I D L12
Fir hec.'atersbp 1: Gu pi ASTM D 412
U1tumate Elcngatior,(Die"C")
Sheet Material 3 v')°a liin. ASTM D 412
Ftr hec:"atersbp 300',.4 Min. ASTM D 412
Stiffness in Flexure 750)psi);fin. ASTM D 747
Accelerated Extraction C3D C 572
Tensile Strength(Die"C') 1:75C1 psi .S TM D 412
E1cngaton(Die"C") ;00% STh1 D 412.
Effect of A kali(After+caws)
Change in i, eaht -0.1 to 0.25%
Change in Harclne3s.
shore Durometer —or-
Low Temperature Brittleness -35= ASTM D 746
Specific Gravity 1.3 ASTM D 792
When required, the Contractor shall submit a manufacturer's certificate stating
that all of the physical property requirements specified above for the sheet
material have been satisfied. Field splices for waterstops shall be performed by
heat-sealing the adjacent surfaces in accordance with the manufacturer's
recommendations. Waterstops shall be manufactured with an integral cross-
section which shall be uniform within plus or minus 1/8 inch in width, and the web
thickness or bulb diameter within plus 1/16 inch and minus 1/32 inch.
10. Manhole Steps
a. Manhole steps shall be polypropylene plastic-coated steel bar with treads having
anti-skid properties for hand and foot grips. Manhole steps shall be cast, epoxy
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grouted, or attached by mechanical means into the walls of the manholes in such
manner as to conform with ASTM C 478. Steps shall be spaced not more than 12
inches vertically on centers and shall be so arranged that the lowest rung is no
more than 12 inches above the bench, and the top rung is 18 inches below the
bottom of the casting. The steps shall be arranged out of alignment of the flow
channel, and shall be centered on the grate or lid opening.
11. Castings
a. Castings shall be of the standard type. Castings shall be of uniform good quality,
free from scale, lumps, blowholes, shrinkage, distortions, or other defects. They
shall be smooth and thoroughly cleaned by shot- blasting. Castings shall meet
the requirements of ASTM A 48, Standard Specification for Gray Iron Castings,
for Class No. 35-B, Gray Iron. Manhole rims and covers, and inlet frames and
grates shall be machined or ground at touching surfaces so as to seat firmly and
prevent rocking. Any set not matching perfectly shall be removed and replaced at
no additional cost.
12. Manhole Inverts
a. Manhole Inverts on 8" and larger size lines shall have a minimum 0.10-foot drop
through the structure unless one of the lines exceeds a 10% grade. All grades
exceeding 10%on 8" lines and all other pipe sizes shall continue to have their
grade ending at the manhole.
13. Chimney Seals
a. The manhole chimney section shall be sealed and made watertight using either a
mechanically locking internal butyl rubber chimney seal or a chemically bonding
chimney seal as identified on the plans. Installation of the chimney seals shall be
performed by manufacturer certified personnel. The actual product used shall be
identified on the shop drawing submittal.
1.03 EXECUTION OF WORK
A. Modification to Existing and Proposed Structures
1. Removal: Existing structures to be removed shall be indicated on the Plans. The
Owner reserves the right to retain or reject salvage of any materials encountered. All
remaining materials shall become the property of the Contractor who will be
responsible for disposing of same. The excavation shall be backfilled.
2. Abandonment: Existing structures to be abandoned in place shall be as shown on the
Plans. After removing structure frames, covers, grates, mechanically locking internal
chimney seals and similar items, all pipes shall be bulkheaded as specified in Section
4 of these Specifications. The walls shall be lowered to 2 feet below final grade if in
earth or to 12 inches below subgrade if in pavement. The remaining structures shall
be filled with crushed stone or sand. In paved areas a 12-inch-thick plain concrete slab
shall be installed over the manhole or structure top such that it extends 12 inches
beyond the outside face of the manhole or structure. The Owner reserves the right to
retain or reject salvage of any materials encountered. All remaining materials shall
become the property of the Contractor who will be responsible for disposing of same.
Utility Disconnection: Disconnect the existing utility services in accordance with the
appropriate utility company's recommendations. Utility disconnection shall not occur
until all bio-solids and grit materials have been dewatered and/or removed from the
facility.
3. Connections: The Contractor shall verify the exact locations and elevations of existing
structures or sewers prior to construction and any differences between actual and plan
locations and elevations shall be brought to the attention of the Engineer before
proceeding with the Work. If a bulkhead opening of adequate size, or a stub of proper
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size, elevation, location, and direction exists, the connection shall be made as required
for normal pipe laying.
For all sanitary sewer pipes an opening shall be core drilled in the structure to permit
inserting the pipe at the required elevation, direction, and slope. The circumference of
the opening shall allow approximately two inches of space between the inserted pipe
and the structure. Care shall be used to avoid unnecessary damage to existing
concrete or brick masonry. All loose material shall be removed from the cut surfaces
and the cut surfaces shall be completely coated with non-shrink grout. Before setting
the pipe, a sufficient thickness of grout shall be placed at the bottom and sides of the
opening for proper bedding of the pipe. After setting the pipe, all spaces around the
pipe shall be solidly packed and filled with non-shrink grout which shall be neatly
pointed up on the inside to present a smooth joint, flush with the inner wall. When
making connections to existing stubs, approved pipe adapters shall be used.
For all drainage pipe, an opening may be saw cut and provided with approved
connectors. Modifications to the existing invert shall be made as needed to provide a
smooth plastered channel to accommodate the flow from the new pipe. When
reconstruction of a manhole is required, entry into the manhole shall be at the
elevation indicated on the Plans or at the invert of the manhole. Entries shall not be
allowed on top of the wash unless otherwise directed.
4. Manholes and Wet Wells
a. General
1) Manholes shall be neatly and accurately built-in accordance with the Plans.
Precast manhole and wet well bases, when used for sanitary sewer
manholes and wet wells, shall be supplied with watertight sewer pipe
connections. When the manhole base slab will consist of cast-in-place
concrete for existing sewer lines, the sewer pipe and the lower precast barrel
section shall be in place and supported by concrete blocks prior to placing
concrete for the slab. All rough openings between pipes and precast
sections shall be thoroughly and completely filled with non-shrink grout,
applied so that there will be no leakage around pipes. The grout shall be
finished smooth and flush with the interior and exterior manhole or wet well
wall surfaces. When the manhole base slab will consist of cast-in-place
concrete for new construction, pipe to manhole connections in the precast
barrel section shall be done at the manufacturing plant. Field modifications
will be allowed to precast structures if approved by the Engineer. When core
drilling is not possible, saw cutting shall be performed when modifying an
existing structure.
Manhole inverts shall consist of Class A concrete, placed to conform to the
shapes indicated on the Drawings. Inverts shall include both channel and
wash sections with channels so constructed as to create the least resistance
to flow. A smooth, uniform dense finish shall be required. Inverts may be
either precast or cast-in-place.
2) Joints: Joint sealant materials shall be of the sizes recommended by the
manufacturer to provide watertight seals between precast manhole sections.
When requested, the Contractor shall furnish information showing that the
sizes of the joint sealants being supplied meet the manufacturer's
recommendations.
(a) Storm Manholes: Either a Type A Gasket or Type B Sealant, as
described in 5.2.7, shall be used in storm structures. Exterior Joint
Wrap is not required.
(b) Sanitary Manholes and Wet Wells: Joints between precast sections
shall be sealed in a two-way fashion consisting of a Type B sealant and
an exterior joint wrap. For wet well joints, the same two-way sealing
system described for sanitary manholes shall be used. For non-circular
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valve vaults and wet wells, the sealing system shall consist of a double
strip of butyl rubber mastic sealant conforming to ASTM C990 under
Section 6.2.1., and a 6-inch-wide strip of polyolefin covered with butyl
mastic exterior wrap joint sealant. The butyl rubber mastic sealant shall
be placed approximately 1 to 2 inches apart, centered on the structure
shoulder. Refer to section 10.2.17 Wet Well of these specifications for
further information on wet wells and pump stations.
3) Frames and Chimney Seals
(a) Frames and Chimney Seals. Manhole frames shall be placed in the
positions shown on the Standard Drawings and shall be set to the
correct elevations or adjusted to match final grade. Manhole adjusting
rings shall only be used to make final elevation corrections and are not
required otherwise. Use the least number of standard size rings as
required for proper grade. If the concrete adjusting ring height will
equal or exceed 12 inches, use 1-ft. barrel sections. Frames shall be
set concentrically with the precast concrete collars and sealed between
the two with a strip of butyl resin (Type B). The remaining annular
space shall be filled with grout so that the spaces between the collars
and the bottom flanges of the frames shall be completely filled and
made watertight. A frame shall not be disturbed until the grout has
hardened to adequate strength.
Chimney Seals shall be installed in accordance with the Manufacturer's
Specification for installation. The Installer shall be certified by the
product manufacturer and proof of such certification shall be provided
prior to installation of chimney seals. In addition, the installer shall carry
a copy of his/her certification at all times during installation. Chimney
Seals shall be installed after the binder course is placed when the
manholes are constructed in roadways and after rough grading in all
other areas.
The Engineer reserves the right to visually inspection and/or water test
all chimney seal installations to ensure that the seal has not been
damaged or compromised during final site restoration and/or paving.
The contractor at no additional cost shall correct any defects identified
by these inspections and tests.
The water test method shall be either a Static Head Test or Gravity Test
as defined below. The test method shall be selected by the Inspector
and may vary from manhole to manhole.
Static Head Test-A 1-foot-tall section of PVC pipe with external
diameter matching the internal diameter of the manhole frame shall be
temporarily sealed to the frame. Sandbags or an approved alternative
shall be used to form a 6-inch-tall ring around the PVC pipe allowing a
6-inch annular space between the PVC pipe and the outer ring. The
annular space shall then be filled with water to a height of 6 inch and
the water level maintained for 10 minutes. The inspector shall observe
the sealed area during the test for leakage. The installation shall be
deemed unacceptable if any visible, continuous stream of water leaking
from the sealed area is observed.
Gravity Test—The gravity test may be used as an alternative to the
static head test on mechanically locking seals. The test shall be
performed by introducing approximately 1 gallon of water directly
behind the seal and extension, if used. The installation shall be
deemed unacceptable if Engineer or its representative observes any
visible, continuous stream of water leaking from the sealed area.
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The following restrictions apply to the use of Chemical Chimney Seals:
(A) Shall not be used when wet weather is expected before the product
is sufficiently cured to withstand water contact per the manufacturer's
recommendations.
(B) Shall not be used to bridge gaps greater than 1/2-inch.
(C) Shall not be used with HDPE grade adjustment rings.
(D) Shall not be used on concrete or grout that has not cured for at
least 30 days.
4) Testing
(a) All manholes installed for a project shall be subject to vacuum testing in
accordance with ASTM C1244. Vacuum testing shall be conducted in
the presence of the Engineer after Chimney Seal installation. Chemical
Chimney Seals shall not be subject to vacuum testing until the product
has sufficiently cured to withstand vacuum pressures. Manholes shall
be capable of holding a vacuum of 5 psi (10-inches of Mercury)without
dropping more than 0.5 psi (1 inch of Mercury)for the times stated
below:
Ibepth(ft)
oism er S 110 1 12 14 16 18 2D 2.2 24 26 2S 30
fiml' Times Cr)
48 20 25 30 15 40 45 SD 55 59 64 69 74
60 26 33 39 46 52 59 65 72 78 85 91 98
72 33 41 49 57 67 73 61 rig 97 105 113 121
Refato ASTM C]244—99 for required test times on manholes with ether diameters
Vacuum testing of manholes exceeding 15 feet in depth shall take
groundwater into consideration and the vacuum pressure for testing
shall be reduced by 0.5 psi (1 inch of Mercury) for every five feet of
groundwater depth above the outgoing pipe. The contractor shall
determine the groundwater elevation immediately prior to vacuum
testing. Manholes that do not pass the initial vacuum test shall be
repaired and retested at no cost.A 100% pass rate shall be achieved.
Exfiltration tests will not be allowed for manhole acceptance testing
unless directed otherwise by the Engineer or its representative. When
required, exfiltration tests shall be performed in accordance with ASTM
C 969, Infiltration and Exfiltration Acceptance Testing of Installed
Precast Concrete Pipe Sewer Lines. The maximum allowable
exfiltration rate shall be 0.1 gallons per foot diameter, per foot of head,
per hour. If the exfiltration rate exceeds this value, the Contractor shall
make repairs as required including re-testing, at no additional cost.
5. Small Structures
a. Inlets, catch basins, drains,junction structures, and other small structures shall
be neatly and accurately built-in accordance with the Plans. The structure shall
be either of cast-in-place concrete or of precast concrete, provided the precast
sections have been approved by the Engineer. Square and rectangular
structures shall meet the requirements of ASTM C913 and round structures shall
be made in accordance with ASTM C478. Inlet and outlet pipes shall be cut off
flush with the inside surfaces of the wall. Pipe bells shall not be allowed inside
the structure wall. The pipes shall intersect at the structure so that the invert
channel between the inlet and outlet pipes can be smoothly formed. Invert
channels shall be of Class A concrete and shall conform to the shapes indicated
on the Plans. The invert channels shall be so constructed as to cause the least
possible resistance to flow. The shapes of the invert channels shall conform
uniformly to inlet and outlet pipes. Smooth and uniform finishes will be required.
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All inlets, and junction structures deeper than 4 feet, as measured from the top of
the rim or frame to the invert of the structure, shall be provided with steps.
Steps shall be spaced not more than 12 inches vertically and shall be so
arranged that the lowest rung shall not be more than 12 inches above the bench,
and the top rung shall be 18 inches below the bottom of casting. The steps shall
be arranged out of alignment of the flow channel, and shall be centered
horizontally of the grate or lid opening.
All cast-in-place structures shall be built using Class A concrete. The structures
shall be built on prepared foundations and conform to the dimensions and shapes
shown on the Plans. The construction shall conform to the methods, forms,
placement, protection, and curing for concrete.
Any required reinforcement shall be of the kind, type, and size and shall be
located, spaced, bent, and fastened as shown in the Plans. Installed concrete
reinforcing shall be approved by the Engineer before any concrete is placed.
Connections for inlet and outlet pipes shall conform to the sizes, alignments, and
elevations shown on the Plans. The sealing around pipes for small sanitary sewer
structures shall conform to Subsection 5.2.6. of these Specifications.
Waterstops shall be required at construction joints for cast-in-place sanitary
sewer structures. Waterstops shall be installed and securely held in place during
concreting, in accordance with the manufacturer's recommendations.
No sledgehammer modifications are allowed to precast structures. Saw cuts
should be utilized when modifying an existing structure.
When shown on the Plans, cast iron grates and lids shall be attached to the
frames, or to the concrete in the event there are no frames,with chains of
sufficient lengths to permit moving for clean out and maintenance purposes.
b. Placing Concrete
1) Concrete shall be placed as specified in Section 6 of these Specifications.
The base slab or footing shall be placed and allowed to harden before the
remainder of the structure is constructed. When shown on the Plans,
suitable provisions shall be made for bonding the walls to the base by
means of longitudinal keys formed by insertion and subsequent removal of
beveled timbers. Base slabs, footings, and apron walls shall be constructed
as monolithic units, when practicable. When construction joints are
necessary, they shall be placed at right angles to the culvert barrel or
retaining wall and suitable provision shall be made for bonding adjacent
sections by means of keys formed by beveled timbers.
Before concrete is placed in the walls, the footings shall be thoroughly
cleaned of all debris, or other extraneous material and the surface carefully
chipped and roughened in accordance with the method of bonding
construction joints, as specified under Section 6 of these Specifications.
In the construction of all box culverts having a clear height of 5 feet or more,
concrete in the side walls shall be placed and allowed to set before the top
slab is placed.
For culverts having a clear height of less than 5 feet, the culvert may be
poured monolithic when the Contractor so desires. When this method of
construction is used, any necessary construction joints shall be vertical and
at right angles to the axis of the culvert.
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Each wingwall shall be constructed as a monolithic unit. Construction joints,
where unavoidable and when not shown, shall be horizontal.
c. Placing Fill
1) Backfill or embankment shall not be placed against culverts, retaining walls,
and headwalls until permission is given by the Engineer. Backfill and
embankment shall be constructed as specified in the Earthwork Section of
these Specifications.
d. Adjusting Manholes and Catch Basins
1) All frame height and alignment adjustments shall be subject to field
inspection by the Engineer and be subject to correction as directed by the
Engineer.
Concrete brick (conforming to ASTM C-55 for Type II Grade 5) may be used
when adjusting the casting no more than 4 inches. Precast concrete riser
rings may be used when the casting is raised more than 4 inches or when
total combined height of existing and proposed exceeds 4 inches. If the
concrete riser ring height will exceed 12 inches, use 1-ft. barrel sections.
Use the least number of standard size rings as required for proper grade.
No wood shims, wood blocks or shot rock shall be used to adjust or reset the
frame height.
In asphalt pavement, the excavated area around the manhole or catch basin
that is raised shall be backfilled with a minimum of 8 inches Class "A"
concrete to a level 2 inches below the new top of grate or lid elevation. The
remaining 2 inches shall be paved with bituminous surface.
Prior to raising manhole or catch basin frames, the Contractor, and the
Engineer shall inspect for damaged frames and grates or lids. Damaged
frames, grates or lids shall be replaced by the Contractor at no expense,
unless item was damaged prior to start of construction.
END OF SECTION
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