WQ0012948_More Information Received_20240722

Initial Review
Reviewer
nathaniel.thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * W00012948
Applicant/Permittee North Carolina Wildlife Resources Commission
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

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* Timothy Sheehan
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*
910-363-2522
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0012948
Has Current Existing permit number
Applicant/Permittee Address*
1401 Fish Hatchery Road
Facility Name*
Pisgah Center for Wildlife Education WWTF
Please provide comments/notes on your current submittal below.
This submittal is in response to the request for additional information dated 6-21-2024 and is to the attention of Cord Anthony.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
Permit Submittal Add Info WQ0012948.pdf 27.04MB
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 7/22/2024

FA
m�g�ll
July 22, 2024
North Carolina DENR Division of Water Quality
512 North Salisbury Street,
1617 Mail Service Center
Raleigh, NC 27699-1617
Attention: Regarding:
Shaping Communities Together
Cord Anthony, Engineer II
Wastewater Irrigation System — Minor Modification Application Pisgah Wildlife Education
Center
Permit No. WQ0012948 Application Cover Letter
Dear Mr. Anthony:
McGill Associates, on behalf of the North Carolina Wildlife Resources Commission, appreciates
the Division of Water Resource's acceptance and review of this application for a wastewater
irrigation system modification. This letter is provided to accompany the Wastewater Irrigation
System Application (FORM WWIS 06-16) and to provide responses requested to the additional
Information Request #1 letter received on June 21, 2024.
The scope of the modifications to the existing domestic waste treatment system consists only in
demolishing tow existing 5000 Gallon and 2000 Gallon Septic Tanks and providing two
replacement Septic Tanks of identical volumes, 5000 Gallons and 2000 Gallons, to perform the
same functions as the previous tanks served. These tanks are located ahead of an existing
domestic waste treatment system has been previously permitted and will remain unchanged..
The existing permit is for 7500 gpd. Calculated flows per 02T.0114 rules result in a value of
3605 GPD, however the capacity of the treatment system downstream of the collection system
is 7500 GPD and we would request to keep the permitted volume at 7500 GPD. No changes are
being made to portions of the system downstream of the septic tanks. Portions of the application
pertaining to those components have been omitted. Values for the influent and effluent
concentrations in section VA of the WWIS form have been replicated from the existing permit
values as there are no changes to the collection or wastewater treatment process equipment
configuration design.
The following items correspond to items identified on the application form checklist. The
supporting information is provided as indicated.
A. Cover Letter. This document is to serve as the Cover Letter.
B. Application Fee. The Minor Modification has no fee.
C. Form WWIS 06-16. A revised copy of the Application Form is enclosed.
D. Property Ownership Documentation. The applicant is the state of NC and it is located in the
Pisgah National Forest.
E. Soil Evaluation. N/A
F. Agronomist Evaluation. N/A
MCGILL ASSOCIATES 55 BROAD STREET, ASHEVILLE, NC 28801 / 828.252.0575 / MCGILLASSOCIATES.COM

mcgdl
G. Hydrogeologic Report. N/A
H. Water Balance. N/A
Shaping Communities Together
L Engineering Plans. Enclosed.
J. Specifications. Enclosed.
K. Engineering Calculations. Enclosed.
L. Site Map. Site Map is included as Sheet CE-101.
M. Power Reliability. Addressed with backup generator. Refer to comment responses
below.
N. Operation and Maintenance Plan. Operation and Maintenance Manual will not change.
Existing Operations and maintenance manual has been requested and will be provided
as soon as received.
0. Residuals Management Plan. This is a portion of the O&M Plan.
P. Additional Documentation. Existing Permit, the ESA documentation from the Natural
Heritage Program, and the approved floodplain development permit are enclosed.
The responses to the comments on the additional information request letter dated 6-21-24 are
summarized below:
A Overall
Comments regarding discrepancies between tank number and size is documents is clarified as
follows:
Revised plans are attached and show the connections to the existing systems. There are only two
existing septic tanks, a 5000 Gallon tank serving the existing wildlife education center to be
demolished, and a 2000 gallon Septic tank serving 3x3 bedroom houses and the hatchery staff
building bathrooms. Two new Septic tanks will be installed per the attached plans. These tank
sizes match the current sizes of the existing septic tanks and will be allocated as follows:
• One proposed 5000 Gallon Septic Tank will serve the public rest rooms.
• One proposed 2000 gallon tank that will serve the three existing 3 bedroom houses and the
hatchery staff building bathrooms.
The function of these tanks is identical to their prior function and the storage volumes remains
unchanged. The existing wastewater treatment system downstream of these tanks remains
unchanged
B. Cover letter:
This letter serves as the cover letter.
C Application Form WWIS 06-16.
1 a Design Table
Design table is filled out on this submission
lb. Calculations
Flotation Calculation and GPD flow calculation are provided for the septic tanks. No
other changes in design
MCGILL ASSOCIATES 55 BROAD STREET, ASHEVILLE, NC 28801 / 828.252.0575 / MCGILLASSOCIATES.COM

FA
m�g�ll
1 c. V.9
Proper box checked.
Id. V.11
Facility design criteria for septic tanks is filled out.
1 e. VIII.3
Setbacks information marked as N/A.
Shaping Communities Together
D. Property Ownership
The property is owned by the State and is located in the Pisgah National Forest.
E. Water Balance
Water balance is not required as the tank storage volumes and quantities do not change.
F. Engineering Plans
Updated Engineering plans are enclosed.
G. Specifications
The "proposed effluent recirculation pump station is part of the fish hatchery aquaculture
systems and is not part of this permit application.
H. Engineering Calculations
Flotation Calculation and GPD flow calculation are provided for the septic tanks. No
other changes in design that would require engineering calculations.
I. Site Map
Sheet CE-101 serves as the overall site map for this project.
J. Power Reliability Plan
All equipment associated with this minor mod is gravity fed and does not require power. Per the
existing permit submittal of August 8.2020, a 49 kW generator backs up the critical equipment
associated with the existing waste treatment system
K. Operations and Maintenance plan
The existing operations and maintenance plan has been requested from the Bobby Setzer
operating contractor, RPB systems, will forward when received. This project will not require a
revision to the O&M plan as there is no change in equipment or residuals management.
L. Residual Management Plan
This is part of the O&M plan and the response for item L above is applicable.
M. Additional Documentation
The Existing Permit, the ESA documentation from the Natural Heritage Program, and
the approved floodplain development permit are enclosed.
MCGILL ASSOCIATES 55 BROAD STREET, ASHEVILLE, NC 28801 / 828.252.0575 / MCGILLASSOCIATES.COM

Shaping Communities Together
me Il
Again, we appreciate your timely review of this material. If there are any questions or issues
that can be resolved with an explanation, please feel free to contact me at [phone].
Sincerely,
McGill Associ tes, PA
Timothy C Sheehan, P.E.
Enclosed Submittals: Application Form WWIS 06-16
Engineering Plans
Engineering
Specifications
Engineering Calculations
Existing Permit
Floodplain Encroachment Permit
ESA Documentation
MCGILL ASSOCIATES 55 BROAD STREET, ASHEVILLE, NC 28801 / 828.252.0575 / MCGILLASSOCIATES.COM

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 sood ensineerins 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 Permittine 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
Proiect Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
® 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.
❑ If the Applicant Type in Item L2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item L2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
❑ The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® 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 Svstem 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:
❑ Legal documentation of ownership (i.e., GIS deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
❑ Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and 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 Policv, 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 Policv.
❑ Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policv.
❑ 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 Hvdro2eolo2ic Investigation and Reporting Policv, the Groundwater Modeling Policv and
the Performance and Analvsis of Aquifer Slue Tests and Pumping Tests Policv, 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 Policv, 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 80' percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KsAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure 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

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 Survevor, 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(i) 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(i), a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) and .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 01 C .0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and 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/Provertv Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Aareement (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 Aareement (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 (NOs-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Deliverv:
512 N. SALISBURY ST.
RALEIGH. NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

State of North Carolina
Department of Environmental Quality
DWR 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: North Carolina Wildlife Resources Commission
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ® State ❑ Municipal ❑ County
3. Signature authority's name: Brad Kleinmaier per 15A NCAC 02T .0106(b) Title: Capital Proiects Coodinator
4. Applicant's mailing address: 1720 Mail Service Center
City: Raleigh State: NC Zip: 27699-1720
5. Applicant's contact information:
Phone number: [phone] Email Address: brad.kleinmaier(a-),ncwildlife.ora
II. FACILITY INFORMATION:
1. Facility name: Bobbv N. Setzer State Fish Hatchery
2. Facility status: Existing
3. Facility type: Minor (< 10,000 GPD or < 300 disposal acres)
4. Facility's physical address: 1401 Fish Hatchery Road
City: Pisgah Forest State: NC Zip: 28768- County: Transvlvania
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.282500' Longitude:-82.798900'
Datum: Unknown Level of accuracy: Unknown Method of measurement: Unknown
6. USGS Map Name:
III. CONSULTANT INFORMATION:
1.
Professional Engineer: Timothv Sheehan License Number: 019891 Firm: McGill Associates
Mailing address: 55 Broad Street
City: Asheville State: NC
Zip: 28801-
Phone number: [phone]
Email Address: tim.sheehan(&mcgillassociates.com
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: WQ0012948 and most recent issuance date: August 18, 2020
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 01 C? ❑ 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 Svstem (O > 200,000 GPD)
Dam Safetv
Erosion & Sedimentation Control Plan
Nationwide 12 / Section 404
Pretreatment
Sewer Svstem
Stormwater Management Plan
Wetlands 401
Other:
5. What is the wastewater type? ® Domestic or ] Industrial (See 15A NCAC 02T .0103(20)1
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
�i Has a wastewater chemical analysis been submitted? ❑ Yes or ❑ No
6. Wastewater flow: 7500 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
Eduction center employees per shift (septic tank 25 gal/Day 13 325 GPD
1, 2000 gallon)
Houses (3 bedroom) (septic tank 1, 2000 Gallon) 360 gal/Day 3 1080 GPD
Education Building Students (septic tank 1, 2000
10 gal/Day 25 250 GPD
gallon)
Public Restroom Water closets (septic tank 2, 325 gal/Day 6 1950 GPD
5000 Gallon)
gal/ GPD
gal/ GPD
Total 3605 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? 2341.4 feet mean sea level. Source: Survevor
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ® Yes or ❑ No
If yes, which facilities are affected and what measures are being taken to protect them against flooding?
All Openings
Lipd 2' above BFE.
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: Not part of
plans or existing
permit
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name Status Latitude a Longitude a Gradient
Location
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
Select 0- Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: 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
Ammonia Nitrogen (NH3-N)
Biochemical Oxygen Demand (BOD5)
Fecal Coliforms
Nitrate Nitrogen (NO3-N)
Nitrite Nitrogen (NO2-N)
Total Kjeldahl Nitrogen
Total Nitrogen
Total Phosphorus
Total Suspended Solids (TSS)
Estimated Influent Concentration
45 mg/L
250 mg/L
VW MW
10 mg/L
0 mg/L
55 mg/L
<10 mg/L
120 mg/L
Designed Effluent Concentration
(monthly average)
5 mg/L
15 mg/L
1000 per 100 mL
10 mg/L
5 mg/L
10 mg/L
25 mg/L
5 mg/L
15 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? >30
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? fencing
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):
No. of Manufacturer or Dimensions (ft) / Volume
Plan Sheet
Specification
Treatment Unit
Units Material Spacings (in) (gallons)
Reference
Reference
Septic Tank 1 Precast Concrete 6'-0"Wxl6'-0"Lx8'-0" 5000
C-220
03330
High
Septic Tank 1 Precast Concrete 5'-0"WXIO-0"Lx6'- 2000
C-220
03330
4"High
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 Dimensions (ft)
Units Material (gallons)
Reference
Reference
Select 2 t
Select
Select
Select
Select
Select
Select
Select
c.
DISINFECTION
No. of Manufacturer or Volume
Plan Sheet
Specification
Treatment Unit Dimensions (ft)
Units Material (gallons)
Reference
Reference
Select
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
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
f. BLOWERS
Location
g. MIXERS
Location
No. of
Blowers
No. of
Mixers
Units Served
Units Served
Manufacturer /
Type
Manufacturer /
Type
h. RECORDING DEVICES & RELIABILITY
Device No. of Location Manufacturer
Units
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
Capacity Plan Sheet Specification
(CFM) Reference Reference
Power Plan Sheet Specification
(hp) Reference Reference
Maximum Plan Sheet Specification
Capacity Reference Reference
FORM: WWIS 06-16 Page 6 of 12

Internal dimensions (L x W x H or (p x H)
Total volume
Dosing volume
Audible & visual alarms
Equipment to prevent irrigation during rain
events
ft I ft ft
ft3 gallons
ft3 gallons
Plan Sheet Specification
Reference Reference
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: 0Longitude: - °
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? ft', 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, 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 I ❑ 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

VIL 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 Annual /Seasonal If Seasonal, list
Soil Series Fields within Loading Rate Loading Rate appropriate
Soil Series (in/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 VIL8.? ❑ 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

VIL 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 LoadingLoading Waterbody
Field g Latitude a Longitude a Stream Index Classification
(acres) Soil Series Rate Rate
(in/hr) (in/yr) No.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 _ 0
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: httn://dea.ne.aov/about/divisions/water-resource s/Dlannina/classification-standards/classifications
Spray Irrigation Design Elements Drip Irrigation Design Elements
Nozzle wetted diameter: ft Emitter wetted area: 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

VIIL 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 ? ❑ 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
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
Any habitable residence or place of assembly owned by the Permittee to be maintained as
part of the project site
Any private or public water supply source
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
Subsurface groundwater lowering drainage systems
Surface water diversions (ephemeral streams, waterways, ditches)
Any well with exception of monitoring wells
Any property line
Top of slope of embankments or cuts of two feet or more in vertical height
Any water line from a disposal system
Any swimming pool
Public right of way
Nitrification field
Any building foundation or basement
Impounded public water supplies
Public shallow groundwater supply (less than 50 feet deep)
Irrigation Treatment /
System Storage Units
N/A
N/A
219
;N/A
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 Boundarv.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(a)? ❑ 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(2)(7), how much green area is provided? ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the sprav irritation 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

Professional Engineer's Certification: f r
I> )ell OT�ti �'C'l attest that this application for
(Profession
lIal Engineer's name from Application Item III.1.)
,,�/ '
(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 143-215.613, 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 15A NCAC 02T .0106(b):
;e_r . C,dtl+ to,.fv✓'attest that this application for
(Signature Authoiity's name & title"from Application Item I.3.)
(Facility name from Application em 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 143-215.613, 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 as civ' penalties u $25,000 per violation.
Signature.
Date: 7�22�2 Y
FORM: WWIS 06-16 Page 13 of 12

BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-?0324 02A
TRANSYLVANIA COUNTY,
SIGNED AND DATED:
�ap4pC ��6p1�o40
o
ogg00%A AAA
•�.�...ej• /
55 Broad Street �.
OTHIS DOCUMENT HAS BEEN DIGITALLY
R n Q ® SIGNED AND SEALED IN ACCORDANCE
nN
�;:�� ' ; . WITH THE STANDARD CERTIFICATION
Asheville, NC 28801 , ; REQUIREMENTS FOUND IN NC
o eij/�Ifi ADMINISTRATIVE CODE 21-56.1103(E).
THIS DIGITAL SIGNATURE HAS BEEN
828.252.0575 Q, �NE��•• FOUND BY THE NC BOARD OF
``y! �be.�Nse�� �� EXAMINERS FOR ENGINEERS AND
SURVEYORSTHESE
NC Firm License # C-0459 �- C. ��� STANDARDS.TPLEASETCONTACT THE
C13 1 ""IORAOt" SIGNER IF YOU NEED ASSISTANCE IN
mcgillassociates.com VALIDATING THE SIGNATURE.
JULY 2024
NORTH CAROLINA
ED
m
m
O
ED
NO. DATE BY
DESCRIPTION

SCHEDULE OF DRAWINGS
G-001 ..... COVER SHEET
G-002 ..... SHEET INDEX
G-003 ..... GENERAL NOTES AND LEGENDS
CE-101 ... OVERALL EXISTING CONDITIONS PLAN
CD-101 ... OVERALL DEMOLITION PLAN
CD-108 ... PRODUCTION RACEWAY DEMOLITION PLAN (2 OF 2)
CD-109 ... PARKING LOT AREA DEMOLITION PLAN
C-101 ..... OVERALL SITE PLAN AND SHEET INDEX PLAN
C-220 ..... SANITARY SEWER TO SEPTIC TANK PLAN - PROFILES
C-902 ..... MISCELLANEOUS WATER DETAILS
EXB-3..... EXISTING AND PROPOSED WASTEWATER TREATMENT SYSTEM AND DISPOSAL SYSTEM
® 55 Broad Street
OVA". Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
SIGNED AND DATED:
BOBBY N. SETZER
_ STATE FISH HATCHERY RENOVATION
THIS DOCUMENT HAS BEEN DIGITALLY SCO PROJECT # 19-20324-02A
SIGNED AND SEALED IN ACCORDANCE
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC NC WILDLIFE RESOURCES COMMISSIONADMINISTRATIVE CODE 21-56.1103(E).
THIS DIGITAL SIGNATURE HAS BEEN
FOUND BY THE NC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE TRANSYLVANIA COUNTY NORTH CAROLINA
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION
VALIDATING THE SIGNATURE.
NOT TO SCALE
OFFICE MANAGER
M. CATHEY
PROJECT MANAGER
B. CATHEY
DESIGNER
G. RUDISILL
REVIEWER
T.SHEEHAN
DATE
J U LY 2024
SHEET INDEX
PROJECT #
19.00124
FUNDING #
SCO #19-20324-02A
SHEET
G=002

S GENERAL SEWER NOTES C GENERAL CONSTRUCTION NOTES W GENERAL WATER NOTES
34 UPDATED MARCH, 2017 43 UPDATED MARCH, 2017 49 UPDATED MARCH, 2017
Z
1. ALL CONSTRUCTION OUTSIDE RIGHTS -OF -WAY SHALL TAKE PLACE WITHIN THE PERMANENT AND TEMPORARY
ACCESS EASEMENTS SHOWN.
2. CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE ORIGINAL SITE,
OR AS NOTED.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT LOCATIONS ARE TO BE VERIFIED
IN THE FIELD BY THE CONTRACTOR. AT LEAST THREE DAYS PRIOR TO CONSTRUCTION, CONTRACTOR MUST
NOTIFY EXISTING UTILITY OWNERS. CALL 811 BEFORE YOU DIG.
4. ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF THE STATE OF NORTH
CAROLINA.
5. CONTRACTOR MUST PROVIDE EROSION CONTROL DEVICES TO CONTROL RUNOFF FROM THE CONSTRUCTION SITE.
CONTRACTOR WILL BE RESPONSIBLE FOR ANY FINES THAT MAY BE LEVIED DUE TO POLLUTION CREATED DURING
CONSTRUCTION.
6. CONTRACTOR SHALL FOLLOW ALL FEDERAL, STATE AND LOCAL HEALTH AND SAFETY REGULATIONS PERTAINING
TO CONSTRUCTION OPERATIONS.
7. SEWER FORCE MAINS AND WATER LINES SHALL HAVE 3'-O" MINIMUM COVER UNLESS OTHERWISE SHOWN ON
THE DRAWINGS.
8. WATER AND SEWER LINES SHALL HAVE A MINIMUM 10' HORIZONTAL SEPARATION OR A MINIMUM 18" VERTICAL
SEPARATION WITH THE WATER OVER SEWER, OR BOTH WATER AND SEWER LINES SHALL BE DUCTILE IRON PIPE
10' EITHER SIDE OF THE CROSSING.
9. SEWER AND STORM SEWER LINES SHALL HAVE A MINIMUM 24" SEPARATION. IF 24" SEPARATION IS NOT
OBTAINABLE, DUCTILE IRON PIPE SHALL BE USED FOR THE SEWER LINE OR A SUPPORTING MATERIAL SUCH AS
FLOWABLE FILL SHALL BE INSTALLED BETWEEN THE PIPES.
10. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION.
11. UNLESS OTHERWISE NOTED, ALL BURIED PIPE SHALL BE INSTALLED WITH PUSH -ON JOINTS AND EXPOSED PIPING
SHALL BE FLANGED JOINT.
12. LEGAL DESCRIPTIONS FOR PROPOSED EASEMENTS BY OTHERS.
13. SITE TOPOGRAPHIC AND BOUNDARY SURVEY PROVIDED BY SURVEYOR NOTED ON PLANS.
14. CONTRACTOR SHALL NOTIFY THE PROPER LOCAL AUTHORITIES 24 HOURS PRIOR TO ANY ROAD BEING CLOSED
FOR CONSTRUCTION, INCLUDING BUT NOT LIMITED TO LOCAL NEWSPAPER, RADIO STATION, FIRE DEPARTMENT,
COUNTY SHERIFF'S DEPARTMENT, AMBULANCE, AND COUNTY EMERGENCY AGENCY. ALL TRAFFIC CONTROL SHALL
CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION.
15. CONTRACTOR SHALL NOTIFY THE ENGINEER AFTER EXISTING BURIED UTILITIES HAVE BEEN LOCATED AND 24
HOURS PRIOR TO CONSTRUCTION.
16. LOCATIONS SHOWN FOR SANITARY SEWER SERVICES ARE ASSUMED. COORDINATE LOCATIONS OF ALL PROPOSED
SEWER SERVICE CONNECTIONS WITH PROPERTY OWNER PRIOR TO CONSTRUCTION.
17. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED MANHOLE TOP ELEVATIONS AND EXISTING MANHOLE INVERTS
PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. CONTRACTOR SHALL ADJUST ALL
PROPOSED SEWER STRUCTURES TO MATCH FINISHED PAVEMENT ELEVATIONS. COSTS OF RAISING STRUCTURES
SHALL BE CONSIDERED INCIDENTAL TO OTHER WORK ON THE PROJECT.
18. MANHOLES AND CASTINGS SHALL MEET THE REQUIREMENTS OF OWNER AS WELL AS THE PROJECT
SPECIFICATIONS.
19. 4" SANITARY SEWER SERVICE LINES SHALL BE INSTALLED AT 2.0% MINIMUM SLOPE AND SHALL BE DUCTILE
IRON IN PAVED AREAS.
20. ALL FENCE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED WITH LIKE MATERIALS IN A WORKMANLIKE
MANNER AND IN ACCORDANCE WITH STANDARD FENCE CONSTRUCTION PRACTICES AT THE CONTRACTOR'S
EXPENSE.
21. CONTRACTOR SHALL FIELD LOCATE ALL BURIED TELEPHONE LINE IN CONFLICT WITH THE PROPOSED UTILITY LINE.
WHERE NECESSARY, EXISTING BURIED TELEPHONE LINE SHALL BE TEMPORARILY MOVED DURING CONSTRUCTION
OF THE PROPOSED UTILITY LINE AND RE-LAID AT NO ADDITIONAL COST TO THE OWNER.
22. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING ROADS DURING CONSTRUCTION AND
SHALL REPAIR ROADS PER REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION. NO
OPEN CUTS OF EXISTING ROADS SHALL BE ALLOWED EXCEPT WHERE INDICATED ON THE DRAWINGS OR WHERE
SPECIFIC PERMISSION IS GRANTED BY THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION. SAND OR A
SIMILAR MATERIAL APPROVED BY THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION SHALL BE PLACED
ON THE ROAD TO AID IN THE CLEAN UP AFTER CONSTRUCTION. A MINIMUM OF 2" OF SAND SHALL BE PLACED
ON THE ROAD PRIOR TO STOCKPILING SPOIL MATERIAL ON THE ROAD SURFACE TO FACILITATE CLEANUP.
23. CONTRACTOR SHALL MAINTAIN SEWAGE FLOW IN SEWER SYSTEM AT ALL TIMES AND SHALL PROVIDE BYPASS
PUMPING AND/OR PIPING AS REQUIRED. NO SANITARY SEWER OVERFLOWS ARE PERMITTED.
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
1. FINISH GRADE TOLERANCES SHALL BE AS NOTED IN THE SPECIFICATIONS. THE ENGINEER MAY MAKE GRADE
CHANGES AS REQUIRED IN THE FIELD WITHOUT EFFECTING THE UNIT BID PRICE FOR UNCLASSIFIED
EXCAVATION.
2. UNLESS OTHERWISE STATED, ALL FILL AREAS SHALL BE CONSTRUCTED IN LAYERS OF 8" MAXIMUM
THICKNESS, WITH WATER ADDED OR SOIL CONDITIONED TO THE OPTIMUM MOISTURE CONTENT AS DETERMINED
BY THE ENGINEER AND COMPACTED WITH A SHEEP'S FOOT ROLLER TO A COMPACTION EQUAL TO OR
GREATER THAN 95% (100% IN THE TOP 2' OF THE SUB GRADE BELOW ROADWAYS AND PARKING LOTS) OF
THE DENSITY OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE WITH THE STANDARD
PROCTOR METHOD OF MOISTURE -DENSITY RELATIONSHIP TEST, ASTM D698 OR AASHTO-99 UNLESS
SPECIFIED IN OTHER SPECIFICATIONS.
3. ENTIRE AREA TO BE GRADED SHALL BE CLEARED AND GRUBBED. NO FILL SHALL BE PLACED ON ANY AREA
NOT CLEARED AND GRUBBED.
4. ALL SOIL EROSION CONTROL MEASURES REQUIRED BY THE GRADING PLAN SHALL BE PERFORMED PRIOR TO
GRADING, CLEARING OR GRUBBING. ALL EROSION CONTROL DEVICES SUCH AS SILT FENCES, ETC., SHALL BE
MAINTAINED IN WORKABLE CONDITION FOR THE LIFE OF THE PROJECT AND SHALL BE REMOVED AT THE
COMPLETION OF THE PROJECT ONLY ON THE ENGINEER'S APPROVAL. PAYMENT SHALL BE CONSIDERED
INCIDENTAL TO CLEARING AND GRUBBING. IF DURING THE LIFE OF THE PROJECT, A STORM CAUSES SOIL
EROSION WHICH CHANGES FINISH GRADES OR CREATES "GULLIES" AND "WASHED AREAS", THESE SHALL BE
REPAIRED AT NO EXTRA COST, AND ALL SILT WASHED OFF OF THE PROJECT SITE ONTO ADJACENT
PROPERTY SHALL BE REMOVED AS DIRECTED BY THE ENGINEER AT NO EXTRA COST. THE CONTRACTOR
SHALL ADHERE TO ANY APPROVED EROSION CONTROL PLANS WHETHER INDICATED IN THE CONSTRUCTION
PLANS OR UNDER SEPARATE COVER.
5. DISPOSABLE MATERIAL
A. CLEARING AND GRUBBING WASTES SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF
BY THE CONTRACTOR AT HIS EXPENSE, UNLESS SPECIFIED OTHERWISE.
B. SOLID WASTES TO BE REMOVED, SUCH AS SIDEWALKS, CURBS, PAVEMENT, ETC., MUST BE PLACED IN
SPECIFIC DISPOSAL AREAS DELINEATED ON THE PLANS OR REMOVED FROM THE SITE AS REQUIRED
BY THE SPECIFICATIONS. THIS MATERIAL SHALL HAVE A MINIMUM COVER OF 2'. THE CONTRACTOR
SHALL MAINTAIN SPECIFIED COMPACTION REQUIREMENTS IN THESE AREAS. WHEN DISPOSAL SITES ARE
NOT PROVIDED, THE CONTRACTOR SHALL REMOVE THIS WASTE FROM THE SITE AND PROPERLY
DISPOSE OF IT AT HIS EXPENSE.
C. ABANDONED UTILITIES SUCH AS CULVERTS, WATER PIPE, HYDRANTS, CASTINGS, PIPE
APPURTENANCES, UTILITY POLES, ETC., SHALL BE THE PROPERTY OF THE SPECIFIC UTILITY AGENCY,
OR COMPANY HAVING JURISDICTION. BEFORE THE CONTRACTOR CAN REMOVE, DESTROY, SALVAGE,
REUSE, SELL OR STORE FOR HIS OWN USE ANY ABANDONED UTILITY, HE MUST PRESENT TO THE
OWNER WRITTEN PERMISSION FROM THE UTILITY INVOLVED.
D. ON SITE BURNING IS PROHIBITED.
6. IN THE EVENT EXCESSIVE GROUNDWATER OR SPRINGS ARE ENCOUNTERED WITHIN THE LIMITS OF
CONSTRUCTION, THE CONTRACTOR SHALL INSTALL NECESSARY UNDER DRAINS AND STONE AS DIRECTED BY
THE ENGINEER. ALL WORK SHALL BE PAID BASED UPON UNIT BIDS, UNLESS SPECIFIED OTHERWISE.
7. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL UTILITY SURFACE
ACCESSES WHETHER HE PERFORMS THE WORK OR A UTILITY COMPANY PERFORMS THE WORK.
8. THE CONTRACTOR SHALL CONTROL ALL "DUST" BY PERIODIC WATERING AND SHALL PROVIDE ACCESS AT ALL
TIMES FOR PROPERTY OWNERS WITHIN THE PROJECT AREA AND FOR EMERGENCY VEHICLES. ALL OPEN
DITCHES AND HAZARDOUS AREAS SHALL BE CLEARLY MARKED IN ACCORDANCE WITH THE SPECIFICATIONS.
9. ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED ACCORDING TO
THE SPECIFICATIONS. THE FINISHED SURFACE SHALL BE TO GRADE AND SMOOTH, FREE OF ALL ROCKS
LARGER THAN 3", EQUIPMENT TRACKS, DIRT CLODS, BUMPS, RIDGES AND GOUGES PRIOR TO SEEDING; THE
SURFACE SHALL BE LOOSENED TO A DEPTH OF t4"-6" TO ACCEPT SEED. THE CONTRACTOR SHALL NOT
PROCEED WITH SEEDING OPERATIONS WITHOUT FIRST OBTAINING THE ENGINEER'S APPROVAL OF THE GRADED
SURFACE. ALL SEEDING SHALL BE PERFORMED BY A MECHANICAL "HYDRO -SEEDER". HAND SEEDING SHALL
BE AUTHORIZED ON AN AREA BY AREA APPROVAL BY THE ENGINEER.
10. WHERE CMP STORM DRAIN IS SPECIFIED, PIPE SHALL BE CORRUGATED METAL PIPE (CMP) CONFORMING TO
AASHTO M-36, WITH RE -ROLLED ENDS TO ACCOMMODATE CORRUGATED COUPLING BANDS. 18" PIPE SHALL
BE 16 GAUGE, 24" AND 30" PIPE SHALL BE 14 GAUGE AND 36" PIPE AND OVER SHALL BE 12 GAUGE AS
SPECIFIED ON THE PLANS, PIPE AND COUPLING BANDS SHALL CONFORM TO NCDOT 1032-3 FOR PLAIN
PIPE OR 1032-4 (A) FOR BITUMINOUS COATED AND PARTIALLY PAVED PIPE. DIMPLE BANDS SHALL NOT BE
USED.
WHERE RCP STORM DRAIN IS SPECIFIED, PIPE SHALL BE REINFORCED CONCRETE PIPE (RCP) CONFORMING TO
AASHTO M-170, AS CONTAINED IN NCDOT STANDARD SPECIFICATION 1032-9 FOR WALL "B" TYPE.
WHERE HDPE STORM DRAIN IS SPECIFIED, PIPE SHALL BE HIGH DENSITY POLYETHYLENE (HDPE). SMOOTH
WALL INTERIOR, WITH WATER TIGHT JOINTS, BACKFILLED WITH # 57 WASHED STONE UP TO MIN. 6" OVER
THE TOP OF THE PIPE. HDPE PIPE USED FOR STORM DRAINAGE DETENTION SYSTEMS SHALL BE "HANCOR
BLUE SEAL" OR APPROVED EQUAL.
ALL CORRUGATED METAL STORM DRAIN PIPE (CMP) SHALL BE ALUMINIZED TYPE 2 CORRUGATED STEEL
MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M-36. THE PIPE SHALL BE
MANUFACTURED FROM ALUMINIZED STEEL TYPE 2 MATERIAL CONFORMING TO THE REQUIREMENTS OF AASHTO
M-274. ALL PIPE SHALL BE FURNISHED WITH RE -ROLLED ENDS AND SHALL BE JOINED WITH HUGGER
BANDS. THE USE OF DIMPLE BANDS WILL NOT BE ALLOWED. PIPE THROUGH 24" DIAMETER SHALL BE 16
GAUGE, PIPE THROUGH 42" DIAMETER SHALL BE 14 GAUGE, PIPE THROUGH 54" DIAMETER SHALL BE 12
GAUGE.
11. CONTRACTOR SHALL VERIFY ALL ELEVATIONS BEFORE INSTALLATION OF FACILITIES.
12. CATCH BASINS CAST -IN -PLACE SHALL CONFORM TO THE REQUIREMENTS OF NCDOT STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES (LATEST EDITION) ARTICLES 840-1 THROUGH 840-3. CURB
INLET CATCH BASIN SHALL CONFORM TO NCDOT STANDARD DETAILS 840.02 THROUGH 840.04. DROP INLETS
SHALL CONFORM TO STANDARD DETAIL 840.14. JUNCTION BOXES SHALL CONFORM TO STANDARD DETAIL
840.31.
13. CURB INLET FRAME, GRATE AND HOOD SHALL BE NEENAH R-3233D, PRODUCTS BY DEWEY BROS., U.S.
FOUNDRY OR EQUAL. DROP INLET FRAME AND GRATE SHALL BE NEENAH R-3339A OR EQUAL. FIELD INLET
COVER SHALL CONFORM TO NCDOT STANDARD DETAIL 840.04, OPENING FACING UPSTREAM.
14. CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF NCDOT STANDARD
SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION). CONCRETE SHALL BE CLASS A OR B, 4000
PSI MINIMUM, MEETING THE REQUIREMENTS OF SECTION 1000, CONSTRUCTED IN ACCORDANCE WITH SECTION
825. MASONRY SHALL MEET THE REQUIREMENTS OF SECTION 1040, CONSTRUCTED IN ACCORDANCE WITH
SECTION 830 AND/OR 834.
15. TOPS OF STORMWATER PROPOSED FRAMES AND GRATES SHALL BE FLUSH WITH FINISHED GRADE.
16. TINDALL PRE CAST CONCRETE BOXES ARE ACCEPTABLE ALTERNATIVES FOR PROPOSED CATCH BASINS.
17. REFER TO APPROVAL OF INDIVIDUAL 401 WATER QUALITY CERTIFICATION LETTER FOR ALL REQUIRED
CONDITIONS. SELECTED CONDITIONS BELOW:
A. A ROBUST POPULATION OF THE EASTERN HELLBENDER IS FOUND IN THE DAVIDSON RIVER IN VICINITY
OF THE PROJECT. IN ORDER TO AVOID IMPACTS TO EASTERN HELLBENDER BREEDING, NESTING, AND
HATCHLING DEVELOPMENT, WORK WITHIN THE STREAM SHALL NOT OCCUR BETWEEN THE DATES OF
AUGUST 15 THROUGH NOVEMBER 30.
B. THE PERMITTEE SHALL SURVEY THE SITE FOR THE EASTERN HELLBENDER BEFORE CONSTRUCTION
AND RELOCATE ANY FOUND TO OUTSIDE THE PROJECT AREA. THE PERMITTEE SHALL CONTACT
ANDREA LESLIE (ANDREA.LESLIEONCWILDLIFE.ORG) AND LORI WILLIAMS (LORI.WILLIAMSONCWILDLIFE.ORG)
WITH NCWRC AND JOEY WINSTON (JOEY.WINSTONODEQ.NC.GOV) WITH THE DIVISION AT LEAST 3 WEEKS
BEFORE CONSTRUCTION BEGINS SO THAT NCWRC CAN COORDINATE THESE EFFORTS.
C. THE PERMITTEE SHALL AVOID DISTURBANCE TO SHELTER ROCKS USED BY THE EASTERN HELLBENDER
AS MUCH AS PRACTICABLE DURING CONSTRUCTION ACTIVITIES. SHELTER ROCKS ARE TYPICALLY
LARGE, FLAT ROCKS AT LEAST A FOOT IN DIAMETER.
%Q0 Q0Q##g%.
SIGNED AND DATED:
0�©
I �� �,
o��
ON .....°°,,. /
�i� °bFSS8/ '•. is
`
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED IN ACCORDANCE
= f •
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC
0
�• �►
ADMINISTRATIVE CODE 21-56.1103(E).
THIS DIGITAL SIGNATURE HAS BEEN
°°•��jNE�+`i'
•bO.os°••° �°
FOUND BY THE NC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
b�{7p1l0�
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN
VALIDATING THE SIGNATURE.
NO. DATE BY
DESCRIPTION
1. ALL CONSTRUCTION OUTSIDE RIGHTS -OF -WAY SHALL TAKE PLACE WITHIN THE PERMANENT AND
TEMPORARY ACCESS EASEMENTS SHOWN.
2. CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE
ORIGINAL SITE, OR AS NOTED.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT LOCATIONS ARE TO
BE VERIFIED IN THE FIELD BY THE CONTRACTOR. AT LEAST THREE DAYS PRIOR TO CONSTRUCTION,
CONTRACTOR MUST NOTIFY EXISTING UTILITY OWNERS. CALL 811 BEFORE YOU DIG.
CALL4. ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF THE STATE OF �
a rpO1�M
NORTH CAROLINA. rr9 TM LAW
5. CONTRACTOR MUST PROVIDE EROSION CONTROL DEVICES TO CONTROL RUNOFF FROM THE
CONSTRUCTION SITE. CONTRACTOR WILL BE RESPONSIBLE FOR ANY FINES THAT MAY BE LEVIED DUE
TO POLLUTION CREATED DURING CONSTRUCTION.
6. CONTRACTOR SHALL FOLLOW ALL FEDERAL, STATE AND LOCAL HEALTH AND SAFETY REGULATIONS
PERTAINING TO CONSTRUCTION OPERATIONS.
7. WATER LINES SHALL HAVE 3'-0" MINIMUM COVER UNLESS OTHERWISE SHOWN ON THE DRAWINGS.
8. WATER AND SEWER LINES SHALL HAVE A MINIMUM 10' HORIZONTAL SEPARATION OR A MINIMUM 18"
VERTICAL SEPARATION WITH THE WATER OVER SEWER, OR BOTH WATER AND SEWER LINES SHALL BE
DUCTILE IRON PIPE 10' EITHER SIDE OF THE CROSSING.
9. WATER AND STORM SEWER LINES SHALL HAVE A MINIMUM 18" SEPARATION EXCEPT UNDER NCDOT
STORM DRAINS WHICH SHALL HAVE 24" VERTICAL SEPARATION. IF SEPARATION IS NOT OBTAINABLE,
DUCTILE IRON PIPE SHALL BE USED FOR THE WATER LINE OR A SUPPORTING MATERIAL SUCH AS
FLOWABLE FILL SHALL BE INSTALLED BETWEEN THE PIPES.
10. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION.
11. LEGAL DESCRIPTIONS FOR PROPOSED EASEMENTS BY OTHERS.
12. CONTRACTOR SHALL NOTIFY THE PROPER LOCAL AUTHORITIES 24 HOURS PRIOR TO ANY ROAD BEING
CLOSED FOR CONSTRUCTION, INCLUDING BUT NOT LIMITED TO LOCAL NEWSPAPER, RADIO STATION,
FIRE DEPARTMENT, COUNTY SHERIFF'S DEPARTMENT, AMBULANCE, AND COUNTY EMERGENCY AGENCY.
ALL TRAFFIC CONTROL SHALL CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION.
13. CONTRACTOR SHALL NOTIFY THE ENGINEER AFTER EXISTING BURIED UTILITIES HAVE BEEN LOCATED
AND 24 HOURS PRIOR TO CONSTRUCTION.
14. ALL FENCE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED WITH LIKE MATERIALS IN A
WORKMANLIKE MANNER AND IN ACCORDANCE WITH STANDARD FENCE CONSTRUCTION PRACTICES AT
THE CONTRACTOR'S EXPENSE.
15. CONTRACTOR SHALL FIELD LOCATE ALL BURIED TELEPHONE LINE IN CONFLICT WITH THE PROPOSED
WATER LINE. WHERE NECESSARY, EXISTING BURIED TELEPHONE LINE SHALL BE TEMPORARILY MOVED
DURING CONSTRUCTION OF THE PROPOSED WATER LINE AND RE-LAID AT NO ADDITIONAL COST TO
THE OWNER.
16. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING ROADS DURING CONSTRUCTION
AND SHALL REPAIR ROADS PER REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION. NO OPEN CUTS OF EXISTING ROADS SHALL BE ALLOWED EXCEPT WHERE
INDICATED ON THE DRAWINGS OR WHERE SPECIFIC PERMISSION IS GRANTED BY THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION. SAND OR A SIMILAR MATERIAL APPROVED BY THE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION SHALL BE PLACED ON THE ROAD TO AID IN
THE CLEAN UP AFTER CONSTRUCTION. A MINIMUM OF 2" OF SAND SHALL BE PLACED ON THE ROAD
PRIOR TO STOCKPILING SPOIL MATERIAL ON THE ROAD SURFACE TO FACILITATE CLEANUP.
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA COUNTY, NORTH CAROLINA
EXISTING CONDITIONS LEGEND
°PED
TELEPHONE PEDESTAL
0 CALCULATED POINT
ELEC
SPED
ELECTRIC PEDESTAL
OIPS 1 /2" REBAR SET WITH CAP
SCATV
PED
CABLE TV PEDESTAL
® CONCRETE MONUMENT
SIGN
SIGN
®CM-R/W RIGHT-OF-WAY MONUMENT
CATV
UNDERGROUND CABLE TV SIGN
[3DOT MON D.O.T. CONTROL POINT
BUG FOC
UNDERGROUND FIBER OPTIC CABLE SIGN
0RBF REBAR FOUND
JUG TCS
UNDERGROUND TELEPHONE CABLE SIGN
ORRSPIKE RAILROAD SPIKE
I UG GAS
UNDERGROUND GAS LINE SIGN
o PK NL PK NAIL FOUND / SET
JUG ELEC
UNDERGROUND ELECTRIC LINE SIGN
0 SPINDLE SPINDLE FOUND / SET
LP
LIGHT POLE
®CPHUB HUB & TACK SET
OUP
UTILITY POLE
ACP/NL GPS CONTROL POINT NAIL SET / FOUND
E
GUY WIRE ANCHOR
OCP/NL CONTROL POINT/NAIL SET GPS
®TSP
TRAFFIC SIGNAL POLE
OCP/TEMP CONTROL POINT TEMPORARY MARK
RXR
RAILROAD CROSSING SIGNAL
NGS METAL ROD NATIONAL GEODETIC SURVEY METAL ROD
Q MH
MANHOLE
® NGS CM NATIONAL GEODETIC SURVEY CONCRETE MONUMENT
Q SSMH
SANITARY SEWER MANHOLE
0 TEMPORARY CONTROL POINT SET
Q SDMH
STORM DRAIN MANHOLE
® NETWORK TRIANGULATION POINT
0 COMMH
COMMUNICATION MANHOLE
Q ELMH
ELECTRICAL MANHOLE
ASTAKE STAKE FOUND
O J.B.
JUNCTION BOX
0 INTERSTATE HIGHWAY
7�` SPIGOT
SPIGOT/YARD HYDRANT
66 U.S. HIGHWAY
O C.O.
SEWER CLEAN -OUT
ELEVATION FINISHED FLOOR ELEVATION
O E.SS
ELECTRIC SERVICE STUB -OUT
O Mw MONITORING WELL
O G.SS
GAS SERVICE STUB -OUT
OPz PIEZOMETER
®CB
CATCH BASIN
® LANDFILL GAS MONITORING PROBE
®CI
CURB INLET
O SURFACE WATER SAMPLING LOCATION
OwM
WATER METER
LANDFILL GAS VENT
AFH
FIRE HYDRANT
O LANDFILL GAS COLLECTION WELLHEAD
>a WV
WATER VALVE
Qw POTABLE WATER WELL
BLOWOVALVE
VALVE
BLOW OFF VALVE
OMB MAILBOX OR PAPER BOX
b G/M
GAS METER
APB POSTAL DROP BOX
b G/V
GAS VALVE
LSAT DISH SATELLITE DISH
D-a ICV
IRRIGATION CONTROL VALVE
OYARD ORNAMENT STATUE, BIRD BATHS, ETC.
D-a PIV
POST INDICATOR VALVE
TREES
® E.JUNC
ELECTRIC JUNCTION BOX OR OUTLET
' SHRUBS / BUSHES
o SIG
Box
TRAFFIC SIGNAL BOX
(H) HORIZONTAL GROUND DISTANCE
(G) NC STATE PLANE GRID DISTANCE
CULVERT
x x x
FENCE
z z
SILT FENCE
GUARD RAIL
APPROXIMATE LOCATION OF
EXISTING SEWER LINES
- - - - - w- - - - - w-
APPROXIMATE LOCATION OF
EXISTING WATER LINES
APPROXIMATE LOCATION OF
EXISTING GAS LINES
I I I I I I I I I I I I I I I I I I I I I I
TOP OF SLOPE
I I I I I I I I I I I I I I I I I I I I I I
TOE OF SLOPE
--DL-----DL-----DL--
DITCH LINES
- - - - - CTV- - - - - cTV-
APPROXIMATE LOCATION OF
UNDERGROUND CABLE TV LINE
CTV
APPROXIMATE LOCATION OF
OVERHEAD CABLE TV LINE
-----FOC -----FOC -
APPROXIMATE LOCATION OF
UNDERGROUND FIBER OPTIC CABLE LINE
- - - - E- - - - - E
APPROXIMATE LOCATION OF
UNDERGROUND ELECTRIC LINE
E E
APPROXIMATE LOCATION OF
OVERHEAD ELECTRIC LINE
- - - - T- - - - - T
APPROXIMATE LOCATION OF
UNDERGROUND TELEPHONE LINES
T T
APPROXIMATE LOCATION OF
OVERHEAD TELEPHONE LINES
---- -ROW ----- ROW -
RIGHT-OF-WAY
TREELINE
0000000000
SHRUBLINE
- - - -
PROPERTY LINE NOT SURVEYED
000000000000000000000000000000000.
ROCKLINE
- - - -
STREAM LINE
- - - - - - -
CENTERLINE
q
CENTERLINE VARIANT
--- - -- - - -
SWAM PLINE/WETLANDS
----u-----u
APPROXIMATE LOCATION OF
OVERHEAD UTILITY LINE
IPS IRON PIN SET
CMU CONCRETE MASONRY UNIT
RBF REBAR FOUND
CPP CORRUGATED PLASTIC PIPE
OTIPF OPEN TOP IRON PIN FOUND
DIP DUCTILE IRON PIPE
CTIPF CRIMPED TOP IRON PIN FOUND
E&T ELECTRIC & TELEPHONE
CMU CONCRETE MASONRY UNIT
FOC FIBER OPTIC CABLE
R/W RIGHT OF WAY
GIP GALVANIZED IRON PIPE
CENTERLINE
O/H OVERHEAD
C CURVE (SEE CURVE TABLE)
RCP REINFORCED CONCRETE PIPE
U/G UNDERGROUND
POE POINT OF BEGINNING
VCP VITRIFIED CLAY PIPE
CID CALCULATED POINT
PVC POLYVINYL CHLORIDE PIPE
PB PLAT BOOK
FFE FINISHED FLOOR ELEVATION
DB DEED BOOK
PG PAGE
L LINE (SEE LINE TABLE)
REF REFERENCE
BLDG BUILDING
DOT DEPARTMENT OF TRANSPORTATION
NGS NATIONAL GEODETIC SYRVEY
CIP CAST IRON PIPE
NCSP NORTH CAROLINA STATE PLANE
CMP CORRUGATED METAL PIPE
MTR BOX METER BOX
CONC CONCRETE
SHEET
NOT TO SCALE
GENERAL NOTES AND LEGENDS
OFFICE MANAGER DESIGNER
M. CATH EY K. SEAMAN G=003
PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
B. CATHEY MAY 2024 19.00124 SCO #19-20324-02A

z
O
Q
O
z
w
Iw
U
Q
_ w
U.
" EXISTING RACEWAYS, (TYP.) Q
�EXISTING FEED TOWER
I7 co
_EXISTING 24 DIP WATER LINE w
EXISTING DRAIN LINE, (TYP.)Lu
DAVIDSON .- R = = R Ls _ EXISTING GENERATOR > `�
_ _I z
' R 1s EXISTING 18" DIP WATER LINE ,'� - -r �. -- �, - R - R -'�= _ _� EXISTING REUSE PUMP o
_ / _
L15 - - - L14 ✓
EXISTING DAVIDSON RIVER INTAKE ` R 1� _ - --. -" -- - EXISTING BRIDGE o
_ G
11 JE PRE _ -E U)
-W-_ - 1 // I T -7PR �P�F cE /WII3
j'R_
RI O
W_w I -
XE U _ QXWY OXYA 14DSON
�XOXYw
c� W OX w0_
i►►ll
R-
Lu
OE -' EXISTING 5,000 GALLON SEPTIC TANK
RIVEo
VIDSON I Lu
A50SYC.X-X- H X-XEXISTNG SHED
EXISTING POTABLE WELL 2 ���_ k� I I / �s -w-" ; L -"x - i� z
1 1 S N
EXISTING POTABLE WELL 1 --E F� e ' x 11 f - - EJ - WETLMND STORAGE L ✓ a \ \
EXISTING SEPTIC TANK -E 11 2\
- 2
TREELINE
EXISTING RESIDENCE EXISTING WORK BUILDING��� x
_ EXISTING PARKING LOT
� ems' _ �/ �1 S - = - EXISTING SEWER TREATMENT \
EXISTING POTABLE WELL 3 / - - �„t,
Line Table
Line #
Length
Direction
L1
70.30
N88° 28' 52.58"W
L2
125.42
S84° 10' 02.58"E
L3
372.25
S80° 50' 12.58"E
L4
270.13
S10° 12' 12.42"W
L5
35.06
N89° 21' 34.42"E
L6
162.32
N10° 43' 22.42"E
L7
351.31
S82° 35' 05.58"E
L8
484.47
S84° 09' 21.58"E
L9
113.03
S74° 29' 26.58"E
L10
129.11
S82° 26' 37.58"E
L11
117.22
N78° 28' 43.42"E
L12
141.61
N51 ° 43' 16.42"E
L13
64.62
N78° 31' 20.42"E
L14
193.35
N85° 50' 09.42"E
L15
129.65
S84° 07' 16.58"E
L16
210.14
S80° 36' 14.58"E
L17
293.02
S76° 52' 58.58"E
L18
163.53
N88° 45' 54.42"E
L19
144.05
N10° 47' 09.42"E
L20
290.02
NO3° 36' 37.58"W
Line Table
Line #
Length
Direction
L21
585.42
N84° 37' 17.58"W
L22
347.04
N84° 35' 00.58"W
L23
323.15
N76° 55' 40.58"W
L24
298.05
N29° 53' 09.58"W
L25
164.43
NO3° 59' 53.58"W
L26
109.43
N05° 26' 15.58"W
L27
115.61
N08° 07' 29.42"E
L28
147.20
N22° 02' 51.42"E
L29
122.89
N35° 21' 51.42"E
L30
112.53
N37° 38' 40.42"E
L31
156.11
N49° 19' 53.42"E
L32
127.58
N49° 13' 21.42"E
L33
77.98
N20° 57' 08.42"E
L34
141.77
N27° 34' 29.42"E
L35
41.89
N26° 36' 05.58"W
L36
129.06
S56° 00' 07.42"W
L37
41.94
S42° 27' 03.42"W
L38
231.28
S31 ° 11' 07.42"W
L39
0.01
NO2° 10' 19.81 "W
L40
114.48
S45° 16' 42.42"W
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
__ --- PLAN
_ 475��'l?-L AVE1 - � \ \
o Ss�VF1i- ,
ZONE A FLOOD BOUNDARY (TYP),
415 APPROX 100-YR FLOODPLAIN
S F�RES� SERv\�E
XISTING HATCHERY ENTRANCE SIGN
ABANDONED POTABLE WELL 4
EXISTING WILDLIFE EDUCATION CENTER
EXISTING 2,000 GALLON SEPTIC TANK
EXISTING GARAGE _ ----_
�.: / N \ L64 EXISTING STORAGE BUILDING L�s�
EX ! _ -
Line Table EXISTING RESIDENCE �::.- ----� /� ss \
EXISTING HATCHERY BUILDING EXISTING WETLAND STORAGE �jd� 1\ \\ ----- -
Line # Length Direction \\\� r \ � � - -
GROGA
L41 120.37 S42° 44' 29.42"W�'� EXISTING CHAIN -LINK � i \� `� L
\ \
L42 122.77 S74° 24' 11.42"W FENCE, (TYP.)
EXISTING OUTDOOR EDUCATION BUILDING -�:`� \ //
L43 36.65 S81 ° 23' 47.42"W Line Table
L44 29.74 S27° 33' 34.42"W Line # Length Direction I II j i /-- -� /�
L45 33.20 S00° 00' 15.58"E L61 16.14 S15° 45' 07.42"W �S �
nil I
L46 73.30 S33° 55' 39.42"W L62 24.11 S41 ° 46' 32.42"W
L47 72.81 S59° 42' 46.42"W L63 42.16 S54° 33' 51.42"W
L48 39.17 S78° 26' 47.42"W L64 63.81 S76° 44' 31.42"W 11 I :mil
II /
L49 48.31 S62° 28' 09.42"W L65 34.53 N85° 01' 47.58"WI
I I SPRING
L50 47.26 S40° 19' 13.42"W L66 93.30 N69° 46' 43.58"W III 1
L51 44.24 S59° 14' 43.42"W L67 34.67 S30° 43' 11.42"W
�- EXISTING DRIP IRRIGATED FIELD
L52 35.55 S74° 28' 47.42"W L68 47.41 S06° 32' 13.42"W j I /
/
L53 82.24 S51 ° 29' 53.42"W L69 195.33 N74° 06' 24.58"W j I� I /' �. i %b
i L5
L54 84.43 S75° 23' 07.42"W L70 99.82 N31 ° 50' 26.58"W
L55 72.58 S53° 26' 22.42"W L71 143.79 S79° 02' 10.42"W
L56 75.53 S43° 38' 31.42"W L72 92.66 S43° 55' 58.00"W
L57 62.46 S15° 57' 38.42"W L73 69.07 S87° 57' 44.51 "W
/
L58 122.57 S10° 38' 55.42"W L74 136.14 S27° 16' 15.44"W
PROPOSED PROJECT USE AREA = 45.08 ACRES
L59 110.64 S09° 28' 55.58"E L75 153.24 S38° 39' 39.82"E�/ /
L60 29.02 S03° 13' 55.42"W L76 130.54 S11° 58' 55.22"E EXISTING GRAVEL DRIVE
?� ' L43
/mod"/ /
/ j j/' /rn.•�'/ 1V
EXISTING GROGAN CREEK INTAKE
/ OGIC j
{ . GR
Ile /
SIGNED AND DATED:
vAapg6° Caa1f�0� io BOBBY N . S E TZ E R 120 0 60 120 240
►¢�cH . STATE FISH HATCHERY RENOVATION
a! 9 THIS DOCUMENT HAS BEEN DIGITALLY GRAPHIC SCALE DIVISION VALUE = 120 FEET
�Q r SIGNED AND SEALED IN ACCORDANCE
R • m WITH THE STANDARD CERTIFICATION SCO PROJECT # 19-20324-02A
• r,. : o REQUIREMENTS FOUND IN NC
••;�ti� NC WILDLIFE RESOURCES COMMISSION oM.CATHEY DESIGNER
ADMINISTRATIVE CODE 21-56.1103(E).
4 THIS DIGITAL SIGNATURE HAS BEEN
•�• Q1NE�••• FOUND BY THE NC BOARD OF
•r••,••.+• �` EXAMINERS FOR ENGINEERS AND
C.
.,•1��' SURVEYORS TO MEET THESE PROJECT MANAGER REVIEWER
:7+. STANDARDS. PLEASE CONTACT THE �^9peg`ge4 SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION TRANSYLVANIA COUNTY, NORTH CAROLINA B. CATHEY B. CATHEY
VALIDATING THE SIGNATURE.
OVERALL EXISTING CONDITIONS
PLAN
DATE PROJECT # FUNDING #
MAY 2024 19.00124 SCO #19-20324-02A
SHEET
CE=1 01

!f
/
\\ \ FS 47gg
_ a0P0
EXISTING DAVIDSON RIVER INTAKE AND
DAM, SEE STRUCTURAL PLANS FOR ANY
./
Jam'%))mil j i
NECESSARY DEMOLITION� CD_107 }1-�
Y - _ i J !( SS J'1✓�� ,_ = / / �-��//(ice �/ / r "` �j /( �a DAVIDSON
fry//^_�J L_ _I
\\ ` � \ \ `) �_ j _ ' -� . -i� .i ^/ �-'--�~` -`l�/ / / � S ^//'_'^h�� �. 2355✓L��';'--�I�I,`�i--_1^ �'�� 1 � •�I•I�� � �' � �\ r
--� i�vy �`
O' \ �1 S� �� J% Iti l`^ f �-„S���TnI CD-104 r�J��� _ ice% \ i Ei --—�_E�-E�--m E —
'IrPR-P�---PF--
- —
p S\ 1 r 3 1 1
1
1r-ltr r( � I 'r , t 1 I -- \1 � �. ��w —w— --w— --mow„---
- �� - CD-1 -N.I� 'p OXY =-�- Xi _---
/' l� I .�,�/' � �' l � J 1'0. � \ ., ) )��� �� � %
c�, s JCS, /,•� i�� tl ��_: ��� �� � �� � /J � —z� •r 4 � o � \ �. � f i
S/��\—� wJ --�-�w— =�=w w��•� — — / j f
III
—E�_ --c-E J-,—�E�— � �� _r_ —__ `'• � �� ) III ,.'-- s —
—
/
� r\ r'3j c� � I Il �^^`%J( r � CIJ �/l � \ • / ( \` ) 4 I � � �� L \ ; � I - - - sc-
��\� O
to I l II / � J / J •/ - - - S'\ \ \� I 1 I �- f ~ r
7A
IVP ► J \E\ �IIII—�
VIDS N RDA \
'�-
�-
II 'U\�J.--_���� 1i(-^n�\ \��� l\f-r - - r> 1 `i x ti °� III i \ d, ", �J /r
�- - � - � E r- � J � / .� � - �.. � � ''�"7r,—� -- 7 �� � � -- J ? e ?rp-- -�Ji� `�`\ E3� - � / l '✓ I ( r .- � � 1 \ I � � I � I ( I �' r, � \ `/ j ip �
EXISTING BUILDINGSTOREMAIN w\
!�✓1EE__ ��
�z
LU
ry
LU
Q
1\` ��//l �/ / L /"' ->• -- � l ,l - .. _. � � 1 \ l ` l` \1 �! _
EXISTING RACEWAYS (TYP) rll\\ Ifff�, �/y y`'�` ��_f .� �\ ��� \\1 '\
TO BE DEMOLISHED +�\\� %�!�/ �' ,/ �f° �`�� ���>��-y, ��_� �1�e`l�\� �� `� I� ��\ LU
co
EXISTING REUSE PUMP I ° �� \\�,\\ uj
N
i - ---- TO BE DEMOLISHED w
m
E E ! lr l! / -� l-� ~\ `�\ - = 1� CD- o ) � z
� T -)� 'ILA_ \ R �.,r \ -� { O
oxYL — oxY �X;,
0
LU
? }II v
XX X XX r / ` / r - `Z � \ G1 -
i 7 f X l� \ t / I -- e4�\�1� 1tL��\ /\\Y o
J W
JAI
ND SyORAGE)>
/ I ` i t s TREECTN ` ` \ ✓% w /� L / L' 1 J' \ �j
^/-T - J 11 / // L P,`J� 1 �1 °�\ C�j
f X
kl� CD-1 08 ��
-r —_a///,✓
fjl�• alt��° 4 \ /�'L � ° �' . �r // -� .• - � `� \ . \ ` ./. TCJ _ � v�?`, �` v -\ � � f I C i"�J/
°1 .: ti� N — `•~ \ ��'�y7-. •r i \ \ \i io. \ )`'. \ .—. f.'�'1 P ,,,1 r ` ^ `� 7 -
-� \v / rJ'% .J 9 V ��'` �f \` - �- (\ - . '� ^,,v ^�L Z / \ �• , t c v 1 J c - I ti /•'tip ., t " - k�sr �1r �. \ \ fG
—_ � \ r�- S ��j// � `� it-i)��- '� r--�� -1-n � ZL �J/L�\ ���y-� c- o°� _,�=�-�'_L���oi a , � 1 z �' r•i'h S;.a\ � �
Ifr ti
=���\\�� /�III��/o\v✓V (`ti lS \ \ is " U
.:EXISTING BUILDINGS TO REMAIN �
\r1J\�l l - - CD-1
/ �.i f /._'.., �! 1✓//./•" \ r
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
EXISTING HATCHERY BUILDING
TO BE DEMOLISHED
EXISTING GARAGE TO BE DEMOLISHED
SIGNED AND DATED:
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED IN ACCORDANCE
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC
ADMINISTRATIVE CODE 21-56.1103(E).
THIS DIGITAL SIGNATURE HAS BEEN
FOUND BY THE INC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN NO
VALIDATING THE SIGNATURE.
In a.
// l /ff
� fr
P 1 P rkT
JI�fJ/�jflJ1rr1' . ZONE A FLOOD BOUNDARY (TYP),
\' i�(\ lfltgl�rl�r��///i�lf�Ifirj� APPROX 100-YR FLOODPLAIN
c 1 1 Ir \� / � 5
Ir I�\ll \\�� 'J/l S S f/ /
I J
EXISTING GRAVEL ROAD
R.
%jr/�//�
EXISTING GROGAN CREEK INTAKE AND
DAM, SEE STRUCTURAL PLANS FOR ANY
NECESSARY DEMOLITION
r� ////.
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
DATE BY DESCRIPTION TRANSYLVANIA COUNTY, NORTH CAROLINA
AL
i
Al
/ _,
LEGEND
FOR ALL DEMOLITION SHEETS
— — — R —
PROPERTY LINE
— --- —--- —
EXISTING
STREAM
— —
25' TROUT
STREAM BUFFER
— — —
FLOOD HAZARD LINES
-----w—
EXISTING
WATER LINE
S
EXISTING
SEWER LINE
-----------==--
EXISTING
STORM LINE
— — — — —E—
*EXISTING
UNDERGROUND ELECTRIC LINE
-----�—
*EXISTING
UNDERGROUND FRANCHISE UTILITY LINE
— — — — —T—
*EXISTING
TELECOM LINE
-----G—
*EXISTING
GAS LINE
EXISTING
TREE LINE
EXISTING
CURB AND GUTTER TO BE DEMOLISHED
X EXISTING
UTILITY LINE TO BE DEMOLISHED
) u u u )< )< )�)()(
EXISTING
UTILITY LINE TO BE PLUGGED AND ABANDONED
r/////]
EXISTING
BUILDING TO REMAIN
AEXISTING
PAVEMENT TO BE DEMOLISHED
EXISTING
BUILDING & APPURTENANCES TO BE DEMOLISHED
EXISTING
PAVEMENT TO BE RESURFACED (SEE
NOTES ON SHEET CD-109 FOR DETAILS)
*FRANCHISE UTILITIES SHOWN FOR REFERENCE ONLY. CONTRACTOR TO
REFER TO ELECTRICAL PLANS FOR REMOVAL DETAILS AND COORDINATE
WITH FRANCHISE UTILITY COMPANY FOR REMOVAL/RELOCATION
120 0
I I
60 120 240
I I I
GRAPHIC SCALE
DIVISION VALUE = 120 FEET
OFFICE MANAGER
DESIGNER
M. CATHEY
N. CROOM
PROJECT MANAGER
REVIEWER
B. CATHEY
B. CATHEY
N 0 TE
SEE ELECTRICAL SHEETS
FOR ALL ELECTRICAL AND
COMMUNICATIONS ITEMS
OVERALL DEMOLITION PLAN
DATE PROJECT # FUNDING #
MAY 2024 19.00124 SCO #19-20324-02A
SHEET
CD=101

y J , � � �� EXISTING STORMWATER
1
<11 _ -\ PLAN I _ ✓' - �\ _ _.�._� �- PIPES TO BE DEMOLISHED I a'O
CUT EXISTING STORMWATER PIPE BACK 5 BEHIND RIVER it `_ ,I III - - III ,�, — `—=_;•\� it w
-TOP OF BANK, PLUG AND ABANDON, REESTABLISH — - irt� - - - - _/- M11 �' EXISTING BUILDING TO �J �;� J REMOVE PUMPS, PLUG AND ABANDON PIPES,
�- - FILL AND ABANDON SUMP PIT, CONTRACTOR w
BANK CONDITIONS, CONTRACTOR TO SEED AND STRAW, — —,- — _ / I - - _ _ _ _ REMAIN. SEE MEP PLANS �J /
OR INSTALL MATTING FOR IMMEDIATE STABILIZATION AS II — - �`-�-/ J '�
i CUT EXISTING STORMWATER PIPE BACK 5 BEHIND -FOR INTERIOR DEMOLITION _ _ � I , � I TO CUT DOWN CONCRETE STRUCTURE 1
NECESSARY (TYP) r — II — �� _ �� IBELOW GROUND, FILL WITH STONE, THEN
r RIVER TOP OF BANK, PLUG AND ABANDON, � _ � /
1 — — c -'= -� _ - FABRIC LAYER AND COVER WITH SOIL -/ / / �- / -
II CONTRACTOR TO REESTABLISH BANK CONDITIONS II -\ — ��� _
~\ EXISTING ASPHALT 1 �/� AND SEED AND STRAW, OR INSTALL MATTING EXISTING TRANSFORMER TO _ x� _ Q
PAVEMENT TO REMAIN 1 FOR IMMEDIATE STABILIZATION AS NECESSARY BE DEMOLISHED, SEE ELECTRICAL �euILDING`�V�' SUMP — I� ti ' REMOVE EXISTING STONE BASE AND / /'.
---E-----5-- II UTLITY BOX PLANS FOR DETAILS � �� Il..r �E PIT X //A x EXCAVATE TO SUBGRADE ELEVATION TO — N - ` w
n ---E---E-----E-----E-----E 11--—E—--E----- — t —(TYP) _ _ /; �` x I �� �>; // — N
I E —E— t �'� - I� I �x—x x� ACCOMMODATE NEW ASPHALT PAVING SECTION — w
----E-- ��—E--- / - ` L-----E-----E—� I 4I I 1 \/� / x / co
_ —-----E-----`J Imo\ PER DETAIL ON SHEET C-151 (TYP HATCH) / z
_ E-----E---- IIE---=` E I 1 �',' II ' �F�MR FFFF � � I � � 1
1-----E-----E---- ��+ E-----E----- 7
>( ( ( ( ( \/ a ( ( `-- E-----E—=—E-----E----------E---- \ 12`346.24' o
/\ /\ \/\ \ \���\ ��\ �\ � l\�/� \ -Fyn ��\ \ /\ �\ x /\e�\�\r \ \ \rq\ \ �(��\ �\ /\ \ /�I > 7 �77, dl I, p / I / \!i _ / E I \-� rJ ' l x— / /
+ � � � 711 7_ DEMOLISH EXISTING ASPHALT
_—_T—
L`
'/ I II \ -- �T-- x _ z
------T— T T—�- fi = T----
---T-----T— -- T-----T-----��----T-----T�----T---L^—T-----T-----T---1+—� �_--T-----T-----T-----T— � - �--- ---- �—� — --- 7 � ---,PAVEMENT TYP HATCH
T----T-- -
\ i i EXISTING OXYGEN EQUIPMENT I EXISTING LIGHT POLE TO BE \�� `\ \ EXISTING STORMWATER / o
r EXISTING RACEWAYS II I EXISTING FENCE EXISTING WATER LINE \ PIPES AND STRUCTURES , 0
TO BE DEMOLISHEDII TO BE DEMOLISHED (TYP) II DEMOLISHED (TYP), SEE TO BE DEMOLISHED \ TO BE DEMOLISHED co
w
7\\ II II ELECTRICAL PLANS FOR DETAILS TO BE DEMOLISHED 1
O
EXISTING LIGHT POLE TO BE \ /' ,'�•, Lu
/ / x,, / 11 / `� / \ / I -, /-� w
`'') x )( )( OX )( )(x xX x I 1 i� )� X X� R x )� )( ox—x 7( x_*x X x (� ( )( /X'-')( )( )( )(BIX )( )( )( �')( )( )( )(m` )(x X(-C' )(11)( ) )(° Y DEMOLISHED TYP SEE � x � LL
\ Ire (TYP), .Ii,.. EXISTING CONCRETE CURB AND o
x x x x xT x x x— 1 V`— x x x 1 1 x — u u J — ELECTRICAL PLANS FOR DETAILS I
II \ �, GUTTER TO BE DEMOLISHED (TYP)
i
I
--REMOVE EXISTING TREES AND SHRUBS
\\ FOR INSTALLATION OF PROPOSED 1 \
FACILITIES, AS NECESSARY (TYP) \ \
DEMOLISH EXISTING x ; EXISTING COLLECTION // \
> — --'-ASPHALT PAVEMENT ► SYSTEM MANHOLES AND
r I 4" PVC GRAVITY SEWER / (TYP HATCH) M �I �
x x x x x x x ; -> C LINES TO BE DEMOLISHED
EXISTING LIGHT POLE TO x `
EXISTING FENCE TO xx
BE DEMOLISHED TYP I` \ „�L
BE DEMOLISHED (TYP) I EXISTING LIGHT POLE TO BE
(TYP), tx
>(
SEE ELECTRICAL PLANS _ \ _v� ,, \ � •, � - � DEMOLISHED (TYP), SEE ELECTRICAL
FOR DETAILS x ( ) —
\� PLANS FOR DETAILS
RE �I / �j' UILD
LP - - r �' LP LP ° - /
L
cE�x—��x— —x— ——x—�����t — x� x—x �E— — Ex x— x�x—�c�x—x—�����-xx E — x E x z x_x xx x= J (// ✓ / I 4
---_ _ �� o__TiEXISTING HATCHERY
-�� -` LTA -L ' iET `� LT-_- ��-1--*� -5 ANDSIDEWALKS' L ---r—=T S--� s s S s — BUILDING N -- --
_ - - _ '- GAZEBO _ — — _ /
\\ — �\ �c \ TING — IS — DEMOLISHED, , DSE EXISTING SANITARY ----- — — — -- — —-------.— — \ /�,,, \�\ \\ \ - SPIG
\ EXISTING BENCH AND FISH APPROPRIATE HAZ R S 1 OT
__ E.S�
SEWER LINE TO _ --' — — --�� \ "-- \ \ \ FOOD TO BE DEMOLISHED (TYP) MATERIALS DISPOSAL —��
,,—REMAIN (TYP) ��� i ,---I EXISTING LIGHT POLE TO �: \\\ \ EXISTING SIDEWALK METHODS, ` \ ALL EXISTING �
BE DEMOLISHED (TYP) I ,' �� �I UTILITIES WILL BE / 1 —
F / 1 I TO REMAIN TYP 1
�I II i i SEE ELECTRICAL PLANS I N i C II i I 1 ,� , ) REMOVED FROM UNDER
11\ I FOR DETAILS I \ / i I I / ��! EXISTING AND PROPOSED
VV
P D I I , , / 1 BUILDING, SEE SHEET — 1 �' 1 EXISTING 2000 GAL
I I E T L I' I J // , L-— J C-105 FOR PROPOSED __ L
POND I F � D STORAGE
i I � I I — � , � __/ /� 1 11 SEPTIC TANK TO
��\\ I � I � ' BUILDING FOOTPRINT ` � � G / w / BE DEMOLISHED
/ _ / / \ 1 11 / / CONTRACTOR TO
`� / —/ �� i — — — — / PUMP AND HAUL
� I � // /- ter, �/c I ..-
--I I / / I Y _ J—s EXISTING SIDEWALK ,� `_/ ,N /� 11 , -EXISTING SEPTAGE
TO BE DEMOLISHED i �I / //� ,� PRIOR TO REMOVAL
EXISTING FENCE — � ------------------- __— EXISTING BUILDINGS TO REMAIN — I� '—S /
n
— ____--------�' ' / r SP�GC� 4=ems 1s/ s�s��c s s s s
TO REMAIN — — — — —�F\— — — — — — — — — — __---- — (TYP), CONTRACTOR TO MAINTAIN I I —,I /\/>\ "S� S \ \S� S,—/. S 1� S S
— — — — — I- UTILITY CONNECTIONS!—'E-- 1\
— — ---- - - - ----------��------ - - - - - ------- �/ __ I r , \ / 1\
`------ ---------------------- \ -_----------------__- /- Imo- `\ r-( G//��_� / iP \ / mm
- - - - - - - - - - - - - - - _ — —G— l \_ �/ EXISTING SANITARY SEWER
_--\-------------- --
---------EXISTING SANITARY SEWER---- ___ -- Co —_G ,� —\ �� LINE TO REMAIN TYP
GRAVEL GF2AV / LINE TO REMAIN (TYP) S S--=S__—G— 1 EXISTING SIDEWALK {--_� N /� ��— �� (TYP)
--__ — — — — — — SAS l _ TO REMAIN (TYP)
S 5-------__ / BUILDING' ( —���---T-----T-----I- --- v T---// `_�
T—----T-- / T— im
/ � r
SSMH
SIGN / 1
EXISTING SIDEWALK �, \ BENCH (TYP)
EXISTING GAS LINE ,—� N / TO BE DEMOLISHED �� �\ r
// � \ ,� �, 1 / __ __—_ � � EXISTING LIGHTPOLE TO BUILDING i rrm
II �� (,rl
TO REMAIN (TYP) UP —U--- — / / —D REMAIN, SEE ELECTRICAL
PLANS FOR DETAILS
EXISTING WATER LINE r' / A R ! A /
— E
,'\✓ //--__E--- \ � TO BE DEMOLISHED -/ /_,�/ I /' I f s NOTE
y (TYP) „ 0 EXISTING BUILDING TO REMAIN, — �1 I �� '
II CONTRACTOR TO MAINTAIN UTILITY // ��I I SEE ELECTRICAL SHEETS
�SIG\N I CONNECTIONS TO BUILDING i ,�
_ FOR ALL ELECTRICAL AND
EXISTING SANITARY SEWER �\ _ II/ j - - _ - _ �'— — — _ — COMMUNICATIONS ITEMS
LINE TO REMAIN (TYP) —
t\/�/ � � BENCH -
SIGNED AND DATED:
L.�o��iwo BOBBY N. SETZER 20 0 10 20 40 SHEET
�► Q,�H 'SRO °h►
••'"""''• �'yd STATE FISH HATCHERY RENOVATION PRODUCTION RACEWAY DEMOLITION
•�► .b�ESSf'•.
*Q9 THIS DOCUMENT HAS BEEN DIGITALLY GRAPHIC SCALE DIVISION VALUE = 20 FEET PLAN 2 O F 2
® 55 Broad Street :Q{ SIGNED AND SEALED IN ACCORDANCE SCO PROJECT # 19-20324-02A
WITH THE STANDARD CERTIFICATION ( )
Asheville, NC 28801 s REQUIREMENTS FOUND IN NC OFFICE MANAGER DESIGNER
s i ADMINISTRATIVE CODE E HAS 1103(E). NC
WILDLIFE
RESOURCES
COMMISSION
828.252.0575 %.� ? � THIS DIGITAL SIGNATURE HAS BEEN M. CATHEY N. GROOM
•'tiQ1NE��=' � FOUND BY THE INC BOARD OF
CD=1 08
NC Firm License # C-0459EXAMINERS y •'+w..r.•'��`?` SURVEYORS FOR
MEET INTHESEEERS AND PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
mcgillassociates.com ',�, C. STANDARDS. PLEASE CONTACT THE TRANSYLVANIA COUNTY NORTH CAROLINA
^Ilye��0o SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION ' B. CATHEY B. CATHEY MAY 2024 19.00124 SCO #19-20324-02A
VALIDATING THE SIGNATURE.

_ ---- PLAN L= - _ \, - I >
EXISTING PLATFORM TO REMAIN �- I-i-/ - I L _ _ \\ J�\ o
�- ry
LU
-� __-_ EXISTING CONCRETE CURB AND - — - ` \--`~- -_= ��\ ��/
------------_-- \O
1 \ \ Q
GUTTER TO BE DEMOLISHED
/ EXISTING CONCRETE _ \
— L EXISTING LIGHT POLE TO \`__---- — �— \` _ I ,_�—� \\ _ i
\ CURB AND GUTTER I \\ ---_ - _ -I- TOP1:BEECH 30" %\ _
uj
TO REMAIN TYP d REMAIN, SEE ELECTRICAL
\ _ ( )_� \ / PLANS FOR DETAILS \ \
_ 30' VEGETATED SETBACK TYP
REMOVE EXISTING STONE BASE AND _ (TYP) \ \ w
...... - _ _ R- - - S EXCAVATE TO SUBGRADE ELEVATION TO �- \� w
_ '`\ - R= _ - -- — �- _ _ / ACCOMMODATE NEW ASPHALT PAVING
SECTION PER DETAIL ON SHEET C-151 �� _ — 25 TROUT STREAM BUFFER (TYP) \
o
Rwg
0_4 P901
EXISTING ISLAND AND
CONCRETE CURB AND
GUTTER TO BE DEMOLISHED
EXISTING CONCRETE
CURB AND GUTTER
TO REMAIN (TYP)
EXISTING CONCRETE
CURB AND GUTTER TO
BE DEMOLISHED
u� `\ EXISTING 5000 GAL SEPTIC TANK TO BE
j DEMOLISHED, CONTRACTOR TO PUMP AND
HAUL EXISTING SEPTAGE PRIOR TO REMOVAL
\ \ REMOVE 2" PVC EXISTING BACKWASH/RECIRC LINE
FEED TO EXISTING SEPTIC TANK AS INDICATED BY
EXISTING LIGHT POLE TO
REMAIN, SEE ELECTRICAL
P`L'ANS FOR DETAILS
EXISTING CONCRETE
CURB AND GUTTER
TO REMAIN (TYP)
i (TYP HATCH)
-
\ m
- I
— —
SIGN
\ \ - z
_
o
-
EXISTING CONCRETE
o
CURB AND GUTTER
-\ L
- \\ \ \\ -\�- w
TO REMAIN (TYP)
I
\ <\
/
—� _ \� \�-_`= -- 0
LU
0
WA_
/
EXISTING UNDERGROUND
ELECTRIC TO REMAIN, SEE
ELECTRICAL PLANS FOR DETAILS
EXISTING CONCRETE
CURB AND GUTTER
TO BE DEMOLISHED
LU
9
EXISTING CONCRETE
\
CURB AND GUTTER
/ ,' `�
�� z
TO REMAIN (TYP)
�
SIGN
/ \
-----------/
\ \
EXISTING CONCRETE
s CURB AND GUTTER
I TO REMAIN (TYP)
\\ \
I
\
\I CROSS -HATCHING V
� EXISTING 8 PVC GRAVITY SEWER FROM I \i `,-
�(�( )(\)OO )�)O(xl _� - J I I \ I � EXISTING STORM WATER
MANHOLE TO EXISTING RECIRCULATION I ) \
/ \\ TANK TO BE DEMOLISHED - i I �\ PIPES AND STRUCTURES \ \ \ I\
\ , LP ` , \ TO BE DEMOLISHED \ \ \ \
a X- \ \ \ \ \ \ \ \ \ \ \ \ \
�\ EXISTING RECIRCULATION TANK �__"_-
x AND SAND FILTER TO REMAIN EXISTING LIGHT POLE TO
�X REMAIN, SEE ELECTRICAL
PLANS FOR DETAILS
x EXISTING FENCE TO REMAIN \�� ----\
/ \ I --- \ \ \ \ w `\ \\ \\\ I �\ \\ I
EXISTING 2 PVC BACKWASH LINE
x BLDG REMAINS WHERE NOT CROSS -HATCHED x
\ \
\ EXISTING STORMWATER PIPE TO
x y EXISTING BUILDING TO REMAIN, ?\ TREELINE `� i BE PLUGGED AND ABANDON
� � I \ /�� I ` \___ j \ ✓ I � I \ \
X / I CONTRACTOR TO MAINTAIN UTILITY
S_ 5� CONNECTIONS TO BUILDINGxI
i _ \
x—EXISTING ASPHALT PAVEMENT - \ I
TO REMAIN _ I
X_X_X_
_ _ X2335 \
CHAIN LINK FENCE X
\\ /
NOTE
SEE ELECTRICAL SHEETS
FOR ALL ELECTRICAL
COMMUNICATIONS ITEMS D
® 55 Broad Street
- — - Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
SIGNED AND DATED:
���g9a4 CA. BOBBY N. SETZER ?� �� ?� 4a SHEET
�H AR
bgs. °�.''� STATE FISH HATCHERY RENOVATION
,.�.•,"bF�ss,••. �.��� PARKING LOT AREA DEMOLITION
jQQ' THIS DOCUMENT HAS BEEN DIGITALLY GRAPHIC SCALE DIVISION VALUE = 20 FEET PLAN
+ • a SIGNED AND SEALED IN ACCORDANCE SCO PROJECT # 19-20324-02A
• m WITH THE STANDARD CERTIFICATION
• �� r,. REQUIREMENTS FOUND IN NC OFFICE MANAGER DESIGNER CD=1 09
'•��• J /� a ADMINISTRATIVE CODE 21-56.1103(E).
• +a THIS DIGITAL SIGNATURE HAS BEEN NC WILDLIFE RESOURCES COMMISSION M. CATHEY N. CROOM
'•��Q1NE�¢" FOUND BY THE NC BOARD OF
rrwhrrrrr•r G� EXAMINERS FOR ENGINEERS AND
C. SURVEYORS TO MEET THESE PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
e7�� STANDARDS. PLEASE CONTACT THE TRANSYLVANIA COUNTY NORTH CAROLINA
Ae404 SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION ' B. CATHEY B. CATHEY MAY 2024 19.00124 SCO #19-20324-02A
VALIDATING THE SIGNATURE.

PLAN
Fs -
v0
-------------------
v S•
EXISTING PARKING LOT TO BE RESURFACED
30' VEGETATED SETBACK (TYP) I
— — 1
— 25' TROUT STREAM BUFFER (TYP) / RIVE —
DAVIOSON I PROPOSED PRODUCTION RACEWAYS —
Ir
------ AND COVER STRUCTURE
CD-1 041
DAVIDSON RIVER DAM AND INTAKE, --- PROPOSED EQ BASIN,- _o X _
(
-- DAVIDSON RIVER a--
PROPOSED HEAVY SEDIMENT REMOVAL SYSTEM — — —... -- C-105 = _ °
a °
II y ,J
II I ;' II _
_ - - a
d °
I © Q II
®® PROPOSED HATCHERY BUILDING _ _
/ ON RIVER / X i� \ — — — — G
DAVIDS i' l/ a I + —
EXISTING BUILDINGS TO REMAIN , / A-x—x—
EXISTING RESIDENCES TO REMAIN
PROPOSED BROODSTOCK RACEWAYS ( �) r•� ."
AND COVER STRUCTURE / EXISTING RESIDENCES TO
PROPOSED STORAGE BUILDING \ ` �� �/ C-1 06 I REMAIN
EXISTING BUILDING TO REMAIN
c) I
• LSPRING
�l
SPRI I. EXISTING GRAVEL ROAD
Qj
v
/moo
o
r
Fc-- 102
I
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
SIGNED AND DATED:
�ag4a4aao�oi�ii�i
`�IA
1
O ��•O� 7��p
jP
THIS DOCUMENT HAS BEEN DIGITALLY
Q ,
SIGNED AND SEALED IN ACCORDANCE
WITH THE STANDARD CERTIFICATION
s
REQUIREMENTS FOUND IN NC
ADMINISTRATIVE CODE 21-56.1103(E).
.. ®
•;.fQ�NE�`,Q
THIS DIGITAL SIGNATURE HAS BEEN
FOUND BY THE INC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
�@!�0
SIGNER IF YOU NEED ASSISTANCE IN NO
VALIDATING THE SIGNATURE.
PROPOSED HEAVY SEDIMENT
REMOVAL SYSTEM
�—GROGAN CREEK DAM AND INTAKE
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
DATE BY DESCRIPTION TRANSYLVANIA COUNTY, NORTH CAROLINA
120 0
I I
60 120 240
I I I
GRAPHIC SCALE
DIVISION VALUE = 120 FEET
OFFICE MANAGER
DESIGNER
M. CATHEY
N. CROOM
PROJECT MANAGER
REVIEWER
B. CATHEY
B. CATHEY
ZONE A FLOOD BOUNDARY (TYP),—
APPROX 100—YR FLOODPLAIN
U)
Lu
\ Lu
N N
SON RmrR - m
----- , °
109 C-
--_��
I�1IllIIIIUIIIIIIIj z
50"' YC. \ U)
o
IIIIIIIIIIII �- U)
W
LLLLL \ O
LLLLL,
LLLLLLL
x 24
LLLLLLL
" W � LLLLLLL \ Q ° ,LLLLLLL I
L LLLLLLL
,LLLLL
,LLLLL L
LL
TREEUNE I LLLLLLLLLLLLL J
,LLLLLLLLLLLL \ \ 0
LLLLLLLLLLLLLL \ J
,LLLLLLLLLLLLL I
\LLLLLLLLLLLLLLLL \
X LLLLLLLLLLLLLLLL
J ,LLLLLLLLLLLLLLLL U
X LLLLLLLLLLLLLLL Z
x LLLLL
X��-- '
O
/EK PROPOSED STORMWATER
GR AN WETLAND
PROPOSED PUBLIC RESTROOM
\ PROPOSED 5000 GALLON SEPTIC TANK
PROPOSED 2000 GALLON SEPTIC TANK
PROPOSED CONCRETE PAD FOR PRODUCTION RACEWAYS
EFFLUENT WASTE TREATMENT
PROPOSED PARKING LOT — — — — —
OVERALL SITE PLAN AND SHEET
INDEX PLAN
DATE PROJECT # FUNDING #
MAY 2024 19.00124 SCO #19-20324-02A
SHEET
C=101

PLAN
6
I
2349
2346
2343
2340
2337
2334
2331
2328
9+00
� � u-----u-----u— --u-- ---u� --u-----u--- --u--ate �= u� \ �� r � o
4 1 f
o
-_
-_tLP -
RACEWAY F II RACEWAY G RACEWAY H "' -I 1\ RACEWAY I o \ /1 a
< I III 1 1
I J I d/ \//
z 4 I \ )III \ \ ` \ STA. 15+50 PROPOSED 6'-0"x16'-0"x8'-0" j
o (5000 GALLON) SEPTIC TANK /
o �� I a v , (REFER TO DETAIL S-37 SHEET C-902)
a o o a i 4 0 o a o o \ 1 0 \ o o
�C
—
�LJI I I ) I I I I ) J r-^" I 1\ I / RECONNECT 2" PVC RECIRC/BACKWASH
I
J I a Z� c LINE TO NEW 5000 SEPTIC TANK
_ _ \ •. dfPROPOSED 8 DIP FROM
I / I
�SS� BATHROOM TO SEPTIC
- - - GAZEB X -X_x� X_X _
e \ I AN i T K
(\ J� }, f N` �� �� Xis ss ss
` V V I P/L\ D S �/b R A G E I / N �� ,1 J / / / \ \ (/ ` " l / \ 5� — y �I _/ / �� I u BLDG —
S r �.�� STA. 15+22 PROPOSED MANHOLE
EXISTING
4, �/ y� _ I / \ °.':� .: _ ..-�� " / DOMESTIC WASTE CONNECT TO EXISTING RECIRCULATION
- s- TREATMENT SYSTEM rr
EXISTING MH TANK WITH NEW 8 PVC DRAIN LINE
_ INV. IN: 2337
STA. 10+00.00 SEWER LINE TO-_---___��.� /`�-----=-J / � � S ��-- - -w �I � � SS � � - _-_ S�=S S � ss S� / '
SEPTIC TANK, - _���� --- -sue--- -- I/i 1 7-
_--S - EXISTING SANITARY SEWER SYSTEM CONNECTION. %� Fo ) ' EXISTING 2" PVC BACKWASH LINE
- ---- - _ _G MUST REMAIN IN SERVICE AT ALL TIMES. CONTRACTOR - - - - - - �/ x
G I TO COORDINATE TIE-IN/SWITCH-OVER WITH ON -SITE - - - _Fou- _ 1 II STA. 14+80 PROPOSED / I
gU1LD1NG ' / I C �
N - - = RESIDENCES AND HATCHERY MANAGER. _Fou I �1 / 1 5 r 0» x16r 0rr x8r 0"
/ • . _ FOu - FOU - FOU - - - - FQ1L _ - - W . (2000 GALLON) SEPTIC TANK \ I/
_ 'w ti
Fou— — \ BENCH (TYPO SIGN ���� (REFER TO DETAIL S-37 _� ,-4
= i �, �I� , _ _ - \\ Il Il BUILDING x SHEET C-902) E x X
UP
I I
PROFILE
SCALE- HORIZ. 1 "= 30'
VERT. 1 "= 3' 2349
9+60
Id ® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
EXISTING GROUND
/ 2346
\� PROPOSED GRADE
2343
2340
00.
00
00
i x00
APPROXIMATE LOCATIONS OF EXISTING 2337
SANITARY SEWER LINES TO REMAIN IN
i — PROPOSED SEPTIC TANK
SERVICE. CONTRACTOR TO PROTECT ��
LINES AND MAINTAIN SERVICE.
PROPOSED SEPTIC TANK
2334
10+20 10+80 11 +40 12+00 12+60
SIGNED AND DATED:
�g9949>a90��fRr f�I
a ZH OAR w
�•� o THIS DOCUMENT HAS BEEN DIGITALLY
Q • SIGNED AND SEALED IN ACCORDANCE
• • WITH THE STANDARD CERTIFICATION
• �� r, : REQUIREMENTS FOUND IN NC
�•• (r��yr>/ ;� ADMINISTRATIVE CODE 21-56.1103(E).
�5�� .$ THIS DIGITAL SIGNATURE HAS BEEN
••:LQ1NE�¢•• FOUND BY THE NC BOARD OF
•�.••••.Ol GG� EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
948640� SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION
VALIDATING THE SIGNATURE.
w
2331
N
13-
uj 0
N Z
O
Z
d
d N �
Y
aWZ
OOQ
O
�Y 2328
Z
00
N
Q N
U
LoO6-+Q
1-0
+I-
w_j
+W
U) wLoU
U
Z a
On
a
mow
�Ow
Ix
�Q
(n cV (n
(no a Z
(n a 0
13+20
13+80 14+40
15+00
15+60 16+20 16+80
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA COUNTY, NORTH CAROLINA
30 0 15 30 60 SHEET
I I I I I
SANITARY SEWER TO SEPTIC TANK
GRAPHIC SCALE DIVISION VALUE = 30 FEET PLAN - PROFILE S
OFFICE MANAGER DESIGNER
M. CATHEY K. SEAMAN C=220
PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
B. CATHEY JULY 2024 19.00124 SCO #19-20324-02A

""OVIDE GRADE RINGS
BRING ACCESS
VERS TO ABOVE
ADE
FINISHED GRADE r EFFLUENT FILTER REMOVAL
1 HANDLE
I
° 24" (TYP)
q
a a
°
° a —
a PRECAST CONCRETE d.
ACCESS RISERS
a
a.
4" GRAVITY SERVICE
LINE FROM BUILDING
° a PER NC BUILDING CODE
SCH 40 PVC ° CAPACITY = 5000 & 2000 GAL (INV ELEV 2237.5 FOR
MIN. 1X SLOPE TRAFFIC RATED SEPTIC TANK 5000 GAL. TANK)
(TO EXISTING HEALTH
HAVE DIVISION OF (INV ELEV 2238 FOR
HEALTH SERVICES. NCDHR ° 4000 GAL TANK)
RECIRC TANK) APPROVAL
a
a
SHOAD MODEL
° STB-551 OR APPROVED
EQUAL PRE -CAST
CONCRETE SEPTIC TANK
a WITH H-20 LOADING.
EFFLUENT FILTER 7
POLYLOK PL-525
OR APPROVED EQUAL ° INLET BAFFLE PIPING
RATED AT 7500 GPD
a
a°
a
ELEVATION VIEW
PRECAST CONCRETE SEPTIC TANK
S TYPICAL SEPTIC TANK DETAILS
37 UPDATED JULY, 2023
NOT TO SCALE
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
CRUSHED STONE OR GRAVEL
SIGNED AND DATED:
THIS DOCUMENT HAS BEEN DIGITALLY
• m
• 4
��y+�(��NE�'+•�
"7 +++++++•GG
Cv
SIGNED AND SEALED IN ACCORDANCE
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC
ADMINISTRATIVE CODE 11
THIS DIGITAL SIGNATUREE HAS HAS BEEN
FOUND BY THE NC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
NN90d
SIGNER IF YOU NEED ASSISTANCE IN
VALIDATING THE SIGNATURE.
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
NO. DATE BY DESCRIPTION TRANSYLVANIA COUNTY, NORTH CAROLINA
SHEET
NOT TO SCALE
MISCELLANEOUS WATER DETAILS
OFFICE MANAGER DESIGNER
M. CATHEY G. RUDISILL C=902
PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
B. CATHEY T. SHEEHAN JULY 2024 19.00124 SCO #19-20324-02A

PLAN
PISGAH EDUCATION CENTER
DESIGN FLOW 7,500 GPD
EXISTING TREATMENT AND DISPOSAL SYSTEM
EXISTING DOMESTIC WASTE TREATMENT SYSTEM TO REMAIN UNCHANGED.
I FILTER BACKWASH LINE I
0.75Q RATIO LINE
I z
J
AL
PROPOSED FILTERAt
MEDIA POD
U
EXISTING 5,000 GAL I � � I
SEPTIC TANK
I I �
I I I I
L--------J
C � 0.25Q RATIO LINE � � TO IRRIGATION FIELDS DV
EXISTING MANHOLE
r-------- I EXISTING
I I EXISTING 4,000 GAL RATIO BOX EXISTING
RECIRC TANK 4,000 GAL
I I DOSE TANK EXISTING SKID
L_-------J BUILDING
EXISTING 2,000 GAL I I
SEPTIC TANK
PROPOSED FILTER
MEDIA POD
I
EXISTING SEPTIC TANKS,
PIPING AND MANHOLE
UPSTREAM OF EXISTING I
DOMESTIC WASTE —
TREATMENT SYSTEM TO
BE DEMOLISHED TO CLEAR
PROJECT FOOTPRINT.
PROPOSED 2" PVC BACKWASH LINE
TO PROPOSED 5000 GAL
REPLACEMENT SEPTIC TANK
PISGAH EDUCATION CENTER
DESIGN FLOW 7,500 GPD
i
i
GRAVITY RETURN LINE
PROPOSED TREATMENT AND DISPOSAL SYSTEM
EXISTING 2" PVC BAKCWASH/RECIRC LINE EXISTING DOMESTIC WASTE TREATMENT SYSTEM TO REMAIN UNCHANGED.
I FILTER BACKWASH LINE I
IRRIGATION FIELDS
I
44
0.75Q RATIO LINE
w
I z
PROPOSED FILTER
MEDIA POD
U
W
PROPOSED 5,000 GAL I r
I
SEPTIC TANK
I
I
PROPOSED MANHOLE
)
0.25Q RATIO LINE
US
TO IRRIGATION FIELDS SV
` SV
EXISTING
EXISTING
4 000 GAL
RATIO BOX
EXISTING
` RECIRC I TANK 4,000 GAL
DOSE TANK EXISTING SKID
PROPOSED 2000 GAL I 21—
— BUILDING
SEPTIC TANK
PROPOSED FILTER
PROPOSED REPLACEMENT OF MEDIA POD
I
SANITARY SEWER LINES TO
EXISTING WASTE TREATMENT
SYSTEM 4000 GAL RECIRC TANK
I
pgg09tw
•"5��+� H U
•
.��: .Ste.
® 55 Broad Street ;QQ�
Asheville, NC 28801
828.252.0575 '.S•F��
NC Firm License # C-0459 ••�;!
mcgillassociates.com
SIGNED AND DATED:
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED IN ACCORDANCE
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC
ADMINISTRATIVE CODE 21-56.1103(E).
THIS DIGITAL SIGNATURE HAS BEEN
FOUND BY THE NC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY
VALIDATING THE SIGNATURE.
DESCRIPTION
GRAVITY RETURN LINE
I
IRRIGATION FIELDS
I
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION NOT TO SCALE
SCO PROJECT # 19-20324-02A
MANAGERGNER
NC WILDLIFE RESOURCES COMMISSION OFFICE
ES
M. CATHEY DGIRUDISILL
PROJECT MANAGER REVIEWER
TRANSYLVANIA COUNTY, NORTH CAROLINA B. CATHEY T. SHEEHAN
LEGEND
SEPTIC/PUMP TANK
PUMP
H—VALVE
EXISTING AND PROPOSED
WASTEWATER TREATMENT AND
DISPOSAL SYSTEM
DATE PROJECT # FUNDING #
JULY 2024 19.00124 SCO #19-20324-02A
SHEET
EXB=3
z
m
m
O
00
z
O
U)
U)
O
U
U)
w
U
O
U)
w
0-1
J
0
J
U
z
N
0

NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
BOBBY N. SETZER STATE FISH HATCHERY RENOVATION
SCO ID # 19-20324-02
SPECIFICATION TABLE OF CONTENTS
11 DIVISION 3-CONCRETE
03330 PRECAST CONCRETE SEPTIC TANKS
11 DIVISION 31 -EARTHWORK
311000 SITE CLEARING
312000 EARTH MOVING
11 DIVISION 33 -UTILITIES
333100 SANITARY SEWER PIPE AND APPURTENANCES
7/22/2024 TOC-1 PROJECT # 19.00124

SECTION 03330 PRECAST CONCRETE SEPTIC TANKS
PART 1: GENERAL
1.01 SCOPE OF WORK
The work to be accomplished under this section shall include all of the labor,
equipment, materials, etc. necessary to install a precast septic tanks as shown
on the drawings and specified herein.
1.02 SUBMITTALS
The Contractor shall submit to the Engineer for review and approval detailed
drawings of the septic tank unit with appropriate certificate of approval from the
State of North Carolina.
1.03 WARRANTY
The manufacturers shall warrant all components of the system to be free from
defects in workmanship and materials for a period of one (1) year after being put
into operation.
PART 2: PRODUCTS
2.01 MATERIALS
A. SEPTIC TANK UNIT
1. Septic tank unit installed under this contract shall be constructed of
precast concrete and shall be watertight, structurally sound and not
subject to excessive corrosion or decay. It shall be of two
compartment baffled tank design and shall in conformance with the
minimum standards for prefabricated septic tanks set forth in North
Carolina Administrative Code T15A: 18A.1952, 1953 and .1954.
2. Pipe penetrations of the tank must be through flexible watertight
seals conforming to ASTM C-923 or approved equal.
PART 3: EXECUTION
3.01 QUALITY CONTROL
A. VACUUM TESTING (WATERTIGHTNESS TEST)
Rev. 8/31/99 PROJECT 19.00124 03330 - Page 1

1. All tanks shall be vacuum tested after construction. Vacuum testing
each structure is recommended prior to backfillina, as most repairs
must be made on the tank exterior.
2. Vacuum test each assembled structure after completing pipe
connections and sealing. The vacuum test shall be as follows:
a. Plug pipes with suitably sized and rated pneumatic or
mechanical pipeline plugs. Place plugs a minimum of 6"
beyond the structure wall and brace to prevent displacement
of the plugs or pipes during testing.
b. Position the vacuum tester head assembly to seal against
the interior surface of the top of the tank or riser section and
inflate according to the manufacturer's recommendations.
C. Draw a vacuum of 10" of mercury, close the valve on the
vacuum line, and shut off the vacuum pump.
d. Measure the time for the vacuum to drop to 9" of mercury.
The structure shall pass when the time to drop to 9" of
mercury meets or exceeds 150 seconds
e. If the structure fails the test, remove the testing assembly
and coat the interior of the structure with a soap and water
solution and repeat the vacuum test for approximately 30
seconds. Leaking areas will have soapy bubbles. Make the
necessary repairs and repeat the test until the structure
passes.
END OF SECTION
Rev. 8/31/99 PROJECT 19.00124 03330 - Page 2

SECTION 312000
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
EARTH MOVING
A. Drawings and general provisions of the Contract, including Modified General
and Supplementary Conditions and Division 01 Specification Sections, apply to
this Section.
1.2 SUMMARY
A. Section Includes:
1. Preparing subgrades for buildings, structures, slabs -on -grade, walks,
pavements, turf and grasses, and plants.
2. Excavating and backfilling for buildings and structures.
3. Drainage course for concrete slabs -on -grade.
4. Subbase and base courses for concrete walks, and pavements and
asphalt paving.
5. Subsurface drainage backfill for walls and trenches.
6. Excavating and backfilling trenches for utilities and pits for buried utility
structures.
B. Related Sections:
1. Division 01 Sections "Construction Progress Documentation" and
"Photographic Documentations" for recording preexcavation and earth
moving progress.
2. Division 01 Section "Temporary Facilities and Controls" for temporary
controls, utilities, and support facilities; also for temporary site fencing if
not in another Section.
3. Division 03 Section "Cast -in -Place Concrete" for granular course if placed
over vapor retarder and beneath the slab -on -grade.
4. Divisions 21, 22, 23, 26, 27, 28, and 33 Sections for installing
underground mechanical and electrical utilities and buried mechanical and
electrical structures.
5. Division 31 Section "Site Clearing" for site stripping, grubbing, stripping
and stockpiling topsoil, and removal of above and below -grade
improvements and utilities.
6. Division 32 Section "Turf and Grasses" for finish grading in turf and grass
areas, including preparing and placing planting soil for turf areas.
7. Division 32 Section "Plants" for finish grading in planting areas and tree
and shrub pit excavation and planting.
OCTOBER 2023 Project # 19.00124 312000 — Page 1

1.3 SITE CONDITIONS
A. Site Information: Unless otherwise indicated in the Contract Documents, no
subsurface test results are available for this project. Test borings and other
exploratory operations may be undertaken by the Contractor at their own
expense, provided such operations are acceptable to the Owner and authorities
having jurisdiction.
B. The Contract Documents may contain a Geotechnical Report in the appendix of
these documents. When that is the case, all recommendations contained in the
Geotechnical Report shall be implemented by the Contractor as described in
that document.
C. Where boring logs and related information are included in the Geotechnical
Report, this information depicts approximate subsurface conditions only at
these specific locations and at the particular time designated on the logs.
Subsurface conditions at other locations may differ from those reported at the
boring locations. It is expressly understood that neither the Owner nor the
Engineer will be responsible for interpretations or conclusions drawn from the
boring data by the Contractor. The data are made available for the
convenience of the Contractor. Additional test borings and other exploratory
operations may be undertaken by the Contractor at his own expense provided
such operations are acceptable to the Owner and authorities having jurisdiction.
1.4 DEFINITIONS
A. Backfill: Soil material or controlled low -strength material used to fill an
excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including
haunches to support sides of pipe.
2. Final Backfill: Backfill placed over initial backfill to fill a trench.
B. Base Course: Aggregate layer placed between the subbase course and hot -
mix asphalt paving.
C. Bedding Course: Aggregate layer placed over the excavated subgrade in a
trench before laying pipe.
D. Borrow Soil: Satisfactory soil imported from off -site for use as fill or backfill.
E. Cohesionless Materials: Include poorly and well graded gravels (GP and GW)
and poorly and well graded sands (SIP and SW). Cohesionless soils are
generally regarded as free draining.
F. Cohesive Materials: Clayey gravels (GC), clayey sands (SC), lean clays (CL),
fat clays (CH), silts (ML and MH), and organic (GM) and silty sands (SM) will be
OCTOBER 2023 Project # 19.00124 312000 — Page 2

considered cohesionless only when the fines have a plastic index of 0.
Otherwise they will be considered cohesive.
G. Drainage Course: Aggregate layer supporting the slab -on -grade that also
minimizes upward capillary flow of pore water.
H. Excavation: Removal of material encountered above subgrade elevations and
to lines and dimensions indicated for footings, foundations, pipework and other
construction as shown on the Drawings.
1. Authorized Additional Excavation: Excavation below subgrade elevations
or beyond indicated lines and dimensions as directed by Engineer.
Authorized additional excavation and replacement material will be paid for
according to Contract provisions for unit prices or changes in the Work as
appropriate.
2. Bulk Excavation: Excavation more than 10 feet in width and more than 30
feet in length.
3. Unauthorized Excavation: Excavation below subgrade elevations or
beyond indicated lines and dimensions without direction by Engineer.
Unauthorized excavation, as well as remedial work directed by Engineer,
shall be without additional compensation.
Fill: Soil materials used to raise existing grades.
J. Rock: Rock material in beds, ledges, unstratified masses, conglomerate
deposits, and boulders of rock material that exceed 1 cu. yd. for bulk excavation
or 3/4 cu. yd. for footing, trench, and pit excavation that cannot be removed by
rock excavating equipment equivalent to the following in size and performance
ratings, without systematic drilling, ram hammering, ripping, or blasting, when
permitted:
1. Excavation of Footings, Trenches, and Pits: Late -model, track -mounted
hydraulic excavator; equipped with a 42-inch- wide, maximum, short -tip -
radius rock bucket; rated at not less than 138-hp flywheel power with
bucket -curling force of not less than 28,700 Ibf and stick -crowd force of not
less than 18,400 Ibf with extra -long reach boom; measured according to
SAE J-1179.
2. Bulk Excavation: Late -model, track -mounted loader; rated at not less than
230-hp flywheel power and developing a minimum of 47,992-Ibf breakout
force with a general-purpose bare bucket; measured according to SAE J-
732.
K. Rock: Rock material in beds, ledges, unstratified masses, conglomerate
deposits, and boulders of rock material 3/4 cu. yd. or more in volume that
exceed a standard penetration resistance of 100 blows/2 inches when tested by
a geotechnical testing agency, according to ASTM D 1586.
OCTOBER 2023 Project # 19.00124 312000 — Page 3

L. Select Backfill: Backfill and fill material that is transported to the site from
outside the project limits, and which meets the soil requirements specified
herein as satisfactory materials. Material excavated in conjunction with the
construction of this project cannot be considered as "select backfill" for payment
purposes.
M. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,
mechanical and electrical appurtenances, or other man-made stationary
features constructed above or below the ground surface.
N. Subbase Course: Aggregate layer placed between the subgrade and base
course for hot -mix asphalt pavement, or aggregate layer placed between the
subgrade and a cement concrete pavement or a cement concrete or hot -mix
asphalt walk.
O. Subgrade: Uppermost surface of an excavation or the top surface of a fill or
backfill immediately below subbase, drainage fill, drainage course, or topsoil
materials.
P. Utilities: On -site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1.5 SUBMITTALS
A. Product Data: For each type of the following manufactured products required:
1. Geotextiles.
2. Flowable Fill (Controlled low -strength material), including design mixture.
3. Warning tapes.
B. Material Test Reports: For each on -site and borrow soil material proposed for
fill and backfill as follows:
1. Classification according to ASTM D 2487.
2. Laboratory compaction curve according to ASTM D 698.
C. Blasting plan approved by authorities having jurisdiction.
D. Seismic survey report from seismic survey agency.
E. Preexcavation Photographs or Videotape: Show existing conditions of
adjoining construction and site improvements, including finish surfaces that
might be misconstrued as damage caused by earth moving operations. Submit
before earth moving begins.
OCTOBER 2023 Project # 19.00124 312000 — Page 4

1.6 QUALITY ASSURANCE
A. Blasting: Comply with applicable requirements in NFPA 495, "Explosive
Materials Code," and prepare a blasting plan reporting the following:
1. Types of explosive and sizes of charge to be used in each area of rock
removal, types of blasting mats, sequence of blasting operations, and
procedures that will prevent damage to site improvements and structures
on Project site and adjacent properties.
2. Seismographic monitoring during blasting operations.
B. Seismic Survey Agency: An independent testing agency, acceptable to
authorities having jurisdiction, experienced in seismic surveys and blasting
procedures shall be provided and paid for by the Contractor to perform the
following services:
1. Report types of explosive and sizes of charge to be used in each area of
rock removal, types of blasting mats, sequence of blasting operations, and
procedures that will prevent damage to site improvements and structures
on Project site and adjacent properties.
2. Seismographic monitoring during blasting operations.
C. Geotechnical Testing Agency: A geotechnical testing firm will be selected by
the Owner to provide construction material testing services as required for the
project.
D. All work associated with this Section shall comply with latest edition of the North
Carolina Department of Transportation, Standard Specifications for Roads and
Structures where those requirements are more stringent than those specified
herein.
E. All work associated with this Section shall comply with the latest edition of the
North Carolina Department of Environment and Natural Resources, Erosion and
Sediment Control Planning and Design Manual.
F. Comply with all pollution control rules, regulations, ordinances, and statutes
which apply to any work performed under the Contract, including any air
pollution control rules, regulations, ordinances and statutes, or any municipal
regulations pertaining to air pollution.
G. During the progress of the work, maintain the area of activity, including
sweeping and sprinkling of streets as necessary, so as to minimize the creation
and dispersion of dust. If the Engineer determines that it is necessary to use
calcium chloride or more effective dust control, furnish and spread the material,
as directed, and without additional compensation.
OCTOBER 2023 Project # 19.00124 312000 — Page 5

1.7 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during earth moving operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or used
facilities without permission from Owner and authorities having jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if
required by Owner or authorities having jurisdiction.
B. Improvements on Adjoining Property: Authority for performing earth moving
indicated on property adjoining Owner's property will be obtained by Owner
before award of Contract.
1. Do not proceed with work on adjoining property until directed by Engineer.
C. Utility Locator Service: Notify appropriate utility locator services for area where
Project is located before beginning earth moving operations.
D. Do not commence earth moving operations until tree and plant -protection
measures are in place.
E. The following practices are prohibited within protection zones:
1. Storage of construction materials, debris, or excavated material.
2. Parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants unless
otherwise indicated.
F. Do not direct vehicle or equipment exhaust towards protection zones.
G. Prohibit heat sources, flames, ignition sources, and smoking within or near
protection zones.
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A. General: Provide borrow soil materials when sufficient satisfactory soil
materials are not available from excavations.
B. Borrow material shall be selected to meet the requirements and conditions of
the particular fill for which its use is intended. Sand clay soils shall be capable
OCTOBER 2023 Project # 19.00124 312000 — Page 6

of being readily shaped and compacted to the required densities, and shall be
free of roots, trash, and other deleterious material. Unless specifically provided,
no borrow shall be obtained within the limits of the project site without written
approval. Borrow shall meet the same requirements as other onsite materials
as specified herein.
C. The Contractor shall place only borrow material that has been specifically
identified as acceptable for this section, unless otherwise directed by the
Engineer.
D. Satisfactory Soils: Soil Classification Groups GW, GP, GM, SW, SP, CL, ML,
and SM according to ASTM D 2487 or Groups A-1, A-2-4, A-2-5, and A-3
according to AASHTO M 145, or a combination of these groups; free of
masonry, rock or boulders larger than 4 inches in any dimension, and free of
metal, gypsum, lime, debris, waste, frozen materials, vegetation, and other
deleterious matter, unless otherwise specified.
1. Organically contaminated soils must be removed from the area of grading
operations. At the discretion of the Engineer, topsoil within the area to be
stripped shall be stockpiled in a convenient area, selected by the
Engineer, for later use in planting areas. All topsoil shall be graded by the
Engineer as suitable and shall be stockpiled separately as directed by the
Engineer in the field.
2. Soft or excessively yielding material shall be removed and replaced with
inert controlled fill.
3. All roots, organic matter, trash, debris, and other unsuitable materials that
may find their way into otherwise acceptable fill material shall be removed
during the dumping and spreading operations.
4. Fill material shall have a minimum laboratory dry weight, ASTM D-698, of
at least 100 pounds per cubic foot unless specifically exempted from this
requirement by the Engineer.
E. Unsatisfactory Soils: Soil Classification Groups GC, SC, OL, CH, MH, OH, and
PT according to ASTM D 2487 and Groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7
according to AASHTO M 145, or a combination of these groups, unless
otherwise specified.
1. Unsatisfactory soils also include satisfactory soils not maintained within 2
percent of optimum moisture content at time of compaction.
F. Subbase Material: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least
90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a
No. 200 sieve.
G. Base Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least
OCTOBER 2023 Project # 19.00124 312000 — Page 7

95 percent passing a 1-1/2-inch sieve and not more than 8 percent passing a
No. 200 sieve.
H. Engineered Fill: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least
90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a
No. 200 sieve.
Bedding Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with
100 percent passing a 1-inch sieve and not more than 8 percent passing a
No. 200 sieve.
J. Drainage Course: Narrowly graded mixture of washed crushed stone, or
crushed or uncrushed gravel; ASTM D 448; coarse -aggregate grading Size 57;
with 100 percent passing a 1-1 /2-inch sieve and 0 to 5 percent passing a No. 8
sieve.
K. Filter Material: Narrowly graded mixture of natural or crushed gravel, or
crushed stone and natural sand; ASTM D 448; coarse -aggregate grading
Size 67; with 100 percent passing a 1-inch sieve and 0 to 5 percent passing a
No. 4 sieve.
L. Pipe Bedding: Narrowly graded washed crushed stone or crushed gravel
meeting the requirements of ASTM D 448, aggregate grading size 57.
M. Sand: ASTM C 33; fine aggregate.
N. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a
dense state.
2.2 GEOTEXTILES
A. Subsurface Drainage Geotextile: Nonwoven needle -punched geotextile,
manufactured for subsurface drainage applications, made from polyolefins or
polyesters; with elongation greater than 50 percent; complying with
AASHTO M 288 and the following, measured per test methods referenced:
1. Survivability: Class 2; AASHTO M 288.
2. Grab Tensile Strength: 157 Ibf; ASTM D 4632.
3. Sewn Seam Strength: 142 Ibf; ASTM D 4632.
4. Tear Strength: 56 Ibf; ASTM D 4533.
5. Puncture Strength: 56 Ibf; ASTM D 4833.
6. Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751.
7. Permittivity: 0.2 per second, minimum; ASTM D 4491.
8. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.
OCTOBER 2023 Project # 19.00124 312000 — Page 8

B. Separation Geotextile: Woven geotextile fabric, manufactured for separation
applications, made from polyolefins or polyesters; with elongation less than 50
percent; complying with AASHTO M 288 and the following, measured per test
methods referenced:
1. Survivability: Class 2; AASHTO M 288.
2. Grab Tensile Strength: 247 Ibf; ASTM D 4632.
3. Sewn Seam Strength: 222 Ibf; ASTM D 4632.
4. Tear Strength: 90 Ibf; ASTM D 4533.
5. Puncture Strength: 90 Ibf; ASTM D 4833.
6. Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751.
7. Permittivity: 0.02 per second, minimum; ASTM D 4491.
8. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.
2.3 FLOWABLE FILL (CONTROLLED LOW -STRENGTH MATERIAL)
A. Flowable Fill (controlled low -strength material) shall meet the requirements of
NCDOT Standard Specifications for Roads and Bridges, (latest revision).
Flowable fill shall have a minimum 28-day compressive strength of 125 psi and
shall be mixed such that cement content is 100 to 150 pounds per cubic yard,
air content is less than 35 percent and slump is between 7 and 9 inches.
2.4 ACCESSORIES
A. Warning Tape: Acid- and alkali -resistant, polyethylene film warning tape
manufactured for marking and identifying underground utilities, 6 inches wide
and 4 mils thick, continuously inscribed with a description of the utility; colored
as follows:
1. Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
5. Green: Sewer systems.
B. Detectable Warning Tape: Acid- and alkali -resistant, polyethylene film warning
tape manufactured for marking and identifying underground utilities, a minimum
of 6 inches wide and 4 mils thick, continuously inscribed with a description of
the utility, with metallic core encased in a protective jacket for corrosion
protection, detectable by metal detector when tape is buried up to 30 inches
deep; colored as follows-
1 . Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
OCTOBER 2023 Project # 19.00124 312000 — Page 9

5. Green: Sewer systems.
PART 3 - EXECUTION
3.1 PREPARATION
A. Locate existing underground utilities in the area of work. If utilities are to remain
in place, provide adequate means of protection during earthwork operations.
B. Should uncharted or incorrectly charted piping or other utilities be encountered
during excavation, consult the Engineer immediately for directions as to
procedure. Cooperate with Owner and utility companies in keeping respective
services and facilities in operation. Repair damaged utilities to the satisfaction
of utility companies.
C. Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and
other hazards created by earth moving operations.
D. Do not commence earth moving operations until temporary erosion and
sedimentation control measures, as shown on the plans, as specified herein or
as may be required by authorities having jurisdiction are in place.
E. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and
deleterious materials from ground surface prior to placement of fills. Plow, strip,
or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that fill
material will bond with existing surface. Shape the subgrade as indicated on the
drawings by forking, furrowing, or plowing so that the first layer of new material
placed thereon will be well bonded to it.
F. After removal of all existing topsoil, debris, and other undesirable material, the
areas which are to receive fill, which have been cut to the desired grade, or
which are at the approximate required subgrade elevation without additional
earthwork, should be proofrolled to locate any soft or yielding area. Proofrolling
shall be done as described below.
G. Any soft or excessively yielding material revealed by the proofrolling shall be
removed and replaced with inert controlled fill. The Engineer shall be the sole
judge of what constitutes soft or excessively yielding material.
H. Protect subgrades and foundation soils from freezing temperatures and frost.
Remove temporary protection before placing subsequent materials.
OCTOBER 2023 Project # 19.00124 312000 — Page 10

3.2 CUTTING CONCRETE OR ASPHALT SURFACE CONSTRUCTION
A. All pavement cutting and repair shall be done in accordance with the
requirements of authorities having jurisdiction. Cuts in concrete and asphaltic
concrete shall be no larger than necessary to provide adequate working space
for proper installation of pipe and appurtenances. Cutting shall be performed
with a concrete saw in a manner which will provide a clean groove the complete
thickness of the surface material along each side of the trench and along the
perimeter of cuts for structures.
B. Concrete and asphaltic concrete over trenches excavated for pipelines shall be
removed so that a shoulder not less than 12 inches in width at any point is left
between the cut edge of the surface and the top edge of the trench. Trench
width at the bottom shall not be greater than at the top and no undercutting will
be permitted. Cuts shall be made to and between straight or accurately marked
curved lines which, unless otherwise required, shall be parallel to the center line
of the trench.
C. Pavement or other surfaces removed for connections to existing lines or
structures shall not be of greater extent than necessary for the installation.
D. Where the trench parallels the length of concrete walks and the trench location
is all or partially under the walk, the entire walk shall be removed and replaced.
Where the trench crosses drives, walks, curbs, or other surface construction,
the surface construction shall be removed and replaced between existing joints
or between saw cuts.
3.3 DEWATERING
A. The Contractor shall provide and maintain adequate dewatering equipment to
remove and dispose of all surface water and groundwater entering excavations,
trenches, or other parts of the work. Each excavation shall be kept dry during
subgrade preparation and continually thereafter until the structure to be built, or
the pipe to be installed therein, is completed to the extent that no damage from
hydrostatic pressure, flotation, or other cause will result.
B. All excavations for concrete structures or trenches that extend down to or below
groundwater shall be dewatered by lowering and keeping the groundwater level
beneath such excavations 12 inches or more below the bottom of the
excavation.
C. The Contractor is responsible for obtaining any required permits or permissions
necessary for the disposal of groundwater that is removed. Any discharged
groundwater shall be clean and free of sediment.
OCTOBER 2023 Project # 19.00124 312000 — Page 11

D. The Contractor shall be responsible for the condition of any pipe or conduit
which he may use for drainage purposes, and all such pipes or conduits shall
be left clean and free of sediment.
E. The Contractor shall take special care to prevent the siltation of streams and
remove all organically contaminated sediment, saturated soil, and other
undesirable material from existing watercourses.
F. Prevent surface water and ground water from entering or accumulating in
trenches and other excavations, from ponding on prepared subgrades, and
from flooding Project site and surrounding area. Do not use excavated
trenches as temporary drainage ditches. Divert water from these areas without
causing damage to adjacent property.
G. Protect subgrades from softening, undermining, washout, and damage by rain
or water accumulation.
3.4 EXPLOSIVES
A. Where blasting is permitted, it shall be done only by qualified personnel and in
accordance with all requirements of authorities having jurisdiction. The
Contractor shall be responsible for any damage done to adjacent structures,
properties, or to persons, by reason of the blasting or other earthwork
operations. The Contractor shall also be responsible for damage to other site
improvements including, but not limited to embankments and cut areas, and
sewer, water, gas or other underground lines which may result from blasting or
earthwork operations. All such damage shall be repaired and made good by
the Contractor in a timely manner.
B. Suitable methods shall be employed to confine all materials lifted by blasting
within the limits of the excavation or trench.
C. All rock which cannot be handled and compacted as earth shall be kept
separate from other excavated materials and shall not be mixed with backfill or
embankment materials except as specified or directed.
D. Perform blasting without weakening the bearing capacity of rock subgrade and
with the least -practicable disturbance to rock to remain.
E. Obtain written permission from authorities having jurisdiction before bringing
explosives to Project site or using explosives on Project site.
3.5 EXCAVATION, GENERAL
A. Perform all excavation work in compliance with applicable requirements of
governing authorities having jurisdiction.
OCTOBER 2023 Project # 19.00124 312000 — Page 12

B. Furnish, put in place, and maintain such sheeting, bracing, etc., as may be
necessary to support the sides of the excavation to comply with the
requirements of governing authorities having jurisdiction.
C. Protect structures, utilities, sidewalks, pavements, and other facilities from
damages caused by settlement, lateral movement, undermining, washout, and
other hazards created by earthwork operations.
D. The use of mechanical equipment will not be permitted in locations where its
operation would cause damage to trees, buildings, culverts, or other existing
property, utilities, or structures above or below ground. In all such locations,
hand excavating methods shall be used.
E. Widening of cuts or flattening of cut slopes will not be required in rock or
material which required ripping. When rock is unexpectedly encountered, any
widening or flattening already begun shall be transitioned to leave the cut with a
pleasing and safe appearance.
F. Unclassified Excavation: Excavate to subgrade elevations regardless of the
character, nature or composition of surface and subsurface conditions
encountered. Unclassified excavated materials may include rock, soil
materials, and obstructions. No changes in the Contract Sum or the Contract
Time will be authorized for rock excavation or removal of obstructions.
1. If excavated materials intended for fill and backfill include unsatisfactory
soil materials and rock, replace with satisfactory soil materials.
2. Remove rock to lines and grades indicated to permit installation of
permanent construction without exceeding the following dimensions:
a. 24 inches outside of concrete forms other than at footings.
b. 12 inches outside of concrete forms at footings.
C. 6 inches outside of minimum required dimensions of concrete cast
against grade.
d. Outside dimensions of concrete walls indicated to be cast against
rock without forms or exterior waterproofing treatments.
e. 6 inches beneath bottom of concrete slabs -on -grade.
f. 6 inches beneath pipe in trenches, and the greater of 24 inches
wider than pipe or 42 inches wide.
G. Classified Excavation: Excavate to subgrade elevations. Material to be
excavated will be classified as earth or rock. When rock is encountered within
the limits of construction, the Contractor shall notify the Engineer prior to any
removal. Upon the Engineer's authorization, the Contractor shall remove the
rock. The Contractor shall not be paid for rock removed without prior approval
from the Engineer.
1. Earth excavation includes excavating pavements and obstructions visible
on surface; underground structures, utilities, and other items indicated to
OCTOBER 2023 Project # 19.00124 312000 — Page 13

be removed; together with soil, boulders, and other materials not classified
as rock or unauthorized excavation.
a. Intermittent drilling; blasting, if permitted; ram hammering; or ripping
of material not classified as rock excavation is earth excavation.
2. Rock excavation includes removal and disposal of rock. Remove rock to
lines and subgrade elevations indicated to permit installation of permanent
construction without exceeding the following dimensions:
a. 24 inches outside of concrete forms other than at footings.
b. 12 inches outside of concrete forms at footings.
C. 6 inches outside of minimum required dimensions of concrete cast
against grade.
d. Outside dimensions of concrete walls indicated to be cast against
rock without forms or exterior waterproofing treatments.
e. 6 inches beneath bottom of concrete slabs -on -grade.
f. 6 inches beneath pipe in trenches, and the greater of 24 inches
wider than pipe or 42 inches wide.
3.6 EXCAVATION FOR STRUCTURES
A. Excavate to indicated elevations and dimensions within a tolerance of plus or
minus 1 inch. If applicable, extend excavations a sufficient distance from
structures for placing and removing concrete formwork, for installing services
and other construction, and for inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of
excavation. Excavate by hand to final grade just before placing concrete
reinforcement. Trim bottoms to required lines and grades to leave solid
base to receive other work.
2. Pile Foundations: Stop excavations 6 to 12 inches above bottom of pile
cap before piles are placed. After piles have been driven, remove loose
and displaced material. Excavate to final grade, leaving solid base to
receive concrete pile caps.
3. Excavation for Underground Tanks, Basins, and Mechanical or Electrical
Utility Structures: Excavate to elevations and dimensions indicated within
a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations
intended as bearing surfaces.
B. Excavations at Edges of Tree- and Plant -Protection Zones:
1. Excavate by hand to indicated lines, cross sections, elevations, and
subgrades. Use narrow -tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
OCTOBER 2023 Project # 19.00124 312000 — Page 14

2. Cut and protect roots according to requirements in Division 01 Section
"Temporary Tree and Plant Protection."
3.7 EXCAVATION FOR WALKS AND PAVEMENTS
A. Excavate and shape the surface of areas under walks to indicated lines,
grades, elevations, subgrades and cross sections, with the finish surface not
more than 0 inches above or 1 inch below the required subgrade elevation,
compacted as specified, and graded to prevent ponding of water after rains.
B. Excavate and shape the surface of areas under pavement to indicated lines,
grades, elevations, subgrades and cross sections, with the finish surface not
more than 1/2 inch above or below the required subgrade elevation, compacted
as specified, and graded to prevent ponding of water after rains. Include such
operations as plowing, discing, and any moisture or aerating required to provide
the optimum moisture content for compaction.
C. Fill low areas resulting from removal of unsatisfactory soil materials,
obstructions, and other deleterious materials, using satisfactory soil material.
3.8 EXCAVATION FOR UTILITY TRENCHES
A. Perform all excavation of every description and of whatever substance
encountered so that the pipe can be laid to the indicated gradients, lines,
depths, and elevations shown on the drawings.
B. Except where tunneling is indicated on the drawings, is specified, or is
permitted by the Engineer, all trench excavation shall be open cut from the
surface.
C. No more trenches shall be opened in advance of pipe laying than is necessary
to expedite the work. One block or 400 feet (whichever is the shorter) shall be
the maximum length of open trench on any line under construction.
D. Mechanical equipment used for trench excavation shall be of a type, design,
and construction and shall be controlled, such that uniform trench widths and
vertical sidewalls are obtained at least from an elevation one foot above the top
of the installed pipe to the bottom of the trench, and that trench alignment is
such that pipe when accurately laid to specified alignment will be centered in
the trench with adequate clearance between the pipe and sidewalls of the
trench. Undercutting the trench sidewall to obtain clearance will not be
permitted.
E. Where pipe grades or elevations are not definitely fixed by the contract
drawings, trenches shall be excavated to a depth sufficient to provide a
minimum depth of backfill cover over the top of the pipe. Cover depths may be
OCTOBER 2023 Project # 19.00124 312000 — Page 15

necessary on vertical curves or to provide necessary clearance beneath
existing pipes, conduits, drains, drainage structures, or other obstructions
encountered at normal pipe grades. Measurement of pipe cover depth shall be
made vertically from the outside top of pipe to finished ground or pavement
surface elevation except where future surface elevations are indicated on the
drawings.
F. Excavate trenches to uniform widths to provide a maximum trench width no
greater than the pipe outside diameter plus 24 inches (12 inches on either side
of pipe). Excavate trench walls vertically from trench bottom to 12 inches
higher than top of pipe or conduit unless otherwise indicated. Do not widen
trenches by scraping or loosening materials from the sides.
G. Trench Bottoms: Excavate and shape trench bottoms to provide uniform
bearing and support of pipes and conduit. Shape subgrade to provide
continuous support for bells, joints, and barrels of pipes and for joints, fittings,
and bodies of conduits. Remove projecting stones and sharp objects along
trench subgrade.
1. For pipes and conduit to be bedded in earth excavated trenches, fine
grade the bottoms of such trenches to allow firm bearing for the bottom of
the pipe on undisturbed earth. Where any part of the trench has been
excavated below the grade of the pipe, fill the part excavated below such
grade with pipe bedding material and compact at the Contractor's
expense.
2. For pipes and conduit to be laid in embankments or other recently filled
material, first place the fill material to the finish grade or to a height of at
least one foot above the top of the pipe, whichever is the lesser. Take
particular care to ensure maximum consolidation of material under the
pipe location. Excavate the pipe trench as though in undisturbed material.
3. For trench bottoms in poor soils excavate and remove unstable or
unsuitable soil to a width and depth, as directed by the Engineer, and refill
with a thoroughly compacted gravel bedding.
4. Excavate trenches 6 inches deeper than elevation required in rock or
other unyielding bearing material to allow for bedding course.
H. Trenches in Tree- and Plant -Protection Zones:
1. Hand -excavate to indicated lines, cross sections, elevations, and
subgrades. Use narrow -tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
2. Do not cut main lateral roots or taproots; cut only smaller roots that
interfere with installation of utilities.
3. Cut and protect roots according to requirements in Division 01 Section
"Temporary Tree and Plant Protection."
OCTOBER 2023 Project # 19.00124 312000 — Page 16

Where trench sheeting is left in place, such sheeting shall not be braced against
the pipe, but shall be supported in a manner which will preclude concentrated
loads or horizontal thrusts on the pipe. Cross braces installed above the pipe to
support sheeting may be removed after pipe embedment has been completed.
3.9 SUBGRADE INSPECTION
A. Notify Engineer when excavations have reached required subgrade.
B. Subgrades for concrete structures and trench bottoms shall be firm, dense, and
thoroughly compacted and consolidated; free from mud and muck; and
sufficiently stable to remain firm and intact under the feet of the workmen.
C. If Engineer determines that unsatisfactory soil is present, continue excavation
and replace with compacted backfill or fill material as directed.
D. Subgrades for concrete structures or trench bottoms, which are otherwise solid
but which become mucky on top due to construction operations, shall be
reinforced with one or more layers of crushed rock or gravel. The stabilizing
material shall be spread and compacted to a depth of not less than 6 inches
below the bottom of the structure or pipe. Not more than '/2 inch depth of mud
or muck shall be allowed to remain on stabilized trench bottoms when the pipe
bedding material is placed thereon. The finished elevation of stabilized
subgrades for concrete structures shall not be above subgrade elevations
indicated on the drawings.
E. Proof -roll subgrade below structures, slabs, pavements and other areas as
directed by Engineer. Proofrolling shall be done with at least four (4)
overlapping passes of a heavy-duty flat wheel vibratory roller, at least 20 tons,
or by its approved equivalent.
F. Do not proof -roll wet or saturated subgrades.
1. Completely proof -roll subgrade in one direction (longest dimension of
Project). Limit vehicle speed to 3 mph.
2. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping
or rutting, as determined by Engineer, and replace with compacted backfill
or fill as directed.
G. Reconstruct subgrades damaged by freezing temperatures, frost, rain,
accumulated water, or construction activities, as directed by Engineer, without
additional compensation.
OCTOBER 2023 Project # 19.00124 312000 — Page 17

3.10 UNAUTHORIZED EXCAVATION
A. Unauthorized excavation consists of the removal of materials beyond indicated
lines, grades, or elevations without the specific direction of the Engineer.
B. Fill unauthorized excavation under foundations or wall footings by extending
bottom elevation of concrete foundation or footing to excavation bottom, without
altering top elevation. Additional concrete to fill unauthorized excavations shall
be placed, by and at the expense of the Contractor, with concrete placed at the
same time and monolithic with the concrete above.
C. For pipe trenches and elsewhere, backfill and compact unauthorized
excavations as specified for authorized excavations of the same classification,
unless otherwise directed by the Engineer.
3.11 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without
intermixing. Place, grade, and shape stockpiles to drain surface water. Cover
to prevent windblown dust.
1. Stockpile soil materials away from edge of excavations. Do not store
within drip line of remaining trees.
3.12 BACKFILL
A. Place and compact backfill in excavations promptly, but not before completing
the following:
1. Construction below finish grade including, where applicable, subdrainage,
dampproofing, waterproofing, and perimeter insulation.
2. Surveying locations of underground utilities for Record Documents.
3. Testing and inspecting underground utilities.
4. Removing concrete formwork.
5. Removing trash and debris.
6. Removing temporary shoring and bracing, and sheeting.
7. Installing permanent or temporary horizontal bracing on horizontally
supported walls.
B. Place backfill on subgrades free of mud, frost, snow, or ice.
3.13 UTILITY TRENCH BACKFILL
A. Unless otherwise specified or indicated on the drawings, use suitable material
for backfill which was removed in the course of making the construction
OCTOBER 2023 Project # 19.00124 312000 — Page 18

excavations. Do not use frozen material for the backfill and do not place backfill
on frost, snow, ice or frozen or muddy material. Remove previously frozen
material before new backfill is placed. Start backfilling as soon as practicable
after the pipes have been laid, or the structures have been built and are
structurally adequate to support the loads, including construction loads to which
they will be subjected, and proceed until its completion.
B. With the exception mentioned below in this paragraph, do not backfill trenches
at pipe joints until after that section of the pipeline has successfully passed any
specified tests required. Should the Contractor wish to minimize the
maintenance of lights, and barricades, and the obstruction of traffic, he may, at
his own risk, backfill the entire trench as soon as practicable after installation of
pipe, and the related structures have acquired a suitable degree of strength.
He shall, however, be responsible for removing and later replacing such backfill,
at his own expense, should he be ordered to do so in order to locate and repair
or replace leaking or defective joints or pipe.
C. Do not drop large masses of backfill material into the trench in such a manner
as to endanger the pipeline. Use a timber grillage to break the fall of material
dropped from a height of more than 5 feet. Exclude pieces of bituminous
pavement from the backfill unless their use is expressly permitted.
D. Zone Around Pipe: Place bedding material to the level shown on the Drawings
and work material carefully around the pipe to insure that all voids are filled,
particularly in bell holes. For backfill up to a level of 2 feet over the top of the
pipe, use only selected materials containing no rock, clods or organic materials.
Place the backfill and compact thoroughly under the pipe haunches and up to
the mid line of the pipe in layers not exceeding 6 inches in depth. Place each
layer and tamp carefully and uniformly so as to eliminate the possibility of lateral
displacement. Place and compact the remainder of the zone around the pipe
and to a height of one foot above the pipe in layers not exceeding 6 inches and
compact to a maximum density of at least 100 percent as determined by ASTM
D698.
E. Backfill voids with satisfactory soil while removing shoring and bracing.
F. Tamping: Deposit and spread backfill materials in uniform, parallel layers not
exceeding 12 inches thick before compaction. Tamp each layer before the next
layer is placed to obtain a thoroughly compacted mass. Furnish and use, if
necessary, an adequate number of power driven tampers, each weighing at
least 20 pounds for this purpose. Take care that the material close to the bank,
as well as in all other portions of the trench, is thoroughly compacted. When
the trench width and the depth to which backfill has been placed are sufficient
to make it feasible, and it can be done effectively and without damage to the
pipe, backfill may, on approval of the Engineer, be compacted by the use of
suitable rollers, tractors, or similarly powered equipment instead of by tamping.
For compaction by tamping (or rolling), the rate at which backfilling material is
OCTOBER 2023 Project # 19.00124 312000 — Page 19

deposited in the trench shall not exceed that permitted by the facilities for its
spreading, leveling and compacting as furnished by the Contractor.
G. Follow the measures described herein to ensure the optimum moisture content
of the backfill material prior to placement in the trench. Perform no compaction
by tamping (or rolling) when the material is too wet either from rain or applied
water to be compacted properly.
H. Compact backfill in pipe trenches to the maximum density as shown on the
drawings, or as specified herein.
Flowable Fill (Controlled Low -Strength Material): Place initial backfill of
flowable fill to a height of 12 inches over the pipe or conduit. Coordinate
backfilling with utilities testing.
J. Place and compact final backfill of satisfactory soil to final subgrade elevation.
K. Install warning tape directly above utilities as shown on the Drawings.
3.14 SOIL FILL
A. After a stable, non -yielding surface has been established, the surface of the
area to be filled shall be scarified with a disc or harrow to a depth of 4 to 6
inches. An initial 3-inch layer of fill material shall then be spread over the
scarified surface and the entire area compacted as specified below.
B. No fill shall be placed on any area until that area has been inspected and
approved by the Engineer. Fill shall not be placed mud, frost, snow or ice. Fill
materials shall be spread in uniform horizontal layers not exceeding 8 inches in
uncompacted thickness. Alternating layers of cohesive and granular fill soils
shall not be permitted. Spreading and compacting of fill material should be
started at the lowest portion of the site. All fill must be placed in horizontal
layers. Sloping fill planes will not be permitted. Fill material shall be distributed
over the full width of the embankment, and in no case will deep ruts be allowed
to form.
C. Keyways shall be provided at the toe of each fill slope as shown on the
drawings. As each layer of fill meets the natural grade of a slope, a bench,
approximately 7 to 8 feet wide, shall be cut into the existing grade with each
layer of newly placed fill. If rock is encountered at the face of the natural grade,
the original ground shall be cut in vertical steps of 4 to 5 feet and a horizontal
bench cut into the rock at the top of each vertical increment. A horizontal
plateau, approximately 15 to 20 feet wide, should be provided in the existing
slope at vertical intervals of roughly 25 feet. Subsurface drains shall be
installed at the toe of the slope and wherever springs or excessive seepage are
encountered. Drains should be led to the outside face of the embankment and
OCTOBER 2023 Project # 19.00124 312000 — Page 20

the water picked up and carried away in such a manner as to avoid softening
the embankment or its toe, or producing erosion gullies.
D. Place and compact fill material in layers to required elevations as follows:
1. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
3. Under steps and ramps, use engineered fill.
4. Under building slabs, use engineered fill.
5. Under footings and foundations, use engineered fill.
3.15 SOIL MOISTURE CONTROL
A. Before compaction begins, the fill shall be brought to a water content that will
permit proper compaction. This may require aerating the material if it is too wet
or the addition of water if it is too dry. If additional water is required, it should be
uniformly distributed through the use of approved water wagons, and shall be
thoroughly incorporated into the material by means of discs or other suitable
mixing equipment. Care shall be taken to avoid trapping water within the fill.
B. Where, in the opinion of the Engineer, proposed fill material is too wet to permit
drying in a reasonable length of time, the Engineer may reject the material and
it must be removed from the work area.
C. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil
layer before compaction to within 2 percent of optimum moisture content.
1. Do not place backfill or fill soil material on surfaces that are muddy, frozen,
or contain frost or ice.
2. Remove and replace, or scarify and air dry, otherwise satisfactory soil
material that exceeds optimum moisture content by 2 percent and is too
wet to compact to specified dry unit weight.
D. Method "C" of the Standard Proctor test of moisture density relationship test,
ASTM D 698 or AASHTO T99, shall be used to determine the maximum
laboratory dry density and the optimum moisture content of the material which
is to be used for fill.
3.16 COMPACTION OF SOIL BACKFILLS AND FILLS
A. Place satisfactory backfill and fill soil materials in layers not more than 8 inches
in loose depth for material compacted by heavy compaction equipment, and not
more than 4 inches in loose depth for material compacted by hand -operated
tampers.
OCTOBER 2023 Project # 19.00124 312000 — Page 21

B. Place satisfactory backfill and fill soil materials evenly on all sides of structures
to required elevations, and uniformly along the full length of each structure. Do
not place backfill against or on structures until they have attained sufficient
strength to support the loads (including construction loads) to which they will be
subjected, without distortion, cracking, or other damage. Take care to prevent
wedging action of backfill against structures.
C. Make special leakage tests, if required, as soon as practicable after the
structures are structurally adequate and other necessary work has been done.
Use the best of the excavated materials in backfilling within 2 feet of the
structure.
D. When existing ground surface has a density less than that specified under the
subsection entitled "COMPACTION" for the particular area classification, break
up the ground surface, pulverize, moisture condition to the optimum moisture
content, and compact to required depth and percentage of maximum density.
E. After compaction, all fill will be tested in accordance with Method "C" of ASTM
D-698, unless specified otherwise. Except as noted otherwise for the zone
around pipe, provide not less than the following percentages of maximum
density of soil material compacted at optimum moisture content, for the actual
density of each layer of soil material -in -place:
UNPAVED AREAS Compact Full Depth to 92%
DRIVES AND PARKING Top 24" - 100%
TRENCH BACKFILL (PAVED AREAS) Compact full depth to 100%
TRENCH BACKFILL (UNPAVED AREAS) Compact full depth to 95%
ALL OTHER BACKFILL Compact full depth to 95%
F. The above compaction requirements are to be satisfied for all soil and
weathered or soft rock fills. Weathered or soft rocks are those that can be
broken down and disintegrated under normal compaction procedures and
equipment.
G. At the close of each day's work, or where work is to be interrupted for a period
of time, the surface of the site shall be shaped to drain freely, and sealed. If
after a prolonged rainfall, the surface of the area to be filled or cut is too wet to
work properly, the unsuitable material shall be removed to expose workable
soil. The wet material removed may be dried and reused. Construction traffic
shall be controlled so as to prevent rutting of graded areas and to avoid over -
rolling of any section.
H. All cut areas shall be rolled and compacted to produce a compaction equal to
that of the filled area. If soft or yielding material is encountered in cuts, or fills
as a result of trapping water, over -rolling or improper control of construction
traffic, and cannot be satisfactorily stabilized by moisture control, compaction or
other means approved by the Engineer, the unstable material shall be
OCTOBER 2023 Project # 19.00124 312000 — Page 22

excavated to the depth required by the Engineer. The excavation shall then be
filled with suitable compacted material in accordance with the requirements
outlined above.
3.17 GRADING
A. Elevations shown on the plans are finished ground unless otherwise noted.
Grading shall be maintained in such a manner as to provide free surface
drainage away from structures and throughout the site at all times without any
ponding of water.
B. Uniformly grade areas to a smooth surface, free of irregular surface changes.
Comply with compaction requirements and grade to cross sections, lines, and
elevations indicated.
1. Provide a smooth transition between adjacent existing grades and new
grades.
2. Cut out soft spots, fill low spots, and trim high spots to comply with
required surface tolerances.
C. Provide ditches and swales to the cross sections and grades shown on the
drawings. Cut ditch subgrades 4 inches below the grades shown and provide 4
inches of topsoil where the plans call for seeding or sodding of the ditch. Keep
ditches and swales free of accumulations of debris or washed in material until
final acceptance of work by the Engineer.
D. Site Rough Grading: Slope grades to direct water away from buildings and to
prevent ponding. Finish subgrades to required elevations within the following
tolerances:
1. Turf or Unpaved Areas: Plus or minus 1 inch.
2. Walks: Plus or minus 1 inch.
3. Pavements: Plus or minus 1/2 inch.
E. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when
tested with a 10-foot straightedge.
3.18 SUBSURFACE DRAINAGE
A. Subsurface Drain: Place subsurface drainage geotextile around perimeter of
subdrainage trench. Place a 6-inch course of filter material on subsurface
drainage geotextile to support subdrainage pipe. Encase subdrainage pipe in a
minimum of 12 inches of filter material, placed in compacted layers 6 inches
thick, and wrap in subsurface drainage geotextile, overlapping sides and ends
at least 6 inches.
OCTOBER 2023 Project # 19.00124 312000 — Page 23

1. Compact each filter material layer to 85 percent of maximum dry unit
weight according to ASTM D 698 with a minimum of two passes of a plate -
type vibratory compactor.
B. Drainage Backfill: Place and compact filter material over subsurface drain, in
width indicated, to within 12 inches of final subgrade, in compacted layers 6
inches thick. Overlay drainage backfill with one layer of subsurface drainage
geotextile, overlapping sides and ends at least 6 inches.
1. Compact each filter material layer to 85 percent of maximum dry unit
weight according to ASTM D 698 with a minimum of two passes of a plate -
type vibratory compactor.
2. Place and compact impervious fill over drainage backfill in 6-inch thick
compacted layers to final subgrade.
3.19 BASE COURSES UNDER PAVEMENTS AND WALKS
A. Place base course on subgrades free of mud, frost, snow, or ice.
B. On prepared subgrade, place base course under pavements and walks as
follows..
1. Install separation geotextile on prepared subgrade according to
manufacturer's written instructions, overlapping sides and ends.
2. Place base course material over subbase course under hot -mix asphalt
pavement.
3. Shape base course to required crown elevations and cross -slope grades.
4. Place base course 6 inches or less in compacted thickness in a single
layer.
5. Place base course that exceeds 6 inches in compacted thickness in layers
of equal thickness, with no compacted layer more than 6 inches thick or
less than 3 inches thick.
6. Compact base course at optimum moisture content to required grades,
lines, cross sections, and thickness to not less than 95 percent of
maximum dry unit weight according to ASTM D 698.
C. Pavement Shoulders: Place shoulders along edges of base course to prevent
lateral movement. Construct shoulders, at least 12 inches wide, of satisfactory
soil materials and compact simultaneously with each base layer to not less than
95 percent of maximum dry unit weight according to ASTM D 698.
3.20 DRAINAGE COURSE UNDER CONCRETE SLABS -ON -GRADE
A. Place drainage course on subgrades free of mud, frost, snow, or ice.
OCTOBER 2023 Project # 19.00124 312000 — Page 24

B. On prepared subgrade, place and compact drainage course under cast -in -place
concrete slabs -on -grade as follows:
1. Install subdrainage geotextile on prepared subgrade according to
manufacturer's written instructions, overlapping sides and ends.
2. Place drainage course 6 inches or less in compacted thickness in a single
layer.
3. Place drainage course that exceeds 6 inches in compacted thickness in
layers of equal thickness, with no compacted layer more than 6 inches
thick or less than 3 inches thick.
4. Compact each layer of drainage course to required cross sections and
thicknesses to not less than 95 percent of maximum dry unit weight
according to ASTM D 698.
3.21 FIELD QUALITY CONTROL
A. The services of qualified soils testing personnel may be engaged by the Owner
for the making of tests to determine the moisture -density relationships, relative
densities, plastic and liquid limits and suitability of materials for compaction and
for inspection and control of the site preparation, selection, placing and
compaction of the fill. Such tests will be provided and paid for by the Owner,
except that tests which reveal non-conformance with the Specifications and all
succeeding tests for the same area, until conformance with the Specifications is
established shall be at the expense of the Contractor. The Owner will be
responsible for paying for only the successful tests. A copy of the testing
personnel's daily field report including results of in -place density and moisture
content tests should be forwarded to the Owner and the Engineer at the end of
each working day.
B. The Contractor shall cooperate fully with the testing personnel so as to permit
proper inspection and control of the work without unnecessary delays.
C. When testing agency reports that subgrades, fills, or backfills have not achieved
degree of compaction specified, scarify and moisten or aerate, or remove and
replace soil materials to depth required; recompact and retest until specified
compaction is obtained.
3.22 PROTECTION
A. Do not operate tractors, bulldozers or other power operated equipment on
paved surfaces if the treads or wheels of the equipment are so shaped as to cut
or otherwise injure the surfaces.
B. Restore all surfaces, including lawns, grassed, and planted areas that have
been injured by the Contractor's operations, to a condition at least equal to that
in which they were found immediately before the work was begun. Use suitable
OCTOBER 2023 Project # 19.00124 312000 — Page 25

materials and methods for such restoration. Maintain all restored plantings by
cutting, trimming, fertilizing, etc., until acceptance. Restore existing property or
structures as promptly as practicable and do not leave until the end of
construction period.
C. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and
erosion. Keep free of trash and debris.
D. During construction and until final acceptance, the Contractor shall construct
temporary or permanent earth berms along the outer edges of the top surface
of the embankment, construct temporary ditches, shape the embankment
surface to provide for the drainage of surface runoff along and throughout the
length of the embankments, and use any other methods necessary to maintain
the work covered by this section so that the work will not contribute to excessive
soil erosion. The Contractor shall construct brush dikes, or install temporary or
permanent slope drains or other drainage features to assist in controlling
erosion.
E. Slides and overbreaks which occur prior to final acceptance of the project due
to natural causes shall be removed and disposed of by the Contractor as
directed by the Engineer.
F. Where slides or overbreaks occur due to negligence or carelessness on the
part of the Contractor, the Contractor shall remove and dispose of the material
at no cost to the Owner.
G. Repair and reestablish grades to specified tolerances where completed or
partially completed surfaces become eroded, rutted, settled, or where they lose
compaction due to subsequent construction operations or weather conditions.
1. Scarify or remove and replace soil material to depth as directed by
Engineer; reshape and recompact.
H. Where settling occurs before Project correction period elapses, remove finished
surfacing, backfill with additional soil material, compact, and reconstruct
surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match
adjacent work, and eliminate evidence of restoration to greatest extent
possible.
All embankments shall be brought to the grade and cross section shown on the
plans or established by the Engineer, prior to final inspection and acceptance
by the Engineer.
OCTOBER 2023 Project # 19.00124 312000 — Page 26

3.23 MAINTENANCE
A. The Contractor shall be responsible during construction and until final
acceptance for the maintenance of all embankments, ground covers and other
surfaces made under the Contract.
B. The Contractor shall protect and maintain erosion and sedimentation controls
during earth moving operations and shall remove said measures upon
completion of earth moving operations and the satisfactory establishment of
permanent or temporary ground covers.
3.24 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus satisfactory soil and waste materials, including unsatisfactory
soil, trash, and debris, and legally dispose of them off Owner's property unless
otherwise required by the plans or special provisions or unless disposal within
the project area is permitted by the Engineer.
B. Concrete that is painted must be disposed of in accordance with requirements
and regulations of the North Carolina Department of Environment and Natural
Resources (NCDENR) Solid Waste Section. Prior to disposal of painted
concrete, the Contractor shall submit a written certification to NCDENR that the
paint on the concrete is not lead -based. Certification that paint on concrete is
not lead -based paint is required prior to management as inert debris. Lead -
based paint is defined by federal statute (Title X of the Housing and Community
Development Act and the Toxic Substances Control Act, by reference).
Concrete that is painted with lead -based paint, or paint that has not been
certified to the satisfaction of the NCDENR Solid Waste Section to be below the
federal standard to be considered lead -based paint, must be disposed of at a
properly permitted construction and demolition landfill or a permitted municipal
solid waste landfill.
C. Transport surplus satisfactory soil to designated storage areas on Owner's
property. Stockpile or spread soil as directed by Engineer.
D. The Contractor shall maintain the earth surfaces of all waste areas, both during
the work and until the completion of all seeding and mulching or other erosion
control measures specified, in a manner which will effectively control erosion
and siltation.
E. The following requirements shall also be applicable to all waste or disposal
areas other than active public waste or disposal areas:
1. Rock waste shall be shaped to contours which are comparable to and
blend in with the adjacent topography where practical, and shall be
covered with a minimum 6 inch thick layer of earth material either from the
project waste or from borrow.
OCTOBER 2023 Project # 19.00124 312000 — Page 27

2. Earth waste shall be shaped to contours which are comparable to and
blend in with the adjacent topography where practicable, but in no case
will slopes steeper than 2.1 be permitted.
3. Construction debris, grubbed debris and all broken pavement and
masonry shall be covered with a minimum 6-inch thick layer of earth waste
material from the project or borrow. The completed waste area shall be
shaped as required above for disposal of earth waste.
4. Seeding and mulching. shall be performed over all earth or earth covered
waste areas. The work of seeding and mulching shall be performed in
accordance with other sections of these Contract Documents.
5. Where the Engineer has granted permission to dispose of waste and
debris within the project, the Engineer will have the authority to establish
whatever additional requirements may be necessary to insure the
satisfactory appearance of the completed project.
END OF SECTION 312000
OCTOBER 2023 Project # 19.00124 312000 — Page 28

SECTION 333100 SANITARY SEWER PIPE AND APPURTENANCES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including Modified General
and Supplementary Conditions and Division 01 Specification Sections, apply to
this Section.
B. Where specific standards are referenced within this document, the most current
specification and/or latest revision shall apply.
1.2 SUMMARY
A. Section Includes:
1. Pipe and fittings.
2. Valves and appurtenances.
3. Transition couplings.
4. Manholes and appurtenances.
1.3 SCOPE OF WORK
A. Furnish all labor, equipment, materials, incidentals, and temporary facilities
necessary to install and complete the sanitary sewer and/or force main
installation in accordance with the plans. All pipe and appurtenance material
shall be of the type and class specified herein.
B. All pipeline and appurtenance excavation, bedding, pipe laying, jointing and
coupling of pipe joints and backfilling shall be completed as described herein.
1.4 DEFINITIONS
A. AASHTO — American Association of State Highway and Transportation Officials
B. ACPA — American Concrete Pavement Association
C. ANSI —American National Standards Institute
OCTOBER 2023 Project # 19.00124 333100 — Page 1

D.
API —American
Petroleum Institute
E.
ASTM
— American Society for Testing and Materials
F.
AWWA — American Water Works Association
G.
CFM —
Cubic Feet per Minute
H.
DIP —
Ductile Iron Pipe
I.
HDD —
Horizontal Directional Drilling
J.
HDPE
— High Density Polyethylene
K.
LB — Pound
L.
Min. -
Minute
M.
NFPA
— National Fire Protection Association
N.
NSF —
National Sanitation Foundation
O.
NSPT
— National Standard Pipe Thread
P.
PE — Polyethylene
Q.
PPM —
Parts Per Million
R.
PSI —
Pounds per Square Inch
S.
PSIG
— Pounds per Square Inch (Gauge)
T.
PVC —
Polyvinyl Chloride
U.
RCP —
Reinforced Concrete Pipe
1.5 SUBMITTALS
A. All submittals shall be in accordance with the requirements of Division 1 of
these specifications.
B. Shop drawings or submittals shall be required for the following:
1. Drawings and descriptive data on manholes (including wall thicknesses,
vertical dimensions, and deflection angles), concrete used in manufacture
of manholes and precast inverts, rubber gaskets, joint sealant, flexible
manhole sleeves and joints, frames and covers, inverts, and manhole
OCTOBER 2023 Project # 19.00124 333100 — Page 2

steps shall be submitted to the Engineer for review prior to their
manufacture.
2. All sizes and types of pipe.
3. All pipe fittings, valves and appurtenances.
4. All transition couplings.
C. Coordination Drawings: For piping and specialties including relation to other
services in same area, drawn to scale. Show piping and specialty sizes and
valves, meter and specialty locations, and elevations.
D. Operation and Maintenance Data: For specialties valves and appurtenances to
include in emergency, operation, and maintenance manuals.
E. When utilized on the project, the Contractor shall submit detailed plans and a
description outlining all provisions and precautions to be taken by the
Contractor regarding the handling of existing wastewater flows during the sewer
line connections, replacement or startup of the sewage pumps. This plan must
be specific and complete, including such items as schedules, locations,
elevations, capacities of equipment, materials and all other incidental items
necessary and/or required to ensure proper protection of the facilities, including
protection of the access and bypass pumping locations from damage due to the
discharge flows, and compliance with the requirements and permit conditions.
The submitted work schedule shall minimize the interruption and/or bypassing
of wastewater flow during construction. The plan shall include the use of a
"High Water Alarm" in the manhole or structure used for bypass pumping. The
submittals shall include electrical schematics and control panel information for
the pumps including start/stop and alarming configurations. No construction
shall begin until all provisions and requirements have been reviewed by the
Owner. The Contractor shall allow 30 days for review of this plan.
1. The plan shall include but not limited to details of the following:
a. Staging areas for pumps;
b. Plan showing proposed equipment and piping layouts including
details of tie-ins to existing sewer lines and/or force mains;
C. List of pump sizes, valves, piping, fittings and other appurtenances;
d. Method of noise control for each pump and/or generator;
e. Method for controlling and monitoring the pumps.
f. Contingency plan for a sanitary sewer overflow caused by the
diversion of the sewer flow.
OCTOBER 2023 Project # 19.00124 333100 — Page 3

1.6 DELIVERY, STORAGE, AND HANDLING
A. The Contractor shall coordinate material deliveries with the
manufacturer/supplier. All materials shall be handled and stored in accordance
with the manufacturer's recommendations using methods that will prevent
damage to the materials. Further, all manhole components shall be handled
and stored in accordance with the ASTM C891.
B. Preparation for Transport: Prepare valves according to the following:
1. Ensure that valves are dry and internally protected against rust and
corrosion.
2. Protect valves against damage to threaded ends and flange faces.
3. Set valves in best position for handling. Set valves closed to prevent
rattling.
C. The Contractor shall unload pipe and appurtenances so as to avoid deformation
or other injury thereto. Pipe shall not be placed within pipe of a larger size and
shall not be rolled or dragged over gravel or rock during handling. If any
defective material is discovered after installation, it shall be removed and
replaced with sound pipe or shall be repaired by the Contractor in an approved
manner and at his own expense.
D. The Contractor shall store all pipe and appurtenances on sills above storm
drainage level and deliver for laying after the trench is excavated. Do not store
any plastic materials in direct sunlight. All plastic materials shall be supported to
prevent sagging and bending. All plastic materials shall also be covered with
tarps if exposed to the elements for extended periods of time.
E. Protect pipe, pipe fittings, and seals from dirt and damage.
F. Handle all materials in accordance with the manufacturer's written instructions.
G. When any material is damaged during transporting, unloading, handling or
storing, the undamaged portions may be used as needed, or, if damaged
sufficiently, the Engineer will reject the material as being unfit for installation.
The Engineer will reject any ductile iron pipe with a damaged cement lining.
1.7 PROJECT CONDITIONS
A. Interruption of Existing Sanitary Sewerage Service: The interruption of sewer
flows within the collection system or service to any occupied structure or facility
will not be permitted unless specifically approved by the utility owner. The
Contractor shall be responsible for maintaining sewer flows at all times.
OCTOBER 2023 Project # 19.00124 333100 — Page 4

1. When by-pass pumping of sewer flows is necessary, the Contractor shall
submit a by-pass pumping work plan to the Engineer and utility owner in
conjunction with the submittal of a construction schedule. The plan shall
include a primary pump and an identical standby pump.
2. Notify Engineer and utility owner no fewer than 72 hours in advance of
proposed by-pass pumping of sewer flows.
3. Do not proceed with by-pass pumping of sewer flows without utility
owner's written permission.
1.8 QUALITY ASSURANCE
A. Regulatory Requirements:
1. Comply with all requirements of utility owner providing sanitary sewer
service including the connection of new collection system piping.
2. Comply with all standards of authorities having jurisdiction for sanitary
sewer service piping, including materials, installation, and testing.
B. All piping materials shall bear label, stamp, or other markings of specified
testing agency.
C. Electrical Components, Devices, and Accessories: All associated materials
shall be listed and labeled as defined in NFPA 70, Article 100, by a testing
agency acceptable to authorities having jurisdiction, and marked for intended
use.
D. The design, installation and operation of any temporary pumping system, when
required to maintain sewer flows in the existing system, shall be the
Contractor's responsibility. The Contractor shall demonstrate experience in the
design and operation of temporary bypass pumping systems or employ the
services of a vendor who can demonstrate this experience. The Contractor or
vendor shall provide at least five (5) references of projects of a similar size and
complexity as this project performed within the past three (3) years. The bypass
system shall meet the requirements of all codes and regulatory agencies having
jurisdiction.
1.9 COORDINATION
A. Coordinate any connections to the existing sanitary sewer with the utility owner.
OCTOBER 2023 Project # 19.00124 333100 — Page 5

PART 2 - PRODUCTS
2.1 BYPASS PUMPING EQUIPMENT
A. Equipment:
1. All pumps utilized for bypass pumping shall be centrifugal, end suction,
fully automatic self -priming units that do not require the use of foot valves
in the priming system. The pumps may be electric or diesel powered. All
pumps used must be constructed to allow dry running for long periods of
time to accommodate the cyclical nature of sewer flows. The pumps shall
not be hydraulic submersible type.
2. Pumps shall be equipped with sound attenuation enclosures which reduce
operating noise to 66 dB at 30 feet. Pump sizing shall be in accordance
with this Specification.
3. The bypass pumping system shall include the necessary stop/start
controls for the pumps.
4. The Contractor shall have adequate standby equipment available and
ready for immediate operation and use in the event of an emergency or
breakdown. A backup pump of size equal to the largest bypass pump
shall be included. The backup pump shall be on-line, isolated from the
primary system by a valve.
5. Temporary discharge piping shall be constructed of rigid pipe with
positive, restrained joints. Aluminum "irrigation" type piping or glued PVC
pipe will not be allowed. Discharge hose will only be allowed in short
sections and as accepted by the Owner.
6. Allowable piping shall be as specified herein or as otherwise approved in
writing by the Engineer.
B. System Description:
1. Design Requirements:
a. The bypass pumping system shall have sufficient capacity to pump a
peak flow equal to or greater than the capacity of the sewer line
being bypassed. The Contractor shall provide, maintain and operate
all necessary pipeline plugs, pumps of adequate size to handle the
peak flow, and temporary discharge piping to ensure that the total
influent flow can be safely diverted around the affected section to be
repaired or replaced. Bypass pumping systems will be required to be
operated 24 hours per day from the time the existing sewer line is
OCTOBER 2023 Project # 19.00124 333100 — Page 6

removed from service until the new sewer line is put into service and
has been determined to be Substantially Complete by the Owner.
b. Temporary bypass pumping during construction may be
accomplished by utilizing existing sanitary sewer manholes upstream
and downstream of the affected section. The Contractor shall verify
location of all utilities, size of fittings, couplings and all other bypass
requirements as previously noted. The bypass connection and piping
shall be installed and tested prior to bypassing.
C. When bypass pumping from an existing valve vault or pump station,
the Contractor shall verify that all necessary components of the
existing system are in good working condition. The Owner shall be
responsible for operating these valves during construction/upgrades
at existing facilities. The Contractor shall coordinate with the
Owner's personnel regarding the operation of these facilities and
providing a minimum of five (5) days' notice to the Owner prior to
conducting any verification or performing any construction
operations.
2.2 PIPE MATERIALS
A. All materials shall be first quality with smooth interior and exterior surfaces, free
from cracks, blisters, honeycombs and other imperfections, and true to
theoretical shapes and forms throughout. All materials shall be subject to the
inspection of the Engineer at the plant, trench, or other point of delivery, for the
purpose of culling and rejecting materials which do not conform to the
requirements of these specifications. Such material shall be marked by the
Engineer and the Contractor shall remove it from the project site upon notice
being received of its rejection.
B. As particular specifications are cited, the designation shall be construed to refer
to the latest revision under the same specification number, or to superseding
specifications under a new number except provisions in revised specifications
which are clearly inapplicable.
2.3 DUCTILE IRON SEWER PIPE (DIP) — GRAVITY SEWER AND FORCE
MAINS
A. Ductile Iron Pipe shall be as manufactured in accordance with AWWA C151,
ASTM A-746, ANSI Specification A21.50 and A21.51 and shall be Class 350
unless otherwise specified on the drawings or in the Bid Schedule.
1. The pipe interior shall be cement mortar lined and seal coated, standard
thickness, in accordance with ANSI Specification A21.4.
2. The exterior of all pipe shall be coated with either a coal or asphaltic base
bituminous pipe coating in accordance with ANSI Specification A21.8.
OCTOBER 2023 Project # 19.00124 333100 — Page 7

3. Pipe shall be furnished with Slip Joints, Mechanical Joints, or Flanged
Joints as indicated on the drawings and in accordance with the
specifications described below:
B. Slip Joints: Slip or "push -on" joints shall be manufactured in accordance with
AWWA C111. Pipe thickness shall be Class 350 as determined by AWWA
C150.
C
1. Bells of "slip" joint pipe shall be contoured to receive a bulbshaped circular
rubber gasket, and plain ends shall have a slight taper to facilitate
installation. The gasket and associated lubricant shall be furnished by the
pipe manufacturer and shall be manufactured in accordance with ANSI
Specification A21.11.
2. The jointing shall be done by guiding the plain end into the bell until
contact is made with the gasket and by exerting a sufficient compressive
force to drive the joint home until plain end makes full contact with the
base of the bell. In force main installations, no joint may exceed a
maximum deflection of 11 inches in an 18-foot joint of pipe (3 degrees).
Restrained -Joint Ductile Iron Pipe:
1. All restrained joint pipe shall be ductile iron, manufactured in accordance
with the requirements of ANSI/AWWA C151/A21.51. The rated working
pressure for pipe sizes 4-inch through 24-inch shall be 350 PSI and 250
PSI for pipe sizes 30-inch through 64-inch as determined by AWWA C150
unless otherwise noted. Push -on joints for such pipe shall be in
accordance with ANSI/AWWA C111/A21.11.
2. Restrained joints shall be restrained push -on joints, TR Flex by U.S. Pipe
and Foundry; Lok-Fast by American Cast Iron Pipe Company, or equal.
Joints shall be suitable for 250 psi working pressure and be fabricated of
heavy section ductile iron casting. Bolts and nuts shall be low carbon steel
conforming to ASTM A307, Grade B.
3. External loading conditions shall not deflect the pipe more than 3% in the
horizontal direction.
Mechanical -Joint Ductile Iron Pipe:
1. All mechanical joint pipe shall be ductile iron manufactured in accordance
with AWWA C111. Pipe shall be manufactured in accordance with AWWA
C151, and the pipe thickness shall be Class 350 as determined by AWWA
C150 unless otherwise noted.
2
All bolts shall be tightened by means of torque wrenches in such a manner
that the follower shall be brought up toward the pipe evenly. If effective
OCTOBER 2023 Project # 19.00124 333100 — Page 8

sealing is not obtained by tightening the bolts to the specified torques, the
joint shall be disassembled and reassembled after thorough cleaning.
3. Bolts for mechanical joints shall be high grade steel, low alloy type, with
tee or hex head and American Standard threads. Mechanical joint gland
shall be gray iron and shall utilize a plain rubber gasket.
E. Flanged -Joint Ductile Iron Pipe:
1. Flanged pipe shall have flanges with long hubs, shop fitted on the
threaded end of the pipe.
2. Where required, flanges shall be tapped for stud bolts. Flanges shall be
accurately faced at right angles to the pipe axis and shall be drilled
smooth and true, and covered with coal tar pipe varnish or otherwise
protected against corrosion of flange faces. Flange faces shall be cleaned
to bare metal with wire brushed before installation of pipe.
3. Ductile iron flanged joint pipe shall have a thickness of Class 53 minimum
and shall conform to AWWA C110 and AWWA C115. Pipe shall be
ordered in lengths needed as no pipe shall be cut, threaded or flanged in
the field. All pipe shall have Class 125 flanges conforming to AWWA
C110 unless otherwise specified.
4. Flanged joints shall be made up with through bolts of the required size.
Bolts shall be zinc plated, with good and sound, well fitting threads, so that
the nuts may be turned freely by hand.
5. Flanged joints shall be made up using only full face gaskets with a
minimum thickness of 1/8-inch. Ring gaskets are not acceptable. Gasket
material shall be rubber or approved equal as recommended by the
Manufacturer.
6. Connecting flanges shall be in proper alignment and no external force
shall be used to bring them together.
F. Long Span Pipe: "Long span" type ductile iron pipe shall be used for
unsupported spans greater than 20'-0". "Long span" ductile iron pipe and
associated pipe joints shall be designed by the pipe manufacturer specifically
for elevated crossings with unsupported spans shown on the drawings. The
Contractor shall submit shop drawings from the pipe manufacturer for the long
span pipe. Shop drawings shall include material specifications for the pipe and
joints, and shall specify locations of joints with respect to the pier locations
shown on the drawings. Long span ductile iron pipe shall be as manufactured
by American, U.S. Pipe, or equal.
OCTOBER 2023 Project # 19.00124 333100 — Page 9

2.4 POLYVINYL CHLORIDE SEWER PIPE (PVC)
A. Gravity: Polyvinyl Chloride Pipe shall be as manufactured in accordance with
ASTM D-3034, latest edition, and shall be suitable for use as a gravity sanitary
sewer pipe. The standard dimension ratio (SDR) shall be 35 unless otherwise
specified on the contract drawings.
B. All polyvinyl chloride pipe joints shall be of an integral bell and spigot of the
same material as the pipe. It shall have a solid cross-section with rubber "0"
ring securely locked in place at the point of manufacture.
C. Force Main: Polyvinyl chloride pipe shall be as manufactured in accordance
with ASTM D-2241, latest edition, and shall be suitable for use as a sanitary
sewer force main pipe. The standard dimension ratio (SDR) shall be 18 or 21
as shown on the contract drawings. PVC force main piping shall have a preen
exterior color. Under no circumstances shall pipe with a blue exterior color be
accepted. No pipe joint may exceed a maximum deflection of 11 inches in an
18-foot joint of pipe (3 degrees).
D. Exposed Piping: Exposed polyvinyl chloride pipe shall be schedule 80 and shall
be as manufactured in accordance with ASTM D-1785. Joints between piping
and fittings shall be solvent cemented in accordance with ASTM D-2672.
Connections to valves shall be threaded in accordance with ASTM D-2464.
E. Where PVC pipe is installed in iron pipe size (IPS), an IPS gasket shall be
furnished with each fitting to insure compatibility.
2.5 HIGH DENSITY POLYETHYLENE PIPE (HDPE)
A. High -density polyethylene pipe may be used in the horizontal directional drilling
(HDD) of sewer force mains as indicated on the project drawings. Piping shall
be extruded from a polyethylene compound and shall conform to the following
requirements:
1. The polyethylene resin shall meet or exceed the requirements of ASTM
D3350 for PE 3408 material with a cell classification of 335434C or better.
2. The polyethylene compound shall be suitably protected against
degradation by ultraviolet light by means of carbon black, well dispersed
by precompounding in a concentration not less than 2 percent.
3. The maximum allowable hoop stress shall be 800 psi at 73.4 OF.
4. The pipe manufacturer shall be listed with the Plastic Pipe Institute as
meeting the recipe and mixing requirements of the resin manufacturer for
the resin used to manufacture the pipe in this project.
OCTOBER 2023 Project # 19.00124 333100 — Page 10

5. The pipe and bends shall have a minimum standard dimension ratio
(SDR) wall thickness as specified by the Engineer.
6. Joining shall be performed by thermal butt -fusion in accordance with the
manufacturer's recommendations.
7. Sanitary sewer pipe exterior shall be green in color or contain green
striping.
2.6 BRASS PIPE AND FITTINGS (For Use In Force Main Appurtenances Onlv1
A. Brass goods furnished under this specification shall be new and unused. All
brass pipe and fittings utilized in the assembly of force main appurtenances
shall be seamless red brass (copper alloy 230) in accordance with ASTM B43.
Metal alloy composition shall be as follows:
1. Copper: 84.0% to 86.0%
2. Lead: 0.05% max.
3. Iron: 0.05% max.
4. Zinc: Remainder (approximately 15%)
B. All brass pipe and fittings shall be regular weight (schedule 40) with threaded
ends in accordance with ANSI B1.20.1.
C. Unless otherwise noted, all pipe and fittings shall have a minimum working
water pressure of 150 psi and shall conform to AWWA Standard C800.
D. All fittings shall either be stamped or embossed with the manufacturer's name.
2.7 FITTINGS — DIP AND PVC FORCE MAINS
A. Fittings in DIP and PVC force mains shall be required where the sanitary sewer
force main has a significant change in alignment or grade. The specifications
for the force main fittings are described below:
1. All fittings for any type of sewer force main shall be ductile iron mechanical
joint fittings manufactured in accordance with ANSI Specification A-21.1
and AWWA Standard C153 (compact body type) for underground piping
for 3 inch through 24 inch diameter fittings and AWWA C110 (full body
type) for pipe diameters larger than 24 inches. Where flanged pipe is
used ductile iron fittings shall be flanged in accordance with AWWA C153
or AWWA C110 (based on sizing as stated above) for exposed piping. All
flanges shall be Class 125 unless otherwise noted.
OCTOBER 2023 Project # 19.00124 333100 — Page 11

2. The interior of all fittings shall be cement mortar lined (not less then 1 /16-
inch), seal coated in accordance with ANSI Specification A21.4 and
AWWA C-104, and suitable for a minimum working pressure of 250 PSI
unless otherwise specified.
2.8 GASKETS
A. All rubber gaskets for DIP and PVC pipe and fittings shall be in accordance with
AWWA C111. All gaskets shall be a product of the pipe manufacturer, made
specifically for the pipe being installed, and shall match the shape and
configuration of the joint.
B. Gaskets for ductile iron restrained joint shall be push -on pipe shall provide a
trouble -free means of joint restraint for the pipe. These restraining systems shall
include gaskets provided by the pipe manufacturer that contain high -strength
stainless steel elements spaced around the gasket that develop a dependable
gripping action. These push -on restrained joint gaskets shall be rated for a
working pressure of 350 PSI for pipe sizes 4-inch through 24-inch and 150 psi
for 30-inch pipe.
2.9 WYES, SADDLES, AND SERVICES
A. The materials described within this paragraph shall include all materials to
construct a complete sanitary sewer service connection from the gravity
sanitary sewer main to the edge of the permanent easement or right-of-way.
B. Wyes and saddles shall be of the same material and strength as the sewer
mains on which they are installed. Saddle type fittings shall not be used on new
construction or existing mains for pipes 12 inches in diameter or smaller, unless
specifically called for in the Plans and/or Specifications or approved in writing
by the Engineer. For ductile iron mains greater than 12 inches in diameter,
"CB" Romac tapping saddles as manufactured by Romac Industries, Inc. or an
approved equal may be used. Unless otherwise specified in the Plans and/or
Specifications, house services shall be constructed of 4-inch diameter Schedule
40 PVC pipe or Class 350 psi ductile iron pipe.
C. For taps and services on an existing PVC or VCP sewer mains that are being
repaired by trenchless construction methods, flexible saddles as manufactured
by NDS/HPI or an approved equal may be utilized. Flexible saddles shall be
affixed to the sewer main by stainless steel bands or straps as provided by the
manufacturer and by using a two-part epoxy glue uniformly spread over the
contact surface of the saddle.
D. A compression coupling by Inserta-Tee or approved equal shall be used to re-
connect services to existing 8-inch and larger diameter sewer mains that are
being rehabilitated by trenchless construction methods.
OCTOBER 2023 Project # 19.00124 333100 — Page 12

E. Wyes shall be placed in sanitary sewers so as to properly serve each existing
house and each vacant lot facing or butting on the street or alley in which the
sewer is being laid, and at such other locations as may be designated by the
Engineer.
F. The location of all wyes, cleanouts, and service lines installed in the work shall
be identified on the plans submitted by the Contractor at the end of the project.
2.10 TRANSITION COUPLINGS
A. New Sewer System Construction:
1. In general, transition couplings shall not be permitted in the construction of
new sewer systems. For new gravity sewer system construction, the
same pipe material shall extend between manholes with no transitions.
2. The pipe material associated with a sewer force main may change, when
and where indicated on the Drawings or as approved by the Engineer.
When the nominal diameter of the pipe does not change, an approved
transition coupling may be used, as necessary, to joint these dissimilar
materials. In these cases, a ductile iron, mechanical joint, solid sleeve
shall be used to joint these dissimilar materials. The solid sleeve shall be
as specified above for fittings and shall be the long body -type. The
appropriate gaskets shall be selected based on the outside diameters of
the materials being jointed. All gaskets shall be as specified above. In all
cases, the gap between the pipe sections being jointed shall not exceed
0.25 inches.
3. Where the nominal diameter of a sewer force main changes, an
appropriate ductile iron, mechanical joint reducer, as specified above for
fittings, shall be used to joint these materials. The appropriate gaskets
shall be selected based on the outside diameters of the material being
jointed. All gaskets shall be as specified above.
B. Rehabilitation of Existing Sewer Systems:
1. In general, during the rehabilitation of existing sewer lines, the use of
appropriate transition couplings shall be permitted as approved by the
Engineer. All changes in pipe size within the gravity sewer collection
system shall require the installation of a manhole as specified elsewhere.
2. Jointing for gravity sewer lines shall require an appropriate shielded
rubber sewer coupling. In all cases, the gap between the pipe sections
being jointed shall not exceed 0.25 inches. The coupling shall consist of a
rubber sleeve conforming to ASTM C425 and ASTM C1173 with a Grade
316 stainless steel shear ring and clamps conforming to ASTM A240.
Clamps shall be included with nut and bolt or worm drive take-up
OCTOBER 2023 Project # 19.00124 333100 — Page 13

fasteners. "O" ring -type seals shall be provided under each sealing clamp
to prevent slippage and provide a positive seal.
3. When the rehabilitation of a sanitary sewer force main requires the use of
a transition coupling, the use of such couplings shall be as approved by
the Engineer. When the nominal diameter of the pipe does not change,
an approved transition coupling may be used, as necessary. In these
cases, a ductile iron, mechanical joint, solid sleeve shall be used to joint
these materials. The solid sleeve shall be as specified above for fittings
and shall be the long body -type. The appropriate gaskets shall be
selected based on the outside diameter(s) of the material(s) being jointed.
All gaskets shall be as specified above. In all cases, the gap between the
pipe sections being jointed shall not exceed 0.25 inches.
4. Where the nominal diameter of a sewer force main changes as part of a
rehabilitation project, an appropriate ductile iron, mechanical joint reducer,
as specified above for fittings, shall be used to joint these materials. The
appropriate gaskets shall be selected based on the outside diameters of
the material being jointed. All gaskets shall be as specified above.
2.11 MANHOLES
A. Standard precast concrete manholes sections shall conform to the latest
revision of ASTM C 478. Tapered section and transition sections, where
required, shall be of eccentric cone design, having the same wall thickness and
reinforcement as the cylindrical ring sections. Flat slab tops shall be required
for very shallow manholes where shown or specified. Flat slab tops shall ONLY
be utilized when/where approved for use by the Engineer. All manholes shall
be constructed to the sizes, shapes and dimensions and at the locations shown
on the plans. Unless otherwise shown on the plans, manhole diameters, wall
thicknesses and bottom thicknesses shall be as follows:
Pipe Size Diameter Wall Bottom
(inches) (feet) Thickness Thickness
(inches) (inches)
8 through 18 4 5 6
21 through 36 5 5 8
39 through 54 6 6 8
Larger than 54 8 8 8
B. The minimum wall thickness of all manhole riser sections shall be as shown in
the table above. Cone sections shall have a minimum wall thickness of 8
inches at their top. Suitable openings for inlet and outlet pipes shall be cast into
OCTOBER 2023 Project # 19.00124 333100 — Page 14

the base section for standard connections and into the riser section for drop
connections. These openings shall be circular, accurately located and
appropriately sized for each manhole.
C. The height or depth of each manhole will vary with the location, but unless
otherwise indicated, it shall be constructed such that the top of the manhole
matches that of the finished grade surrounding the manhole and the invert is
constructed at elevation shown on the plans. As directed by the Engineer (or
as otherwise indicated on the plans) the top elevations of some manholes
maybe elevated above the finished grade of the surrounding area in wooded or
other natural (unmaintained) areas. In all cases, the number of manhole
sections (joints) necessary to construct the required height shall be minimized.
D. All manhole and wet well bases shall be monolithically poured complete with a
bottom. When indicated on the drawings, precast concrete base sections shall
be provided with extended base sections or increased bottom thickness to
provide ballast to prevent flotation. Extended bases, as required by the
drawings, may be included in the monolithic pour of the base or integrally cast
as approved by the Engineer.
E. Minimum compressive strength of concrete shall be 4,000 psi at 28 days and
shall comply with ACI 318, and ACI 350. The maximum permissible absorption
shall be 6.0 percent. All cement used in the mixture shall be in accordance with
ASTM C 150, Type II. Fine aggregate shall be sand, while coarse aggregate
shall be crushed gravel, both in accordance with ASTM C 33. All water utilized
in the concrete mix shall be potable water. Bases and risers shall be reinforced
with a single cage of steel placed within the center third of the wall. Welded
wire fabric shall be in accordance with ASTM A 185. Steel reinforcing bars
shall be grade 60 deformed steel in accordance with ASTM A 615. The tongue
or the groove of the joint shall contain one (1) line of circumferential
reinforcement equal in area to that in the barrel of the manhole riser. The
minimum cross -sectional area of steel per linear foot shall be 0.12 square
inches. Precast manhole sections shall fit together readily.
F. The quality of materials, the process of manufacture, and the finished manhole
sections shall be subject to inspection and approval by the Engineer. The
manhole sections shall be perpendicular to their longitudinal axis within the
limits listed in ASTM C 478.
G. Joint Sealing Materials: Joints shall be sealed by two (2) butyl rubber seals.
Each seal shall be as described below:
1. Butyl Seals shall consist of a plastic or paper -backed butyl rubber rope no
less than 1 inch cross section. When manholes are larger than 4 feet
diameter or have a larger than normal space between the joints, the length
and or diameter of the rope shall be increased as required to achieve a
seal. Butyl rubber material shall conform to Federal Specification SS-
OCTOBER 2023 Project # 19.00124 333100 — Page 15

S210A, AASHTO M-198, Type B - Butyl Rubber and as follows: maximum
of 1 percent volatile matter and suitable for application temperatures
between 10 and 100 degrees F. Butyl rubber shall be applied to clean,
dry surfaces only. Use of 2 independent wraps of Butyl Rubber placed
side -by -side (not stacked) qualifies for the requirement of two seals.
2. Internal O-Ring Gaskets and Internal Rubber Gaskets shall not be used.
H. Manhole Sleeves and Entrance Joints: Flexible manhole sleeves or flexible
manhole entrance joints shall be installed on all pipes entering and leaving
precast manholes. Manhole openings shall be accurately core drilled or cast in
place. Sleeve and joint material shall be of high quality synthetic rubber which
complies with the requirements of ASTM Specification C 923. Sleeve hardware
(clamps, bands, straps, draw bolts, nuts, etc.) shall be stainless steel and make
a watertight union. Sleeves shall be Kor-N-Seal I, Kor-N-Seal II, flexible
connectors models 72, 73, 74, 107, 117, 126, 127, 128, 1610, or 1612 as
manufactured by EPCO, or shall be as manufactured by Lock Joint a subsidiary
of Gifford -Hill -American, Inc. or comparable sleeves as manufactured by the
Press Seal Gasket Corporation, or equal. Flexible manhole entrance joints may
be cast into the wall of the manhole base or may be installed by coring the
manhole wall and installing the flexible connector to form a tight waterstop.
Joints shall be watertight under a 30 foot head of water. Flexible manhole
entrance joints shall be A-LOK Joints as manufactured by the A-LOK Products
Corp., Press Wedge II as manufactured by the Press Seal Gasket Corp., or
equal. Flexible manhole sleeves and flexible manhole entrance joints shall be
installed in accordance with instructions of their manufacturer.
Manhole Steps:
1. Steps shall be a copolymer polypropylene plastic reinforced with a '/2 inch
diameter, grade 60 bar and have serrated tread and tall end lugs. Step
pull out strength shall be a minimum of 2,000 pounds when tested
according to ASTM C-497.
2. Steps shall be required in all structures with a depth greater than four (4)
feet. Steps shall be vertically aligned and uniformly spaced for the entire
depth of the structure. Steps shall be located in the structures along the
vertical face of the eccentric cone and so as to land upon a bench.
3. Steps shall be vertically spaced between 12 and 16 inches on center.
Step width shall be a minimum of 12 inches. Steps shall protrude from the
wall of the structure a minimum of five (5) inches and a maximum of seven
(7) inches.
4. Secure steps to the wall with a compression fit in tapered holes. Steps
shall not be vibrated or driven into freshly cast concrete. Steps shall not
be grouted in place.
OCTOBER 2023 Project # 19.00124 333100 — Page 16

J. Precast Grade Rings and Brick:
1. Precast reinforced concrete grade rings or brick shall be used to adjust
ring and covers to finished grade. No more than 12 vertical inches of
grade rings or brick will be allowed per manhole. Grade rings shall
conform to ASTM C478 and shall be no less than 6 inches and no more
than 9 inches in height with a diameter matching that of the frame and
cover.
2. All brick used shall be solid and shall be made from Concrete, Clay, or
Shale, and shall be of standard building size.
K. Manhole Frames and Covers:
1. Frames and covers shall be cast iron of superior quality, tough and even
texture. Castings shall be gray iron conforming to ASTM A 48, size as
indicated, free from blow holes, porosity, hard spots, shrinkage distortion,
or other defects, and well cleaned. The bearing surface between frame
and cover shall be machined to prevent rocking and rattling.
2. The standard manhole casting shall be designed for heavy duty use with a
190 pound frame and 125 pound cover. All frames and covers shall
comply with AASHTO HS20 loading requirements as well as North
Carolina DOT standard 840.54. The minimum opening within the interior
of the frame shall be 24-inches. The frame shall have a 4-inch minimum
width flange with the cover being 26 inches in diameter and shall include an
indented top design with lettering cast into the cover, using the wording
"SANITARY SEWER." Acceptable products include U.S. Foundry USF
669 ring and KL cover, or an approved equal.
3. Special waterproof manhole frame and covers shall be installed only at
those locations indicated on the contract drawings. Watertight rings and
lids shall be U.S. Foundry 669-KL-BWTL with a 125-pound cover. Ring
shall have a flat type gasket and cover shall be bolted down with a
minimum of four (4) bolts.
4. After the manhole has been set in its final position, set the manhole frame
to the required elevation using no more than 12 inches of precast concrete
grade rings, or bricks sealing all joints between cone, adjusting rings, and
manhole frame. When grade rings or bricks are used, grout with non -
shrink grout. Where manholes are constructed in paved areas, the top
surface of the frame and cover shall be tilted so as to conform to the exact
slope, crown and grade of the existing surrounding pavement. Manhole
frames which are placed above final grade will have frames attached to
manhole cone section by means of 5/8-inch diameter stainless steel
anchors and washers. One anchor bolt shall be provided per hole.
OCTOBER 2023 Project # 19.00124 333100 — Page 17

5. When flat slab tops are utilized, frames shall be cast into the top for
access into manholes.
L. Manhole Inverts and Benches:
1. All sanitary sewer manholes (excluding wet well structures) shall include
inverts and benches. Manhole inverts and benches shall be constructed
of brick and cement grout or precast concrete in accordance with the
standard details shown on the drawings. Inverts shall have a "U" shaped
cross section of the same diameter as the invert of the sewers which they
connect. "U" shaped inverts shall be constructed to a minimum depth of 6
inches for 8 inch sewers and to full pipe diameter depth of the outlet sewer
main for larger mains. The manhole invert shall be carefully formed to the
required size and grade by gradual and even changes in sections.
Changes in direction of flow through the manhole, whether horizontal or
vertical, shall be made with true tangent curve(s) with as large a radius as
the size of the manhole will permit. Provide a '/2 inch radius at the
intersection of 2 or more channels. The minimum concrete thickness in
the invert of the channel shall be 2 inches, not including the manhole base
thickness. The fall across the manhole invert shall be as noted on the
plans.
2. Manhole benches shall be constructed with a slope of 1 inch per foot (8
percent) sloped toward the invert channel. Finish benches shall provide a
uniform slope from the high point at the manhole wall to the low point at
invert channel. Provide a radius (1/8 inch to 1 inch range is acceptable) at
the edge of the bench and channel.
3. When the invert and bench are not constructed by the precast
manufacturer, the Contractor shall construct the invert and bench using
3,000 psi concrete or non -shrink grout. Non -shrink grout may be
plastered over layered brick and mortar in lieu of solid non -shrink grout
invert.
4. Gradual smooth sided depressions and high spots may be allowed so long
as diameter of invert channel ranges from 1/4 inch less than, or 1/2 inch
more than the nominal pipe diameter are maintained. Voids, chips, or
fractures over 1/8 inch in diameter or depth shall be filled with a non -shrink
grout and finished to a texture reasonably consistent with the bench
surface. All work from collar down shall have a steel trowel finish.
5. Pipe Openings: Pipe openings shall provide clearance for pipe projecting
a minimum of 2 inches inside the manhole. The crown of smaller diameter
pipes shall be no lower than the crown of the outlet pipe. Grout pipe
penetrations, including pipe crown, to provide a smooth, uniform finish
using non -shrink grout.
OCTOBER 2023 Project # 19.00124 333100 — Page 18

M. Manhole Drops: Standard drop manholes will be constructed only at those
locations shown on the drawings or as approved by the Engineer. The design
of the drop connection shall be in accordance with the standard detail drawing.
The cost of the extra pipe, labor, etc. required to construct a drop manhole will
be included in the unit price for the drop manhole at the depths indicated.
1. Where designated on the contract drawings, a 4-inch diameter vent pipe
shall be installed as an integral part of the manhole. The vent pipe is to be
tapped into the upper most section of the manhole, anchored in concrete
and extended vertically to the elevation shown on the drawings. The pipe
shall have a reverse bend and screen to prohibit rain and foreign materials
from entering pipe.
2. The pipe material shall be Schedule 40 Steel with a coal tar interior lining
in accordance with AWWA C203 and have an exterior finish consisting of
two (2) coats of epoxy paint as approved by the Engineer.
2.12 SWING CHECK VALVES
A. Swing check valves smaller than 3 inches in diameter shall be single disc with
renewable bronze seat rings, bronze discs or disc rings and bronze disc hinges
and pins and shall be designed to give a full diameter passage.
B. Swing check valves 3 inches in diameter and larger shall be constructed with
heavy cast-iron or cast -steel body with a bronze or stainless steel seat ring and
a non -corrosive shaft for attachment of weight and lever. The valves shall
absolutely prevent the return of water back through the valve when the inlet
pressure decreases below the outlet pressure. The valve disc shall be of
cast-iron or cast -steel and shall be suspended from a non -corrosive shaft.
2.13 PLUG VALVES
A. Plug valves shall be solid one piece, cast of ASTM A536 ductile iron. The plug
shall have a cylindrical seating surface eccentrically offset from the center of the
shaft. Plug shall not contact the seat prior to 90 percent closed. Plug facing
shall be Chloroprene (CR), or other resilient facing suitable for the application.
B. Bodies shall be of ASTM A126 Class B cast iron. Port shall be rectangular. Port
area shall be 100 percent of Standard class pipe area. Bearings shall be sleeve
type and made of sintered, oil -impregnated permanently lubricated type 316
stainless steel per ASTM A743 Grade CFBM.
C. Seats shall be 1/8-inch thick welded overlay of not less than 95 percent pure
nickel. Seat shall be at least '/2-inch wide and raised. The raised surface shall
OCTOBER 2023 Project # 19.00124 333100 — Page 19

be completely covered with nickel to insure that the resilient plug face contacts
only the nickel seat.
D. Adjustable Packing shall be of the multiple V-ring type, with a packing gland
follower. Shaft seals shall permit inspection, adjustment or complete
replacement of packing without disturbing any part of the valve or actuator
assembly except the packing gland follower.
E. Grit Excluders made of PTFE shall be provided to prevent the entry of grit and
solids into the bearing areas.
F. Pressure ratings shall be bi-directional and 175 psi on sizes 3-inch through 12-
inch diameters and 150 psi for 14-inch through 36-inch diameters. Every valve
shall be given a certified hydrostatic and seat test, with test reports being
available upon request.
G. Worm gear actuators shall be provided on all valves six inches and larger.
Actuators shall be enclosed in a cast iron housing, with outboard seals to
protect the bearings and other internal components. The actuator shaft and
gear quadrant shall be supported on permanently lubricated bronze bearings.
H. Buried actuators shall be 90 percent grease filled. Input shaft and fasteners
shall be stainless steel. Actuator mounting brackets shall be totally enclosed.
Eccentric plug valves and actuators shall meet or exceed the latest revisions of
AMA C517 and other applicable standards. Flanged ends shall be per ANSI
B16.1 and mechanical joint ends per AMA C111.
2.14 BUTTERFLY VALVES (For Use In Reclaimed Water Svstems Onlv)
A. Valve shall be designed, manufactured, and tested in accordance with AWWA
C504, latest revision, and include the following design features. Valve shall be
rated and tested for absolute, zero leakage shut-off.
B. Valve body shall be cast iron per ASTM A 126 Class B or ductile iron per ASTM
A536 Grade 65-45-12. Flanged end valves shall be faced and drilled per ANSI
B16.1, Class 125, or as specified by purchaser. Mechanical joint ends shall be
per ANSI A21.11 and include mechanical joint end accessories. Valve body
shall include a stainless steel seat ring that is mechanically retained without use
of clamping devices, adjusting segments, or other hardware being in the
waterway.
C. Valve disc shall be solid type ductile iron without any external vanes, ribs, etc.,
to obstruct flow. Resilient seat shall be located on edge of disc, offset from the
shaft, and seal against mating stainless steel body seat with 36 degree
uninterrupted contact. The resilient seal shall be locked to the disc by three
separate means of retention, and be field -adjustable, if necessary, with no tools
OCTOBER 2023 Project # 19.00124 333100 — Page 20

other than a standard socket wrench. Replacement of seat in field shall be
possible without valve disassembly. The disc shall be connected to the offset
stainless steel shaft by locked taper wedge keys and stainless steel retaining
nuts on the back side of the disc. Taper keys shall be heat treated 416
Stainless Steel for added strength. Shaft shall be stub type for valves 30inches
and larger in diameter; one piece for valves 24 inches in diameter and smaller.
The valve shall be equipped with adjustable thruster for centering the disc on
valves 30 inches and larger in diameter, if required.
D. Shaft shall have nylon sleeve or woven Teflon fiberglass -backed sleeve for
bearing surfaces. Bearings shall be self lubricating.
E. Valve body shall be primed with manufacturer's standard primer.
2.15 VALVE BOXES
A. All valve boxes shall be cast iron and shall conform to ASTM A48 and AWWA
M44. Valve boxes shall be of the adjustable screw type (based on depth of
burial) with a base to fit the valve yoke with a removable cover with the word
"SEWER" cast thereon.
2.16 SEWAGE AIR/VACUUM RELEASE VALVES
A. Acceptable Products:
1. The air/vacuum release valve shall be designed specifically for use on
sanitary sewer pressure (force) mains. It shall exhaust large volumes of
air that may be present in a system during filling of the main or on pump
start-up. It shall also allow air to re-enter when the system is drained
intentionally or due to a break in the main (prevents vacuum from
forming).
2. Three inch and smaller combination air valves with operating pressures of
150 psi or less shall be of the integral type with a valve assembly which
functions as both an air and vacuum valve and an air release valve. The
valves shall be DeZurik Apco/Hilton "Series 400", GA Industries
"Figure 942", Crispin "Type SA", Val-Matic "Models 801A/802A/803A" or
ARI "D-020".
3. Four inch and larger combination air valves shall consist of an air and
vacuum valve with an externally mounted air release valve. The valves
shall be DeZurik Apco/Hilton "Series 400C", GA Industries "Figure 950
Kinetic Custom Combination Air Valves", Crispin "Type SL", or Val-Matic
"Model No. 48A/49A".
OCTOBER 2023 Project # 19.00124 333100 — Page 21

B. Materials:
1. Except as modified or supplemented herein, materials of construction shall
comply with the standards of the authorities having jurisdiction. The use
of stressed thermoplastic components will not be acceptable.
a. Valve Trim: Bronze or austenitic stainless steel.
b. Float: Austenitic stainless steel.
C. Seats: Buna-N
C. Shop Coating and Painting:
1. All interior and exterior ferrous metal surfaces, except stainless steel
components, shall be shop painted for corrosion protection. The valve
manufacturer's standard coating will be acceptable. Field painting is
covered in the protective coatings section.
D. Shutoff Valves:
1. A shutoff valve shall be provided in the piping leading to each air release
valve and combination air valve. Each 4-inch and larger combination air
valve shall be provided with a shutoff valve between the air and vacuum
valve and the air release valve.
PART 3 - EXECUTION
3.1 BYPASS PUMPING
A. Under this item the Contractor is required to furnish all materials, labor,
equipment, power, maintenance, etc. to implement a temporary pumping
system for the purpose of diverting the existing flow around the work area for
the duration of the project.
B. Field Quality Control and Maintenance-
1 . Testing:
a. The Contractor shall perform leakage and pressure tests on the new
bypass pumping discharge piping using clean water prior to actual
operation. The Owner and Engineer shall be given 24-hours' notice
prior to testing.
b. The bypass pumping system shall be tested and operated
successfully for 24 continuous hours, and the wet well shall be
emptied, prior to start of work.
2. Inspection:
OCTOBER 2023 Project # 19.00124 333100 — Page 22

a. The Contractor shall monitor the bypass pumping operation at all
times to ensure that the system is working correctly.
3. Maintenance Service:
a. The Contractor shall insure that the temporary pumping system is
properly maintained and a responsible operator shall be on -site
when pumps are operating.
b. A factory -trained service technician shall be located within at least
120 miles from the project site with a full complement of in -stock
spare parts for pumps and piping.
4. Extra Materials:
a. Spare parts for pumps and piping shall be kept on site as required.
b. Adequate hoisting equipment for each pump and accessories shall
be maintained on the site.
C. Preparation:
1. Precautions:
a. The Contractor shall make all arrangements for bypass pumping
during the time when the main is shut down for any reason. System
must overcome any existing force main pressure on discharge.
b. Contractor is responsible for locating any existing utilities in the area
the Contractor selects to locate the bypass pipelines. The
Contractor shall locate the bypass pipelines to minimize any
disturbance to existing utilities and shall obtain approval of the
pipeline locations from the Owner. All costs associated with
relocating utilities and obtaining all approvals shall be paid by the
Contractor.
C. During all bypass pumping operation, the Contractor shall
protect the Owner's pump station and/or sewer mains and all local
sewer lines from damage inflicted by any equipment. The Contractor
shall be responsible for all physical damage to the pumping station
and main and all sewer lines caused by human or mechanical failure.
D. Performance Requirements:
1. The design, installation and operation of the temporary pumping system
shall be the Contractor's responsibility. The bypass system shall meet the
requirements of all codes and regulatory agencies having jurisdiction.
2. The Contractor shall provide all necessary means to safely convey the
incoming sewage past the work area. The Contractor will not be permitted
to stop or impede the flows in existing force mains.
OCTOBER 2023 Project # 19.00124 333100 — Page 23

3. The Contractor shall maintain sewer flow around the work area in a
manner that will not cause surcharging of sewers, damage to sewers and
that will protect public and private property from damage and flooding. Any
sanitary sewer overflow that occurs due to a failure in the bypass system
will be the responsibility of the Contractor. Any penalties issued by
authorities having jurisdiction will be reimbursed to the Owner by the
Contractor.
4. The Contractor shall protect water resources, wetlands and other natural
resources. No sewage or water from the bypass pumping operation shall
be spilled on the ground or allowed to drain to storm drains. When
disassembling bypass pumping pipe, the Contractor shall ensure that any
sewage remaining in the pipe is drained back to the sewer collection
system. All spills shall be reported to the Owner, contained and cleaned
up immediately by the Contractor.
E. Installation and Removal:
1. The Contractor shall remove manhole sections or make connections to the
existing sewer and construct temporary bypass pumping structures only at
the access location indicated on the Drawings and as may be required to
provide adequate suction conduit.
2. Plugging or blocking of sewage flows shall incorporate primary and
secondary plugging device. When plugging or blocking is no longer
needed for performance and acceptance or work, it is to be removed in a
manner that permits the sewage flow to slowly return to normal without
surge, to prevent surcharging or causing other major disturbances
downstream.
3. When working inside manholes or sewer lines, the Contractor shall comply
with OSHA requirements when working in the presence of sewer gases,
combustible oxygen -deficient atmospheres, and confined spaces.
4. The installation of the bypass pipelines is prohibited in all
saltmarsh/wetland areas. The bypass pipeline must be located off streets
and sidewalks and on shoulders of the roads. When the bypass
pipeline crosses local streets and private driveways, the contractor
must place the bypass pipelines in trenches and cover with
temporary pavement. Upon completion of the bypass pumping
operations, and after the receipt of written permission from the Owner, the
Contractor shall remove all the piping, restore all property to pre -
construction condition and restore all pavement. The Contractor is
responsible for obtaining any approvals for placement of the temporary
pipeline within public ways from authorities having jurisdiction.
OCTOBER 2023 Project # 19.00124 333100 — Page 24

5. If, at any time during construction, effluent from the existing sewer is not
fully contained by the bypass system, gravity service will be restored by a
temporary tie to the new construction and work will be suspended until the
problem is resolved to the satisfaction of the Engineer
3.2 EARTHWORK
A. Excavating, trenching, backfilling and compaction requirements are specified in
Division 31 Section "Earth Moving."
3.3 PIPING AND VALVE APPLICATIONS
A. General: Use pipe, fittings, and joining methods for piping systems according to
the following applications:
1. Do not use flanged pipe, fittings or valves or unions for underground
(buried) piping. Fittings and valves for underground (buried) piping shall
be mechanical joint.
2. Flanged pipe, fittings and valves and unions shall be used on
aboveground piping and piping in vaults.
3. Transition couplings and special fittings with pressure ratings at least
equal to piping pressure rating may be used as specified, unless
otherwise indicated.
3.4 PIPING INSTALLATION
A. Existing Utilities and Separation Requirements:
1. The Contractor shall be required to excavate to determine the precise
location of utilities or other underground obstructions which are shown on
the Plans and/or marked by the utility owners. Such location and
excavation shall be at least 500 feet ahead of construction, unless
otherwise noted. This work shall be done at no additional cost to the
Owner.
2. All utility owners shall be notified prior to excavation as required by the
1985 Underground Damage Prevention Act. Utility owners who are
members of NC OneCall may be notified by calling 811 (toll free) before
any excavation or drilling. The Contractor will be fully responsible for
damage to any utilities if the owners have not been properly notified as
required by the Underground Damage Prevention Act. All damage to such
structures and pipelines and all damage to property or persons resulting
from damage to such structures and pipelines shall be borne by the
OCTOBER 2023 Project # 19.00124 333100 — Page 25

Contractor and shall be completely repaired within a reasonable time. No
claim shall be made against the Owner for damage or delay of the work on
account of the proximity of, or the leakage from, such structures and
pipelines. Where high pressure gas lines are to be crossed, they shall be
uncovered by hand excavation methods before other excavation near
them is started.
3. Utility owners may, at their option, have representatives present to
supervise excavation in the vicinity of their utilities. The cost of such
supervision, if any, shall be borne by the Contractor.
4. Conflicts with underground utilities may necessitate changes in alignment
and/or grade of this construction. All such changes will be approved by
the Engineer before construction proceeds.
5. When underground obstructions not shown on the Plans are encountered,
the Contractor shall promptly report the conflict to the Engineer and shall
not proceed with construction until the conflict is resolved.
6. When a sewer main or lateral crosses an existing water main or other
utility, the Contractor shall make the installation in accordance with the
minimum specifications of the Controlling Agency and in accordance with
the following minimum requirements. When a sewer main or lateral
crosses or parallels an existing utility, the following clearance
requirements are to be met or ferrous sewer pipe with water tight joints
shall be used for a distance of 10 feet outside said point of crossing or
until horizontal separation requirements are achieved.
a. Min. Vertical Separation for Sewer Crossings:
1) Storm Sewers - 24" Vertical
2) Under Water - 18" Vertical
3) Over Water - 18" Vertical * Sewer over water requires that
both pipes shall be ferrous pipe with a 20 foot jointless span
centered at crossing. *
4) Cable - 24" Vertical
5) Power - 24" Vertical
6) Gas - 24" Vertical
b. Horizontal Separations:
1) Storm Sewers - 5'
2) Water Mains - 10,
3) Water Supply - 100' (WS-I Waters, Class I or Class II
impounded reservoirs)
4) Water Supply - 50' (WS-11, WS-III, B, SA, ORW, HQW or SB
Waters — from Normal High Water)
5) Designated Trout Streams - 25'
6) Other Stream, Lake or Impoundment - 10'
OCTOBER 2023 Project # 19.00124 333100 — Page 26

7) Building Foundation - 5'
8) Basement - 10'
9) Ground Water Lowering and
10) Swimming Pool - 10'
11) Private Wells - 25'
12) Public Wells - 50'
Conventional Pipe Laying:
1
2
Surface Drainage Ditch 10'
The layout of gravity sanitary sewer lines and invert elevations at
governing points shall be as shown on the drawings.
The Contractor shall do all layout work for lines and grades from that
information shown on the drawings or as furnished by the Engineer.
a. When a laser beam instrument is used to set line and grade, the unit
must be maintained in good working order, and the calibration
checked daily for both alignment and percent grade. In the event the
required accuracy of alignment and grade is not adhered to, the
Engineer will prohibit the use of laser beams.
b. Install piping beginning at low point, true to the grades and alignment
indicated with unbroken continuity. Pipe shall be laid with bell ends
facing in the direction of pipe laying, unless directed otherwise by the
Engineer. In all cases, pipe is to be installed in strict accordance
with the manufacturer's recommendations and the contract material
specifications. The Engineer may augment any manufacturer's
installation recommendations if, in his opinion, it will best serve the
interest of the Owner.
C. Proper tools, implements, and facilities satisfactory to the Engineer
shall be provided and used for the safe and convenient prosecution
of pipe laying. All pipe and other materials used in the laying of pipe
will be lowered into the trench piece by piece by means of suitable
equipment in such a manner to prevent damage to the pipe,
materials, to the protective coating on the pipe materials, and to
provide a safe working condition to all personnel in the trench. Each
piece of pipe being lowered into the trench shall be clean, sound and
free from defects. It shall be laid on the prepared foundation, as
specified elsewhere to produce a straight line on a uniform grade,
each pipe being laid so as to form a smooth and straight inside flow
line. Pipe shall be removed at any time if broken, injured or
displaced in the process of laying same, or of backfilling the trench.
d. When cutting short lengths of pipe, a pipe cutter, as approved by the
Engineer, will be used and care will be taken to make the cut at right
angles to the centerline of the pipe or on the exact skew as shown
OCTOBER 2023 Project # 19.00124 333100 — Page 27

on the plans. In the case of push -on pipe, the cut ends shall be
tapered with a portable grinder, or coarse file to match the
manufactured taper.
e. Place a plug in the end of incomplete piping at end of day and when
work stops. No trench water or other material shall be permitted to
enter the pipe. Clear interior of piping and manholes of dirt and
superfluous material as work progresses. Maintain swab or drag in
piping, and pull past each joint as it is completed.
f. Where the pipe is laid on a grade of 20 percent or greater, the laying
shall start at the bottom of the slope and proceed upward with the
bell end of the new pipe upgrade. All pipe laid on a grade of 20
percent or greater shall require thrust blocking or keying as shown
on the drawings and standard details.
g. Install ductile iron, gravity sewer piping in accordance with ASTM A
746.
h. Install PVC gravity sewer piping in accordance with ASTM D 2321
and ASTM F 1668.
Install reinforced -concrete sewer piping in accordance with ASTM C
1479 and ACPA's "Concrete Pipe Installation Manual."
All sanitary sewer force main piping shall be installed with 36-inch
minimum cover over the top of the pipe.
k. Install ductile iron force main piping in accordance with AWWA C600
or AWWA M41.
Install PVC force main piping in accordance with AWWA M23 or
ASTM D 2774 and ASTM F 1668.
m. Install detectable warning tape over all nonferrous piping.
C. Exposed Piping:
1. All exposed piping to be installed inside wetwells, vaults and buildings
shall be installed as shown on the Drawings and field painted as described
below. All exposed pipe shall be ductile iron utilizing flanged joints unless
otherwise noted.
2. All exposed ductile iron pipe, fittings and valves shall be field painted with
two (2) coats of epoxy paint as recommended by the paint manufacturer.
Color of paint shall be as selected by the Owner.
D. Horizontal Directional Drilling of HDPE Force Mains:
OCTOBER 2023 Project # 19.00124 333100 — Page 28

1. The Contractor may install HDPE force mains by means of horizontal
directional drilling. The Contractor shall assemble, support, and pretest
the pipeline prior to installation in the directional drill tunnel.
2. Horizontal directional drilling shall consist of the drilling of a small diameter
pilot hole from one end of the alignment to the other, followed by enlarging
the hole diameter for the pipeline insertion. The exact method and
techniques for completing the directionally drilled installation will be
determined by the Contractor, subject to the requirements of these
specifications.
3. The Contractor shall prepare and submit a plan to the Engineer describing
the insertion of the HDPE pipe into the opened bore hole. The plan shall
include pullback procedure, ballasting, use of rollers, side booms and side
rollers, coating protection, internal cleaning, internal gauging, hydrostatic
tests, dewatering, and purging.
4. The required piping shall be assembled in a manner that does not obstruct
adjacent roadways or public activities. The Contractor shall erect
temporary fencing around the entry and exit pipe staging areas.
5. Each length of pipe shall be inspected and cleaned as necessary to be
free of debris immediately prior to joining.
6. Pipes shall be joined to one another be means of thermal butt -fusion.
Polyethylene pipe lengths to be joined by thermal butt -fusion shall be of
the same type, grade, and class of polyethylene compound and supplied
from the same raw material supplier.
7. Mechanical connections of the polyethylene pipe to auxiliary equipment
shall be through flanged connections which shall consist of the following:
a. A polyethylene "sub end" shall be thermally butt -fused to the ends of
the pipe.
b. Provide ASTM A240, Type 304 stainless steel backing flange, 125-
pound, ANSI B16.1 standard, and gaskets as required by the
manufacturer.
C. Stainless steel bolts and nuts of sufficient length to show a minimum
of three complete threads when the joint is made and tightened to
the manufacturer's standard. Retorque the nuts after 4 hours.
d. Butt -fusion of pipes shall be performed in accordance with the
manufacturer's recommendation as to equipment and technique.
Butt -fusion jointing shall be 100% efficient offering a joint weld
strength equal to or greater than the tensile strength of the pipe.
OCTOBER 2023 Project # 19.00124 333100 — Page 29

8. Pipe installed by the directional drilled method must be located in plan as
shown on the drawings, and must be no shallower than shown on the
drawings unless otherwise approved. The Contractor shall plot the actual
horizontal and vertical alignment of the pilot bore at intervals not
exceeding 30 feet. The "as built" plan and profile shall be updated as the
pilot bore is advanced. The Contractor shall at all times provide and
maintain instrumentation that will accurately locate the pilot hole and
measure drilling fluid flow and pressure. The Contractor shall grant the
Engineer access to all data and readout pertaining to the position of the
bore head and the fluid pressure and flows.
9. When requested, the Contractor shall provide explanations of this position
monitoring and steering equipment. The Contractor shall employ
experienced personnel to operate the directional drilling equipment and, in
particular, the position monitoring and steering equipment. No information
pertaining to the position or inclination of the pilot hole bores shall be
withheld from the Engineer.
10. Each exit point shall be located as shown with an over -length tolerance of
10 feet for directional drills of 1,000 linear feet or less and 40 feet for
directional drills of greater than 1,000 linear feet and an alignment
tolerance of 5 feet left/right with due consideration of the position of the
other exit points and the required permanent easement. The alignment of
each pilot bore must be approved by the Engineer before pipe can be
pulled. If the pilot bore fails to conform to the above tolerances, the
Engineer may, at his option, require a new pilot boring to be made.
11. After the pipe is in place, cleaning pigs shall be used to remove residual
water and debris. After the cleaning operation, the Contractor shall
provide and run a sizing pig to check for anomalies in the form of buckles,
dents, excessive out -of -roundness, and any other deformations. The
sizing pig run shall be considered acceptable if the survey results indicate
that there are no sharp anomalies (e.g. dents, buckles, gouges, and
internal obstructions) greater than 2 percent of the nominal pipe diameter,
or excessive ovality greater than 5 percent of the nominal pipe diameter.
For gauging purposes, dent locations are those defined above which
occur within a span of 5 feet or less. Pipe ovality shall be measured as
the percent difference between the maximum and minimum pipe
diameters. For gauging purposes, ovality locations are those defined
above which exceed a span of 5 feet.
12. Reaming: Reaming operations shall be conducted to enlarge the pilot
bore after acceptance of the pilot bore. The number and size of such
reaming operations shall be conducted at the discretion of the Contractor.
13. Pulling Loads: The maximum allowable pull exerted on the HDPE
pipelines shall be measured continuously and limited to the maximum
OCTOBER 2023 Project # 19.00124 333100 — Page 30

allowed by the pipe manufacturer so that the pipe or joints are not over
stressed.
14. Torsion and Stresses: A swivel shall be used to connect the pipeline to
the drill pipe to prevent torsional stresses from occurring in the pipe.
15. The lead end of the pipe shall be closed during the pullback operation.
16. Pipeline Support: The pipelines shall be adequately supported by rollers
and side booms and monitored during installation so as to prevent over
stressing or buckling during pullback operation. Such support/rollers shall
be spaced at a maximum of 60 feet on centers, and the rollers to be
comprised of a non-abrasive material arranged in a manner to provide
support to the bottom and bottom quarter points of the pipeline allowing for
free movement of the pipeline during pullback. Surface damage shall be
repaired by the Contractor before pulling operations resume.
17. The Contractor shall at all times handle the HDPE pipe in a manner that
does not over stress the pipe. Vertical and horizontal curves shall be
limited so that wall stresses do not exceed 50 percent of yield stress for
flexural bending of the HDPE pipe. If the pipe is buckled or otherwise
damaged, the damaged section shall be removed and replaced by the
Contractor at his expense. The Contractor shall take appropriate steps
during pullback to ensure that the HDPE pipe will be installed without
damage.
18. During drilling, reaming, or pullback operations, the Contractor shall make
adequate provisions for handling the drilling fluids, or cuttings at the entry
and exit pits. To the greatest extent practical, these fluids must not be
discharged into the waterway. When the Contractor's provisions for
storage of the fluids or cuttings on site are exceeded, these materials shall
be hauled away to a suitable legal disposal site. The Contractor shall
conduct his directional drilling operation in such a manner that drilling
fluids are not forced through the subbottom into the waterway. After
completion of the directional drilling work, the entry and exit pit locations
shall be restored to original conditions. The Contractor shall comply with
all permit provisions.
19. Pits constructed at the entry or exit point area shall be so constructed to
completely contain the drill fluid and prevent its escape to the beach or
waterway.
20. The Contractor shall utilize drilling tools and procedures which will
minimize the discharge of any drill fluids. The Contractor shall comply
with all mitigation measures listed in the required permits and elsewhere in
these specifications.
OCTOBER 2023 Project # 19.00124 333100 — Page 31

21. To the extent practical, the Contractor shall maintain a closed loop drilling
fluid system.
22. The Contractor shall minimize drilling fluid disposal quantities by utilizing a
drilling fluid cleaning system which allows the returned fluids to be reused.
23. As part of the installation plan specified herein before, the Contractor shall
submit a drilling fluid plan which details types of drilling fluids, cleaning
and recycling equipment, estimated flow rates, and procedures for
minimizing drilling fluid escape.
24. All drilling operations shall be performed by supervisors and personnel
experienced in horizontal directional drilling. All required support,
including drilling tool suppliers, survey systems, mud cleaning, mud
disposal, and other required support systems used during this operation
shall be provided by the Contractor.
25. A smoothly drilled pilot hole shall follow the design of the pipe profile and
alignment described on the construction drawings.
26. The position of the drill string shall be monitored by the Contractor with the
downhole survey instruments. Contractor shall compute the position in
the X, Y, and Z axis relative to ground surface from downhole survey data
a minimum of once per length of each drilling pipe (approximately 31 foot
interval). Deviations from the acceptable tolerances described in the
specifications shall be documented and immediately brought to the
attention of the Engineer for discussion and/or approval. The profile and
alignment defined on the construction drawings for the bore holes define
the minimum depth and radius of curvature. The Contractor shall maintain
and provide to the Engineer, upon request, the data generated by the
downhole survey tools in a form suitable for independent calculation of the
pilot hole profile.
27. Between the water's edge and the entry or exit point the Contractor shall
provide and use a separate steering system employing a ground survey
grid system, such as "TRU-TRACKER" or equal wherever possible. The
exit point shall fall within a rectangle 10 wide and 40 feet long centered on
the planned exit point.
28. During the entire operation, waste and leftover drilling fluids from the pits
and cuttings shall be dewatered and disposed of in accordance with all
permits and regulatory agencies requirements. Remaining water shall be
cleaned by Contractor to meet permit requirements.
29. Technical criteria for bentonite shall be as given in API Spec. 13A,
Specification for Oil Well Drilling Fluids Material for fresh water drilling
fluids. Any modification to the basic drilling fluid involving additives must
describe the type of material to be used and be included on Contractor's
OCTOBER 2023 Project # 19.00124 333100 — Page 32

drilling plan presented to the Engineer. The Owner retains the right to
sample and monitor the waste drilling mud, cuttings, and water.
30. The horizontal directional drilling operation is to be operated in a manner
to eliminate the discharge of water, drilling mud and cuttings to the
adjacent creek or land areas involved during the construction process.
The Contractor shall provide equipment and procedures to maximize the
recirculation or reuse of drilling mud to minimize waste. All excavated pits
used in the drilling operation shall be lined by Contractor with heavy-duty
plastic sheeting with sealed joints to prevent the migration of drilling fluids
and/or ground water.
31. The Contractor shall visit the site and must be aware of all structures and
site limitations at the directional drill crossing and provide the Engineer
with a drilling plan outlining procedures to prevent drilling fluid from
adversely affecting the surrounding area.
32. The general work areas on the entry and exit sides of the crossing shall be
enclosed by a berm to contain unplanned spills or discharge.
33. Waste cuttings and drilling mud shall be processed through a solids
control plant comprised as a minimum of sumps, pumps, tanks,
desalter/desander, centrifuges, material handlers, and haulers all in a
quantity sufficient to perform the cleaning/separating operation without
interference with the drilling program. The cuttings and excess drilling
fluids shall be dewatered by the Contractor to the extent necessary for
disposal in offsite landfills. Water from the dewatering process shall be
treated by the Contractor to meet permit requirements and disposed of
legally. The cuttings and water for disposal are subject to being sampled
and tested. The construction site and adjacent areas will be checked
frequently for signs of unplanned leaks or seeps.
34. Equipment (graders, shovels, etc.) and materials (such as groundsheets,
hay bales, booms, and absorbent pads) for cleanup and contingencies
shall be provided in sufficient quantities by the Contractor and maintained
at all sites for use in the event of inadvertent leaks, seeps, or spills.
35. Waste drilling mud and cuttings shall be dewatered, dried, and stock piled
such that it can be loaded by a front end loader, transferred to a truck and
hauled offsite to a suitable legal disposal site. The maximum allowed
water content of these solids is 50 percent of weight.
36. Due to a limited storage space at the worksites, dewatering and disposal
work shall be concurrent with drilling operations. Treatment of water shall
satisfy regulatory agencies before it is discharged.
OCTOBER 2023 Project # 19.00124 333100 — Page 33

3.5 MANHOLE INSTALLATION
A. Sanitary sewer manholes shall be installed at each change in line or grade in
each gravity sanitary sewer line as shown on the contract drawings.
B. The manhole foundation shall be prepared so as to provide a firm, level area on
which to place the precast concrete manhole base section. When poor
foundation soil is encountered or excess groundwater exists, the foundation
shall be excavated 12 inches or greater below the final subgrade elevation, as
determined by the Engineer and backfilled with washed stone to provide a
proper foundation.
C. The manhole sections shall be lifted from the side of the excavation to the
bottom of the trench with equipment and support slings capable of safely
handling the heavy concrete pieces without damaging them. The manhole shall
be set plumb and adjusted to the final finished surface grade with brick or grade
rings and non -shrink grout.
D. Thoroughly clean the bells and spigots of each manhole section to remove dirt
and other foreign materials that may prevent sealing. Unroll the butyl sealant
directly against the base of the spigot. Leave protective wrapper attached until
sealant is entirely unrolled against spigot. Do not stretch. Overlap from side to
side - not top to bottom.
E. Pipe openings shall be exactly aligned to that of the pipe entering and leaving
the manhole. The gravity sanitary sewer pipe lines shall be placed in the
manhole openings, properly aligned, and set to grade. Sanitary sewer shall be
connected to the manholes using flexible manhole sleeves as described above.
F. For large diameter pipe where a flexible rubber sleeve is not available, the pipe
line shall be sealed into the manhole using an expanding type or non -shrink
type grout.
G. For manhole steps, refer to the precast manhole section above
H. After the manhole has been set in its final position, set the manhole frames to
the required elevation using no more than 12 inches of precast concrete grade
rings, or bricks sealing all joints between cone, adjusting rings, and manhole
frame. When grade rings or bricks are used, grout with non -shrink grout.
Where manholes are constructed in paved areas, the top surface of the frame
and cover shall be tilted so as to conform to the exact slope, crown and grade
of the existing surrounding pavement. Manhole frames which are placed above
final grade will have frames attached to manhole cone section by means of 5/8-
inch diameter stainless steel anchors and washers. One anchor bolt shall be
provided per hole. Seal pipe penetrations, including pipe crown, to provide a
smooth, uniform finish using non -shrink grout.
OCTOBER 2023 Project # 19.00124 333100 — Page 34

After the placement of manhole frame and vacuum testing, perform the final
finishing to the manhole interior by filling all chips or fractures greater than 1/2
inch in length, width or depth (1/8 inch deep in inverts) with non -shrink grout.
Grout the interior joints between the precast concrete sections with non -shrink
grout. Sharp edges or rough finishes shall be removed providing a smooth
surface throughout the manhole. Clean the interior of the manhole, removing
all dirt, spills, or other foreign matter.
3.6 CONNECTIONS TO EXISTING SEWER SYSTEMS
A. Connections to existing collection systems will be allowed when proper
precautions are taken to protect the existing collection system.
B. If the proposed sewer does not begin at an existing manhole, a new manhole
will be "cut in" at the required location and the existing pipe(s) repaired as
specified. For extensions of the existing system, the new "cut in" manhole or
the connection to the existing manhole will not be constructed until all other
sewer construction has been completed and tested in compliance with these
specifications.
C. Pipelines or manholes which contain silt, sedimentation, or other foreign
material shall not be connected to any portion of the existing collection system.
The Contractor shall, at his own expense, flush, or otherwise cause the line
(and manholes) to be cleaned out without any discharge into the existing
system.
D. Any connection with 18-inch and smaller pipe at an existing precast or cast -in
place manhole will require the Contractor to core the necessary opening
through the manhole wall and install a flexible manhole sleeve. Sleeve shall be
as specified elsewhere. Connections to existing brick manholes do not require
coring and an opening may be carefully hammered or sawed. Connections to
existing manholes for pipe larger than 18 inches in diameter may be cored or
sawed as approved by the Engineer.
E. The existing manhole bench and invert shall be constructed and/or repaired in
compliance with these specifications.
3.7 INSTALLING NEW SEWER SERVICE LINES
A. For extensions of the existing sewer system, all buildable lots adjacent to the
extension shall have a sewer service line provided. Additional service lines
may be installed by the Contractor as directed and authorized by the Engineer.
B. In general, service lines shall be constructed from the public sewer to a point
located at the edge of the public right-of-way or the sewer easement. Service
lines shall consist of a 4-inch or 6-inch diameter pipe, as listed in the Bid
OCTOBER 2023 Project # 19.00124 333100 — Page 35

Schedule and/or shown on the Plans. Install a cleanout at the end of the
service line at the public right-of-way.
C. Service lines built for vacant lots/future connections shall have a cleanout
assembly constructed, which includes a 1 foot capped stub -out on the service
line. The vertical cleanout pipe shall also be capped, and shall be a minimum
of 3 feet above the finished grade.
D. The standard sewer service connection shall be 4 inches in diameter unless
shown otherwise on the drawings, and shall connect to the main at a wye
branch connection installed with the pipe line as it is being laid. Service lines 4
inches or less shall not be made into a manhole. Service connections 6 inches
or greater shall only be made into an existing or proposed manhole, unless
otherwise approved by the Engineer.
E. The Owner -maintained portion of each sewer service line shall have a
minimum of 3 feet of cover, unless approved by the Engineer.
F. Sewer service lines and clean -outs shall be Class 350 DIP (with Class 350
appurtenances) if:
1. The service line installed will have less than 3 feet of cover; or
2. The service line crosses a creek or drainage ditch (whether aerial or
subaqueous).
G. The minimum slope on any residential sewer service line shall not be less than
2 percent.
H. At the edge of the public or utility right-of-way, a "cleanout" shall be installed.
The cleanout shall consist of a "wye" branch connection, 45-degree bend, riser
pipe, and threaded plug installed flush with finished ground elevation. The end
of the utility owner's sewer service connection shall terminate at the end of the
pipe which will normally extend five feet beyond the "wye" branch for the
cleanout. A watertight plug shall be installed at the end of this line until such
time as the property owner connects their facilities to the sewer system. In
addition, one cleanout shall be constructed for:
1. Every four 45-degree changes located in series (a long sweep is
equivalent to two 45-degree bends); and
2. At intervals no greater than 100 feet.
When the depth of cut is over 8 feet and the grade of a sanitary sewer is lower
than necessary to serve abutting property, and at such other locations as may
be designated by the Engineer, the Contractor may install the service line with a
22 '/2 or 45 degree bend just upstream of the cleanout assembly to bring the
service line up to the necessary elevation.
OCTOBER 2023 Project # 19.00124 333100 — Page 36

J. Unless required service depth is noted on construction Plans, the Contractor
shall contact the Engineer and request confirmation of grade prior to
constructing any sewer service line at a depth greater than 8 feet.
3.8 REINSTATING EXISTING SEWER SERVICE LINES
A. Where existing sewer mains are being rehabilitated, sewer service lines shall
be constructed for each property that is occupied by a business or dwelling if it
is currently served by the system being rehabilitated.
B. The Contractor shall be responsible to locate and connect all existing sewer
service lines to the new main. In the event a service is missed during
construction, the Contractor shall return to the site and perform all work
necessary to reinstate the connection. The Contractor will be compensated in
accordance with the original contract unit pricing; however, re -mobilization to
the site will not be paid for. In addition, the Contractor shall be responsible for
any costs associated with a sanitary sewer overflow and associated damage to
public or private property through the omission of reinstating an active sewer
service.
C. Service lines 4 inches or less in diameter shall be tapped into the sewer main,
not into a manhole. Service connections 6 inches or greater shall only be made
into an existing or proposed manhole, unless otherwise approved by the
Engineer.
3.9 ABANDONMENT OF EXISTING SEWERS AND MANHOLES
A. Manholes which are to be abandoned shall first have both influent and effluent
lines plugged inside the manhole with watertight masonry or concrete. The
manhole will then be filled with non -compressible material (crushed stone or
materials approved by the Engineer), to a point not less than 3 feet below the
finish grade. The remainder of the manhole shall be broken down and
removed. Then the excavation shall be backfilled to finish grade as specified in
Division 31 Section "Earth Moving".
B. Abandoned mains at active manholes shall be completely disconnected from
the manhole by cutting the pipe outside the manhole and then plugging the
abandoned main and the manhole wall with watertight masonry. The invert
shall then be rebuilt to conform to these specifications.
C. Exposed sections of abandoned mains shall be removed to a point not less
than 5 feet from the adjacent banks or surface waters. The remaining ends of
the pipe shall be plugged with watertight masonry. Concrete piers or collars in
the creek channel shall be removed completely. Concrete piers or collars not
located in the creek channel shall be removed to a point 3 feet below the finish
grade. Steel piers shall be cut off 3 feet below finish grade.
OCTOBER 2023 Project # 19.00124 333100 — Page 37

D. The minimum length of watertight masonry plugs will be the diameter of the
abandoned pipe plus 1 foot.
3.10 FIELD QUALITY CONTROL
A. The Contractor shall maintain the project, insofar as his construction work is
concerned, in first class condition for such time as is necessary to satisfy the
Engineer that all installations are correct and acceptable.
B. Line Cleaning: Prior to inspection of any section(s) of gravity sanitary sewer
pipe or force main the Contractor shall completely clean the lines of all debris,
silt, etc. The pipe line shall be ready for use by the Owner and shall be proved
to be in first class condition and constructed properly in accordance with the
drawings and specifications.
C. The Contractor shall notify the Engineer that all or portions of the work are
ready for testing. All testing shall be scheduled with the Engineer, who will
coordinate with the Owner, and respond to the Contractor regarding a mutually
available date and time for the necessary testing. All testing shall be done in
the presence of the Engineer. All labor, equipment, water and other materials,
including meters and gauges, shall be furnished by the Contractor at his own
expense.
D. Inspection and Testing of Gravity Sewers:
1. Alignment and grade between manholes shall be tested by the Engineer
by flashing a light between manholes. A full circle of light shall be seen
when reviewed from the adjoining end of the line. All defects disclosed as
a result of this test shall be corrected by the Contractor at his expense.
2. PVC pipe shall pass a go -no go mandrel sized to 95 percent of the pipe
diameter (as defined in ASTM D-3034) with the pipe in place and properly
backfilled. All pipe which will not pass the mandrel shall be relaid or
replaced by the Contractor at no additional cost. The chart that follows
indicates the required mandrel diameter for specific sizes of SDR 35 PVC
piping. The allowable deflection (less than 5 percent) for other pipe sizes
and types shall be calculated using the pipe stiffness formula in ASTM D
2321. The mandrel test shall not take place until the final backfill has
been in place for a minimum of 30 days.
Nominal Pipe Size Pipe I.D. (SDR 35) Required Mandrel O.D.
8" 7.665" 7.28"
10" 9.563" 9.08"
12" 11.361 " 10.79"
15" 13.898" 13.20"
OCTOBER 2023 Project # 19.00124 333100 — Page 38

3. The mandrel shall be pulled through each section of pipe from manhole to
manhole. The mandrel must slide freely through the pipe with only a
nominal hand force applied. No mechanical device shall be used in
pulling the mandrel. Any pipe which refuses the mandrel shall be
removed and replaced. Such sections shall be re -tested for deflection 30
days after completion of trench backfill.
4. Mandrel testing may be performed by the Owner at any time prior to the
expiration of the one year warranty. Any pipe which refuses the mandrel
shall be replaced by the Contractor as described above at no cost to the
Owner.
5. When the sewers are completed they shall be inspected by the Engineer
for conformance with the provisions of the plans and specifications,
particularly line and grade. All visible and audible leaks will be repaired.
6. The infiltration into each section of the sewer shall be measured in wet
weather by the temporary installation of suitable V-notch weir. This weir
shall be furnished, installed and removed by the Contractor. Infiltration
test limits shall be applied to single reaches of pipe, up to one mile in
length, of the same diameter. For pipes 8 inches through 15 inches in
diameter, infiltration into the sewer system (including manholes) shall not
exceed 50 gallons per mile of sewer per inch of inside diameter of the
sewer per 24 hours, and in no case shall it exceed 3,000 gallons per mile
per 24 hours. For all pipe sizes larger than 15 inches in diameter,
infiltration into the sewer system (including manholes) shall not exceed
100 gallons per mile of sewer per inch of inside diameter of the sewer per
24 hours, and in no case shall it exceed 3,000 gallons per mile per 24
hours.
7. If infiltration into the whole system or any segment thereof exceeds the
requirements described above, necessary corrective measures shall be
taken by the Contractor to limit the infiltration to the maximum specified
above. The Engineer shall decide the number and length of segments of
sewer line on which the testing shall be performed.
8. The Contractor shall furnish all facilities and personnel and conduct low
pressure air tests on all completed sections of gravity sewer. Air tests for
PVC and DIP lines shall be performed in accordance with ASTM C828.
Air tests for concrete pipe 30 inches in diameter and smaller shall be
performed in accordance with ASTM C924. Air tests will not be required
on pipe with diameters exceeding 30 inches. Acceptance of pipes
exceeding 30 inches will be based on infiltration tests and/or visual
inspection of the joints.
9. The acceptance air test shall be made after backfilling has been
completed and compacted and in the presence of the Engineer. For
OCTOBER 2023 Project # 19.00124 333100 — Page 39

ductile iron pipelines, test in accordance with the applicable requirements
of ASTM C924. For PVC pipelines test in accordance with ASTM F1417-
98.
10. The Contractor shall furnish an air compressor of the necessary capacity
along with all necessary plugs, valves, pressure gages, air hoses,
connections, and other equipment necessary to conduct the air tests.
Plugs in sewers 18 inches in size and larger shall be connected by steel
cable for thrust reaction.
11. Compressor capacity shall be sufficient to pressurize the sewer main to 4
PSIG within a time equal to or less than the required test time. The
following equation may be used to insure compliance with this
requirement:
C= 0.17 x D2 x L +Q
T
Where: C=Required Compressor Capacity (cfm)
T=Required Test Time (min)
D=Pipe Internal Diameter (feet)
L=Length of Test Section (feet)
Q=Allowable Air Loss Rate (cfm)
The following allowable air loss rates will be used for all pipe tests:
Pipe Size
Q (cfm)
Pipe Size
Q(cfm)
4"
2.0
15"
4.0
6"
2.0
18"
5.0
8"
2.0
21 "
5.5
101,
2.5
24"
6.0
12"
3.0
12. The sewer section shall be plugged at both ends and air pressure shall be
applied until the pressure inside the pipe reaches 4 PSIG. When a stable
condition has been reached, the pressure shall be bled back to 3.5 PSIG.
At 3.5 PSIG, the time and pressure shall be observed and recorded. If
groundwater is present at the sewer, the height of the groundwater above
the top of the pipe shall be added to the above air pressure readings
(height of water in feet X 0.433 = air pressure in psig). A minimum of five
(5) readings will be required for each test.
13. If the time for the air pressure to decrease from 3.5 PSIG to 2.5 PSIG is
equal to or greater than that shown in the following table, the pipe shall be
presumed to be free from defect. When these times are not attained, pipe
breakage, joint leakage, or leaking plugs are indicated and the cause must
be determined and corrected. After repairs have been made, the sewer
OCTOBER 2023 Project # 19.00124 333100 — Page 40

E
sections shall be retested. This process shall be repeated until all sewer
sections pass the air tests.
Pipe
Specification Time for Length Shown (Minutes : Seconds)
Diameter
(inches)
100ft
150ft
200ft
250ft
300ft
350ft
400ft
450ft
8
7:34
7:34
7:34
7:34
7:36
8:52
10:08
11:24
10
9:26
9:26
9:26
9:53
11:52
13:51
15:49
17:48
12
11:20
11:20
11:24
14:15
17:05
19:56
22:47
25:38
15
14:10
14:10
17:48
22:15
26:42
31:09
35:35
40:04
18
17:00
19:13
25:38
32:03
38:27
44:52
51:16
57:41
21
19:50
26:10
34:54
43:37
52:21
61:00
69:48
78:31
24
22:47
34:11
45:34
56:58
68:22
79:46
91:10
102:33
14. For testing a sewer system with one or more installed service lateral
pipes, an effective pipe length shall be added to the total sewer main pipe
length. The equation used to calculate Effective Pipe Length is as follows:
d2 x I
Le= D2
Where: Le=Effective Pipe Length (added to Total Test Length)
d=Diameter of Service Lateral Pipe
1=Length of Sewer Lateral
D=Diameter of Sewer Main Pipe being tested
15. Failure of any section of the pipeline to meet the requirements of this test
shall cause the Contractor to determine, at his own expense, the source(s)
of leakage, and repair or replace all defective materials or workmanship.
The repaired section(s) of line shall be re -tested to insure conformance
with the requirements of these contract specifications.
Inspection and Testing of Sewer Force Mains:
1. When the sanitary sewer force main is completed, the Engineer shall
inspect the line for conformance with the provisions of the drawings and
specifications, particularly with respect to alignment and depth. The
minimum depth of all force mains shall be 36 inches unless otherwise
specified.
2. All newly constructed sanitary sewer force main and valved sections shall
be subjected to a hydrostatic pressure -leakage test. Hydrostatic testing
shall be conducted only after thrust blocks, supports, and anchors have
fully hardened. Force mains shall be tested in sections not to exceed
OCTOBER 2023 Project # 19.00124 333100 — Page 41

4,000 lineal feet per test section. The Contractor shall install sufficient
additional valves if not shown on the drawings to allow for testing.
3. HDPE pipe shall be hydrostatically tested after joining into continuous
lengths prior to installation and again after installation. Pressure and
temperature shall be monitored with certified instruments during the test.
After this test, the water will be removed with pigs. Erosion prevention
procedures shall be used during removal and discharge of the water.
Hydrostatic testing shall be performed in accordance with these
specifications.
4. Each completed section of the pipeline shall be plugged at both ends and
slowly filled with water. As the main is being filled with water in
preparation of the test, all air shall be expelled from the pipe. The main
shall be subjected to a hydrostatic pressure not less than 1-1/2 times the
maximum system operating pressure or 100 pounds per square inch,
whichever is greater, for a period of two hours unless otherwise specified.
Pressure shall be applied to the main by means of a hand pump for small
lines or by use of a gasoline pump or fire engine for larger lines.
5. The rate of leakage shall be determined at 15 minute intervals by means
of volumetric measure of the water added during the test until the rate has
stabilized at the constant value for three consecutive 15 minute periods.
6. Leakage is defined as the quantity of water to be supplied into the newly
laid pipe, or any valved section thereof, necessary to maintain the
specified leakage test pressure after the pipe has been filled with water
and the air expelled. No piping installation will be accepted until the
leakage is less than ten (10) gallons per inch of pipe diameter per mile of
pipe per 24 hours.
7. Cracked or defective pipe, joints, fittings, or valves discovered in
consequence of this test shall be removed and replaced with sound
materials, and the test shall be repeated until the test results are
satisfactory. Precautions shall be taken to remove or otherwise protect
equipment in, or attached to, pipe to prevent damage or injury thereto.
8. Tests of insulated and concealed piping shall be made before the piping is
covered or concealed. No leakage will be allowed under the above tests
for piping in buildings, structures or on bridges.
9. Ductile iron force main piping shall be tested in accordance with
AMA C600, while all PVC force main piping shall be tested in
accordance with AWWA M23. HDPE force main piping shall be tested in
accordance with ASTM F2164.
F. Inspection and Testing of Manholes:
OCTOBER 2023 Project # 19.00124 333100 — Page 42

1. Manholes shall be constructed to provide a true circular inside diameter
with properly corbeled tops, satisfactory inverts and properly placed steps
and castings. Any visible leaks in the manholes shall be completely
stopped to the satisfaction of the Engineer.
2. All sanitary sewer manholes constructed by the Contractor shall be
vacuum tested for leakage in the presence of the Engineer. Vacuum
testing shall be performed in accordance with ASTM C1244. The vacuum
test requirement will not apply to any existing manhole, or any existing
manhole that has been converted to a drop manhole by the Contractor.
3. The Contractor shall furnish all labor, equipment, and any appurtenant
items necessary to satisfactorily perform the vacuum test. All testing
equipment shall be approved for vacuum testing manholes.
4. Vacuum Testing Procedure
a. Vacuum test the assembled manhole after completing pipe
connections, sealing and allowing mortar or cement proper curing
time. Plug pipes with suitably sized and rated pneumatic or
mechanical pipe line plugs. Place plugs a minimum of 6 inches
beyond the manhole wall and brace to prevent displacement of the
plugs or pipes during testing.
b. All lifting holes shall be plugged with an approved non -shrink grout inside
and out. Manhole joints shall be grouted from the outside only. All pipes
entering the manhole shall be plugged. The Contractor shall securely brace
the plugs in order to keep them from being drawn into the manhole. The
test head shall be placed at the inside of the top of the cone section of the
manhole and the seal inflated in accordance with the manufacturer's
recommendations.
C. Position the vacuum tester head assembly according to the
manufacturer's recommendations. Draw a vacuum of 10 inches of
mercury, close the valve on the vacuum line and shut off the vacuum
pump and measure the time for the vacuum to drop to 9 inches of
mercury. The manhole shall pass when the time to drop to 9 inches
of mercury meets or exceeds the table below:
Manhole Vacuum Testing Time (Seconds)
Manhole
Manhole Diameter (Inches)
Depth (Feet)
48 60 72
0-8
20 26 33
10
25 33 41
12
30 39 49
14
35 46 57
16
40 52 67
18
45 59 73
OCTOBER 2023
Project # 19.00124 333100 — Page 43

20
50
65
81
22
55
72
89
24
59
78
97
26
64
85
105
28
69
91
113
30
74
98
121
d. If the manhole fails the test, remove the head assembly and coat the
manhole interior with a soap and water solution and repeat the
vacuum test for approximately 30 seconds. Leaking areas will have
soapy bubbles. Make the necessary repairs and repeat the test until
the manhole passes.
5. Vacuum testing is not required on manholes with pipe connections in
excess of 30 inches in diameter.
G. Final Acceptance:
1. The Engineer will notify the Contractor, in writing, as to the satisfactory
completion of the work in any or all sections of gravity sanitary sewer pipe,
force main and manholes, included in the project.
2. Upon such notification, the Contractor shall immediately remove all
construction equipment, excess materials, tools, debris, etc. from the
site(s) and leave the same in a neat, orderly condition acceptable to the
Engineer.
3. Final landscaping requirements and restoration of surfaces shall then be
completed by the Contractor in accordance with their respective
specification sections and as shown on the drawings.
END OF SECTION 332700
OCTOBER 2023 Project # 19.00124 333100 — Page 44

Septic Tank Flotation Calculations
I
I
(Weight of 2000 Gallon Empty Tank
IDimensions of 5'Wx10'Lx6'-4" H, 1' depth of cover
Ivolume of soil overburden
ITotal Empty Weight
I
Iweight of displaced water in empty tank (buoyancy uplift)_
I
I
I
(Weight of 5000 Gallon Empty Tank
IDimensions of 6'Wx18'Lx6'-8" H, 2' depth of cover
Ivolume of soil overburden
Total Empty Weight
Iweight of displaced water in empty tank (buoyancy uplift)_
QTYI UnitslUnit weight
Septic Tank 1
1 ea 24200
50 cf 110
2000 Gal 8
QTY Units Unit weight
Septic Tank 2
1 ea 38400
216 cf 110
5000 Gal 8
ITotal
Units
Ibs
24200 LBS
lb/cf
5500 Lbs
29700 Lbs
lb/gal
16680 less than 29700, OK
Total
Units
Ibs
38400 LBS
lb/cf
23760 Lbs
62160 Lbs
lb/gal
41700 less than 62160, OK

Sanitary Sewer Flowrate Calculation
Source Classification (Units IGPD/unit' IGPD
Septic Tank 1
Employees (per shift)
13
25
325
Houses (3-bedroom)
3
360
1080
Education Building (# of students)
25
10
250
Septic Tank 2
Public Restrooms (24-hour, per WC)
1 61
3251
1950
Total Flow to Treatment System
3605
Notes:
1. Gallons per day based upon 15A NCAC 02T .0114

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Director
NORTH CAROLINA
Environmental Quality
August 18, 2020
MELINDA PATTERSON — CENTER DIRECTOR
NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
POST OFFICE BOX 1600
PISGAH FOREST, NORTH CAROLINA 28768-1600
Subject: Permit No. WQ0012948
Pisgah Wildlife Education
Center WWTF
Wastewater Irrigation System
Transylvania County
Dear Ms. Patterson:
In accordance with your permit minor modification request received April 15, 2020, and subsequent
additional information received July 8, 2020, we are forwarding herewith Permit No. WQ0012948 dated
August 18, 2020, to the North Carolina Wildlife Resources Commission for the construction and operation
of the proposed wastewater treatment modifications, as well as the continued operation of the existing
wastewater treatment and irrigation facilities.
The following modifications to the subject permit are as follows: Modification of existing
recirculating sand filters to encapsulated recirculating filter media pods.
This permit shall be effective from the date of issuance through October 31, 2025, shall void Permit
No. WQ0012948 issued December 10, 2019, and shall be subject to the conditions and limitations therein.
The Permittee shall submit a renewal application no later than May 4, 2025.
Please pay attention to the monitoring requirements listed Attachments A and B 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 following permit conditions are new since the last permit issuance dated December 10,
2019:
➢ Condition I. I. — Upon completion of construction and prior to operation of the permitted
modifications, the Permittee shall submit an engineering certification from a North Carolina
licensed Professional Engineer certifying that the permitted facility has been constructed in
accordance with G.S. 143-215.1, Administrative Code Title 15A Subchapter 02T, this permit,
and the Division -approved plans and specifications.
➢ Condition L2. — The Permittee shall notify the Asheville Regional Office at least two business
days in advance of initial operation of the constructed facilities so that the Division can conduct
a startup inspection.
� DEQ>NnH*N ra:�niir�n
Onparvnenl of Enrironmenlal f7ua01y
North Carolina Department of Environmental Quality I Division of water Resources
512 North Salisbury Street 1 1617 Mail Service Center I Raleigh, North Carolina 27699-1617
919,707,9000

Ms. Melinda Patterson
August 18, 2020
Page 2 of 2
➢ Condition L3. — Prior to operation of the modified facilities, a Final Operation and Maintenance
Plan shall be submitted for review.
➢ Condition 11.1 I.e. —Setbacks have been added for the newly permitted treatment units.
➢ Condition III.13. — The Permittee shall provide a water -tight seal on all treatment and storage
units, or provide two feet protection from the 100-year flood plain elevation.
➢ Condition IIL 18. — An automatically activated standby power source capable of powering all
essential treatment units shall be on site and operational at all times.
➢ Condition IV.9.c. — The facility maintenance log shall include power interruption testing on
the backup generator.
If any parts, requirements, or limitations contained in this permit are unacceptable, the Permittee
has the right to request an adjudicatory hearing upon written request within 30 days following receipt of
this permit. This request shall be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings at 6714 Mail Service
Center, Raleigh, NC 27699-6714. Otherwise, this permit shall be final and binding.
One set of approved plans and specifications is being forwarded to you. If you need additional
information concerning this permit, please contact Erick Saunders at [phone] or
enckson. saunders(a,,ncdenr. aov.
Sincerely,
7-�,�z
S. Daniel Smith, Director
Division of Water Resources
cc: Transylvania County Health Department (Electronic Copy)
Asheville Regional Office, Water Quality Regional Operations Section (Electronic Copy)
Mark C. Brooks, PE — Brooks Engineering Associates, P.A. (Electronic Copy)
Beth Buffington — Protection and Enforcement Branch (Electronic Copy)
Laserfiche 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
North Carolina Wildlife Resources Commission
Transylvania County
FOR THE
operation of a 7,500 gallon per day (GPD) wastewater treatment and irrigation facility consisting of the:
continued operation and subsequent abandonment of. the sand filter dosing pumps; two 1,500 square foot
(ft') recirculating sand filters; and all associated piping, valves, controls, and appurtenances; the
construction and operation of. two duplex 38 gallons per minute (GPM), I horsepower (hp) recirculation
pumps systems (i.e., four total pumps) to be installed in the existing 4,000-gallon recirculation tank; two
approximately 138 W Model 5L EZ-Treat filter media pods; and all associated piping, valves, controls, and
appurtenances; and the
continued operation of. a 4,000 gallon baffled septic tank; a 2,000 gallon baffled septic tank; a 5,000 gallon
baffled septic tank; a 4,000 gallon recirculation tank (to be modified to dose the new EZ-Treat filter media
pods); a flow splitter box; a 4,000 gallon dosing/storage tank with dual 40 gallon per minute (GPM) pumps,
and high-water alarms; a 49 kW backup power generator and automatic transfer switch; a modified Pere -
Rite drip irrigation pump unit; a tablet chlorinator; a 20,340 gallon subsurface wetland cell; a 100,500 gallon
surface wetland cell; a 1.6 acre drip irrigation area with approximately 17,000 linear feet of/2-inch diameter
polyethylene pressure compensating drip irrigation piping; rain sensors; and all associated piping, valves,
controls, and appurtenances
to serve the Pisgah Center for Wildlife Education WWTF, with no discharge of wastes to surface waters,
pursuant to the application received April 15, 2010, subsequent additional information received July 8,
2020, and in conformity with the Division -approved plans and specifications considered a part of this
permit.
This permit shall be effective from the date of issuance through October 31, 2025, shall void Permit No.
WQ0012948 issued December 10, 2019, and shall be subject to the following conditions and limitations:
WQ0012948 Version 5.1 Shell Version 200201 Page 1 of 10

I. SCHEDULES
Upon completion of construction and prior to operation of the permitted modifications, the Permittee
shall submit an engineering certification from a North Carolina licensed Professional Engineer
certifying that the permitted facility has been constructed in accordance with G.S. 143-215.1,
Administrative Code Title 15A Subchapter 02T, this permit, and the Division -approved plans and
specifications. For phased and partially certified facilities, the Permittee shall retain the responsibility
to track further construction approved under this permit, and shall provide a final engineering
certification upon project completion. Mail the Engineering Certification to the Division of Water
Resources, Non -Discharge Branch, 1617 Mail Service Center, Raleigh, NC 27699-1617, or Non-
Discharae.Renorts(&,,ncdenr.aov. [15A NCAC 02T .0116(a)]
2. The Permittee shall notify the Asheville Regional Office, telephone number [phone], at least
two business days in advance of initial operation of the constructed facilities so that the Division can
conduct a startup inspection. [15A NCAC 02T .0108(b)(1)(B)]
3. Prior to operation of the modified facilities, a Final Operation and Maintenance Plan shall be submitted
for review. The plan shall be sent to the Division of Water Resources, Non -Discharge Branch, 1617
Mail Service Center, Raleigh, NC 27699-1617 or Non-Discharge.Renorts(&,,ncdenr.aov. [15A NCAC
02T .0108(b)(1)(B), 02T .0507(a)]
4. The Permittee shall request renewal of this permit on Division -approved forms no later than May 4,
2025. [15A NCAC 02T .0105(b), 02T .0109]
IL PERFORMANCE STANDARDS
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
of additional or replacement wastewater treatment or disposal facilities. [15A NCAC 02T
.0108(b)(1)(A)]
2. This permit shall not relieve the Permittee of their responsibility for damages to groundwater or surface
water resulting from the operation of this facility. [15A NCAC 02T .0108(b)(1)(A)]
3. Effluent quality shall not exceed the limitations specified in Attachment A. [15A NCAC 02T
.0108(b)(1)(A)]
4. Application rates, whether hydraulic, nutrient, or other pollutant, shall not exceed those specified in
Attachment B. [15A NCAC 02T .0108(b)(1)(A)]
The Permittee shall connect the irrigation system to a rain or moisture sensor designed to prevent
irrigation during precipitation events or wet conditions. [15A NCAC 02T .0505(x)]
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(d)(2), 02L .0107(b), 02T .0105(h),
G.S. 143-215.I(i), G.S. 143-215.I(k)]
WQ0012948 Version 5.1 Shell Version 200201 Page 2 of 10

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 .0106(d)(1), 02L .0108]
8. The Permittee shall apply for a permit modification to establish a new compliance boundary prior to
any sale or transfer of property affecting a compliance boundary (i.e., parcel subdivision). [ 15A NCAC
02L .0107(c)]
9. No wells, excluding Division -approved monitoring wells, shall be constructed within the compliance
boundary except as provided for in 15A NCAC 02L .0107(g). [15A NCAC 02L .0107]
10. Except as provided for in 15A NCAC 02L .0107(g), the Permittee shall ensure any landowner who is
not the Permittee and owns land within the compliance boundary shall execute and file with the
Transylvania 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.
[15A NCAC 02L .0107(f)]
11. The facilities herein were permitted per the following setbacks:
a. The irrigation sites were originally permitted March 3, 1997. The setbacks for drip irrigation sites
originally permitted or modified from February 1, 1993 to August 31, 2006 are as follows (all
distances in feet):
i. Each private or public water supply source:
100
ii. Surface waters:
100
iii. Groundwater lowering ditches:
25
iv. Surface water diversions (upslope):
10
v. Surface water diversions (downslope):
25
vi. Each well with exception of monitoring wells:
100
vii. Each property line:
50 1
viii. Top of slope of embankments or cuts of two feet or more in vertical height:
15
ix. Each water line:
10
x. Each swimming pool:
100
xi. Public right of way:
50
xii. Nitrification field:
20
xiii. Each building foundation or basement:
15
' 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 .02190)(5)]
WQ0012948 Version 5.1 Shell Version 200201 Page 3 of 10

b. The storage and treatment units (excluding the EZ-Treat filter media pods and recirculation pumps)
were originally permitted March 3, 1997. 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 private or public water supply source: 100
ii. Surface waters: 50
iii. Each well with exception of monitoring wells: 100
iv. Each property line: 50
v. Nitrification field: 20
' 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 .02190)(5)]
c. The EZ-Treat filter media pods and recirculation pumps were originally permitted August 18, 2020.
The setbacks for storage and treatment units originally permitted or modified on or after September
1, 2018 are as follows (all distances in feet):
i. Each habitable residence or place of assembly under separate ownership: 1001
ii. Each private or public water supply source: 100
iii. Surface waters: 50
iv. Each well with exception of monitoring wells: 100
v. Each property line: 50 Z
' Habitable residences or places of assembly under separate ownership constructed after the
facilities herein were originally permitted or subsequently modified are exempt from this
setback.
2 Setbacks to property lines are not applicable when the Permittee, or the entity from which the
Permittee is leasing, owns both parcels separated by the property line.
[15A NCAC 02T .0506(b), 02T .0506(e), 02T .0506(f)]
III. OPERATION AND MAINTENANCE REOUIREMENTS
1. The Permittee shall operate and maintain the subject facilities as anon -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 of the subject non -discharge facilities, the Permittee shall designate and employ a certified
operator in responsible charge (ORC), and one or more certified operators as back-up ORCs. The ORC
or their back-up shall operate and visit the facilities as required by the WPCSOCC. [15A NCAC 02T
.0117]
4. 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. [15A NCAC 02T .0507(c)]
WQ0012948 Version 5.1 Shell Version 200201 Page 4 of 10

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. [15A NCAC 02T .0505(x)]
7. Irrigation equipment shall be tested and calibrated once per permit cycle. [15A NCAC 02T .0507(d)]
8. Only treated effluent from the Pisgah Center for Wildlife WWTF 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 Permittee 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. [ 15A 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. The Permittee shall provide a water -tight seal on all treatment and storage units, or provide two feet
protection from the 100-year flood plain elevation. [15A NCAC 02T .0505(m)]
14. Freeboard in the 100,500 gallon surface wetland cell shall not be less than one foot at any time. [15A
NCAC 02T .0505(d)]
15. Gauges to monitor waste levels in the 100,500 gallon surface wetland cell 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)]
16. 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)]
17. Metering equipment shall be tested and calibrated annually. [15A NCAC 02T .0507(d)]
18. An automatically activated standby power source capable of powering all essential treatment units shall
be on site and operational at all times. If a generator is employed as an alternate power supply, it shall
be tested weekly by interrupting the primary power source. [15A NCAC 02T .0505(1)]
WQ0012948 Version 5.1 Shell Version 200201 Page 5 of 10

IV. MONITORING AND REPORTING REOUIREMENTS
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 100,500 gallon surface wetland
cell shall be measured to the nearest inch or tenth of a foot, and recorded weekly. Weekly freeboard
records shall be maintained for five years, and shall be made available to the Division upon request.
[15A NCAC 02T .0108(c)]
7. Three copies of all monitoring data (as specified in Conditions IV.3. and IVA.) on Form NDMR for
each PPI and three copies of all operation and disposal records (as specified in Conditions IV.S. 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(1)]
8. The Permittee shall maintain a record of all residuals removed from this facility. This record shall be
maintained for five years, and shall be made available to the Division upon request. This record shall
include:
a. Name of the residuals hauler;
b. Non -Discharge permit number authorizing the residuals disposal, or a letter from a municipality
agreeing to accept the residuals;
c. Date the residuals were hauled; and
d. Volume of residuals removed.
WQ0012948 Version 5.1 Shell Version 200201 Page 6 of 10

[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. Date and results of power interruption testing on alternate power supply;
d. Visual observations of the plant and plant site; and
e. Record of preventative maintenance (e.g., changing of equipment, adjustments, testing, inspections
and cleanings, etc.).
[15A NCAC 02T .0507(h)]
10. 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
Base Saturation (by calculation)
Calcium
Cation Exchange Capacity
Copper
[15A NCAC 02T .0108(c)]
11. Noncompliance Notification:
Exchangeable Sodium Percentage
Magnesium
Manganese
Percent Humic Matter
pH
Phosphorus
Potassium
Sodium
Zinc
The Permittee shall report to the Asheville Regional Office, telephone number [phone], within
24 hours of first knowledge of the following:
a. Treatment of wastes abnormal in quantity or characteristic, including the known passage of a
hazardous substance.
b. Any process unit failure (e.g., mechanical, electrical, etc.) rendering the facility incapable of
adequate wastewater treatment.
c. Any facility failure resulting in a discharge to surface waters.
d. Any time self -monitoring indicates the facility has gone out of compliance with its permit
limitations.
e. 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 [phone], [phone], or [phone]. All
noncompliance notifications shall file a written report to the Asheville Regional Office within five days
of first knowledge of the occurrence, and this report shall outline the actions proposed or taken to ensure
the problem does not recur. [15A NCAC 02T .0108(b)(1)(A)]
WQ0012948 Version 5.1 Shell Version 200201 Page 7 of 10

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,
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)]
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. 143-215.3(a)(2)]
VI. GENERAL CONDITIONS
1. Failure to comply with the conditions and limitations contained herein may subject the Permittee to a
Division enforcement action. [G.S. 143-215.6A, 143-215.613, 143-215.6C]
2. This permit is effective only with respect to the nature and volume of wastes described in the permit
application, and Division -approved plans and specifications. [G.S. 143-215.1(d)]
3. Unless specifically requested and approved in this permit, there are no variances to administrative codes
or general statutes governing the construction or operation of the facilities permitted herein. [15A
NCAC 02T .0105(n)]
4. The issuance of this permit does not exempt the Permittee from complying with all statutes, rules,
regulations, or ordinances that other jurisdictional government agencies (e.g., local, state, and federal)
may require. [15A NCAC 02T .0105(c)(6)]
5. If the permitted facilities change ownership, or the Permittee changes their name, the Permittee shall
submit a permit modification request on Division -approved forms. The Permittee shall comply with
all terms and conditions of this permit until the permit is transferred to the successor -owner. [G.S. 143-
215.1(d3)]
6. The Permittee shall retain a set of Division -approved plans and specifications for the life of the facilities
permitted herein. [15A NCAC 02T .0105(o)]
7. The Permittee shall maintain this permit until the proper closure of all facilities permitted herein, or
until the facilities permitted herein are permitted by another authority. [15A NCAC 02T .01050)]
WQ0012948 Version 5.1 Shell Version 200201 Page 8 of 10

8. This permit is subject to revocation or modification upon 60-day notice from the Division Director, in
whole or part for:
a. violation of any terms or conditions of this permit or Administrative Code Title 15A Subchapter
02T;
b. obtaining a permit by misrepresentation or failure to disclose all relevant facts;
c. the Permittee's refusal to allow authorized Department employees upon presentation of credentials:
i. to enter the Permittee's premises where a system is located or where any records are required
to be kept;
ii. to have access to any permit required documents and records;
iii. to inspect any monitoring equipment or method as required in this permit; or
iv. to sample any pollutants;
d. the Permittee's failure to pay the annual fee for administering and compliance monitoring; or
e. a Division determination that the conditions of this permit are in conflict with North Carolina
Administrative Code or General Statutes.
[15A NCAC 02T .0110]
9. Unless the Division Director grants a variance, expansion of the facilities permitted herein shall not
occur if any of the following apply:
a. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has been convicted of
environmental crimes under G.S. 143-215.6B, 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 Permittee or any parent, subsidiary, or other affiliate of the Permittee has previously abandoned
a wastewater treatment facility without properly closing the facility.
c. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has not paid a civil
penalty, and all appeals of this penalty have been abandoned or exhausted.
d. The Permittee or any parent, subsidiary, or other affiliate of the Permittee is currently not compliant
with any compliance schedule in a permit, settlement agreement, or order.
e. The Permittee or any parent, subsidiary, or other affiliate of the Permittee has not paid an annual
fee.
[15A NCAC 02T .0120(b), 02T .0120(d)]
10. This permit shall not be renewed if the Permittee or any affiliation has not paid the required annual fee.
[15A NCAC 02T .0120(c)]
Permit issued this the 18"' day of August 2020
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
S. Daniel Smith, Director k
Division of Water Resources
By Authority of the Environmental Management Commission
Permit Number WQ0012948
WQ0012948 Version 5.1 Shell Version 200201 Page 9 of 10

Permit No. WQ0012948 Wastewater Irrigation System
North Carolina Wildlife Resources Commission August 18, 2020
Pisgah Center for Wildlife Education WWTF Transylvania County
ENGINEERING CERTIFICATION
❑ Partial ❑ Final
I, , as a duly licensed North Carolina Professional
Engineer, having ❑ periodically / ❑ fully observed the construction of the permitted facilities, do hereby
state to the best of my abilities that the facility was constructed in compliance with G.S. 143-215.1,
Administrative Code Title 15A Subchapter 02T, this permit, and the Division -approved plans and
specifications.
Documentation of any variation to this permit, and the Division -approved plans and specifications, is in the
attached as -built drawings.
Description of variations:
Professional Engineer's Name
I Firm Name I Finn No. I
Address
City I State I Zip Code -1 1
Telephone I Email I I I Seal, Signature, and Date �
THE COMPLETED ENGINEERING CERTIFICATION, INCLUDING ALL SUPPORTING
DOCUMENTATION, SHALL BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
NON -DISCHARGE BRANCH
By U.S. Postal Service By Courier/Special Delivery
1617 MAIL SERVICE CENTER 512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
WQ0012948 Version 5.1 Shell Version 200201 Page 10 of 10

ATTACHMENT A — LIMITATIONS AND MONITORING REQUIREMENTS
PPI 001— WWTF Effluent
Permit Number: WQ0012948 Version: 5.1
EFFLUENT CHARACTERISTICS
EFFLUENT LIMITS
PCs
Parameter Description
Units of Monthly Monthly Daily Minimum Daily Maximum
Code
Measure Average Geometric Mean
00310
BOD, 5-Day (20 °C)
mg/L
50060
Chlorine, Total Residual
mg/L
31616
Coliform, Fecal MF, M-FC Broth, 44.5 °C
#/100 mL
50050
Flow, in Conduit or thru Treatment Plant
GPD 7,500
00610
Nitrogen, Ammonia Total (as N)
mg/L
00625
Nitrogen, Kjeldahl, Total (as N)
mg/L
00620
Nitrogen, Nitrate Total (as N)
mg/L
00600
Nitrogen, Total (as N)
mg/L
00400
pH
su
00665
Phosphorus, Total (as P)
mg/L
00530
Solids, Total Suspended
mg/L
1. 3 x Year sampling shall be conducted in March, July, and November.
MONITORING REQUIREMENTS
Measurement
Sample
Frequency
Type
3 x Year'
Grab
Weekly
Grab
3 x Year'
Grab
Monthly
Estimate
3 x Year'
Grab
3 x Year'
Grab
3 x Year'
Grab
3 x Year'
Grab
Weekly
Grab
3 x Year'
Grab
3 x Year'
Grab
WQ0012948 Version 5.1 Attachment A Page 1 of 1

THIS PAGE BLANK

ATTACHMENT B — APPROVED LAND APPLICATION SITES AND LINIITATIONS
North Carolina Wildlife Resources Commission — Pisgah Center for Wildlife Education WWTF
IRRIGATION AREA INFORMATION
Net
Field
Owner
County
Latitude
Longitude
Acreage
1
North Carolina Wildlife
Transylvania
35.282747'
-82.793198'
0.60
Resources Commission
North Carolina Wildlife
2
Transylvania
35.282523'
-82.793280'
0.60
Resources Commission
North Carolina Wildlife
3
Transylvania
35.282455'
-82.794159'
0.56
Resources Commission
WC
North Carolina Wildlife
Transylvania
35.284084'
-82.793665'
0.17
Resources Commission
Totals
1.93
Permit Number: WQ0012948 Version: 5.1
APPLICATION LIMITATIONS
Dominant
Parameter Hourly
Yearly
Units
Soil Series
Rate
Max
Su- Suncook loamy sand
01284
—Non-Discharge Application Rate
62.4
inches
Su- Suncook loamy sand
01284
—Non-Discharge Application Rate
62.4
inches
Su- Suncook loamy sand
01284
—Non-Discharge Application Rate
62.4
inches
01284
— Non -Discharge Application Rate
62.4
inches
WQ0012948 Version 5.1 Attachment B Page 1 of 1

K-.
7.
�r� tress
,ft* 'Wom
eu.
fland Cells El
Google Earth
@ 2020 Google
A�-kv
N
800 ft

j+fr+
�+ I
I I
i^nr_CRfxtr �. a-,. e•PHG ; `
I1
1;
�
f KEYNOTES
F%LSTINGE•so++oovc w+erco�Eruno om.o>wmTu�zsnoo
�P
1i
,�
y
F%6RNG SHED GAL SERRC TAW.
1
KftT THE f,RRC GAL. RHiSE WATER AND MILOM DON TAM.
McMnW*.M GAl, ADM WATER AND WETLAND bD% rule Mllq DAA)kM AM
4
E691TMGfl4Ntt1YW.._.
11
DECHLOR TAaFT FEIDER. EIVTSfING STSTETI RON AFTER DIki TANK TO WEMMRmE5A1E.
RRDROSED 7M• RRbICiMT1OH LWE EFlOM"nO;a T" IM Rl MTO nETO
1
~
3
NG T FaiER LNIXWASM LDE §EE SHEFT N-i.I PDR YALYE NN YNILT
ys" A{
_1 1
PZ1FDNiG Ho%
•�1
�TIH64ADD GN. WH]RCLLATiQN TAM. EGSFM RAMPS TO BE
EYLSTING RMP ANO EL=AM CWPft NUMNG
0 i1i
LJ
REApCE➢uarH lluDYlE nrws. 9E€TIETAa SHEET N-la.
DWW
O1R.oTAl6i�
FDDR 14)1s50196 PVC DCe-b!G lDE TO@•TREAT PDDS.
�/19��,
�.��.✓
BE RE E WWfI I TUATT ROD D"G PdtAl MEF W3MR DErA1L❑
`m"�Oy
RRp'O�1 ¢-RRELT XOCf1R FLT ME IUOS TCP EU-VA11014
PRO-05FD GRA61AIG M. PC(S+WD SANG FlLruA W.
AT 1,M2,4. RE •SHWT N31 MR DErM
�I
dJSrRiG fi' SCH /D RC I]N6 FPn.M" SANG FRT@l TO PFRgnE{y
IR[fl@-TREAT LNIOIO RECI0.CLlATgN RATgN"101(.
$ _ n n
ER6TiMG PECIROJIATgN RATIO BD%.
,.,..
_�
E"Imrcc WN AD RAC LINE PR(SM RAm@DX DTYFATD"G isASGR
?�'b xl, 4r. .x
i/
ROAY TO TIE ipOb GAT. Rl3SAdRAT7¢+TA"IL..
Fd
Vr�
ENGINEER'S NOTES�-
inillN lT FTnRTM{rr r+�S9a MWRANIIA ANICAiwk S"fTlrL
OWiNRTKiW WR4'NrM.Tux;glr,wRo4W/PHBNS ARC nRN�
Fo
2
�
FMyfpP16RLA16w HxilflC�IVIGdIai gR"arsR apse
DroYmmwT"E ireowu.biwaeY eu wrm
6-FI6
\ ,sre
��
i a/ae-uwoavuaensaw�mw+Ra�cc*s"ew€roR
mN� �,"aa®Asxvmc Rr"eR ava
I

Endangered Species, Threatened Species,Federal Species of Concern,
and Candidate Species,
Transylvania County, North Carolina
Updated: 11-13-2019
Critical Habitat Designations:
Appalachian elktoe - Alasmidonta raveneliana - The main stem of the Little River (French Broad River
system), from the Cascade Lake Power Plant, downstream to its confluence with the French Broad River. Within
these areas, the primary constituent elements include: (i) Permanent, flowing, cool, clean water;
(ii)Geomorphically stable stream channels and banks; (iii)Pool, riffle, and run sequences within the channel;
(iv)Stable sand, gravel, cobble, boulder, and bedrock substrates with no more than low amounts of fine
sediment; (v)Moderate to high stream gradient; (vi)Periodic natural flooding; and (vii)Fish hosts, with adequate
living, foraging, and spawning areas for them.
Federal Register Reference: September 27, 2002, Federal Register, 67:61016-61040.
Common Name
Vertebrate:
Appalachian Bewick's wren
Appalachian cottontail
Bald eagle
Bog turtle
Carolina northern flying squirrel
Cerulean warbler
Gray bat
Green salamander
Hellbender
Northern long-eared bat
Northern saw -whet owl (Southern
Appalachian population)
Pygmy salamander
Scientific name
Federal
Record Status
Status
Thryomanes bewickii altus
FSC
Historic
Sylvilagus obscurus
FSC
Current
Haliaeetus leucocephalus
BGPA
Current
Glyptemys muhlenbergii
T (S/A)
Current
Glaucomys sabrinus coloratus
E
Current
Dendroica cerulea
FSC
Current
Myotis grisescens
E
Current
Aneides aeneus
ARS
Current
Cryptobranchus alleganiensis
ARS
Current
Myotis septentrionalis
T
Current
Aegolius acadicus pop. 1
FSC
Current
Desmognathus wrighti
FSC
Current

Rafinesque's big -eared bat
Red crossbill (Southern
Appalachian)
Southern Appalachian black -
capped chickadee
Yellow -bellied sapsucker
(Southern Appalachian population)
Invertebrate:
Appalachian elktoe
French Broad crayfish
Grizzled skipper
Margarita River skimmer
Rusty -patched bumble bee
Tennessee clubshell
Transylvania crayfish ostracod
Vascular Plant:
Balsam mountain gentian
Butternut
Carolina Hemlock
Divided -leaf Ragwort
Fort Mountain Sedge
Fraser fir
Fraser's loosestrife
French Broad heartleaf
Gorge Filmy Fern
Granite dome goldenrod
Lobed Barren -strawberry
Mountain sweet nitchernlant
Radford's Sedge
Small whorled pogonia
Smoky Mountains manna grass
Southern Appalachian Purple
Pitcherplant
Southern Oconee -bells
Swamn .pink
Virginia spiraea
Nonvascular Plant:
a hornwort
a liverwort
a liverwort
a liverwort
a liverwort
a liverwort
Corynorhinus rafinesquii FSC
Loxia curvirostra FSC
Poecile atricapillus practicus FSC
Sphyrapicus varius appalachiensis FSC
Alasmidonta raveneliana
E
Cambarus reburrus
FSC
Pyrgus wyandot
FSC
Macromia margarita
ARS
Bombus afnis
E
Pleurobema oviforme
FSC
Waltoncythere acuta
FSC
Gentiana latidens
.Iuglans cinerea
Tsuga caroliniana
Packera millefolium
Carex amplisquama
Abies fraseri
Lysimachia fraseri
Hexastylis rhombiformis
Hymenophyllum tayloriae
Solidago simulans
Geum lobatum
Sarracenia rubra ssp. jonesii
Carex radfordii
Isotria medeoloides
Glyceria nubigena
Sarracenia purpurea var montana
FSC
FSC
ARS
FSC
FSC
FSC
FSC
FSC
FSC
FSC
FSC
E
FSC
T
FSC
ARS
Shortia galacifolia var. galacifolia FSC
Helonias bullata T
Spiraea virginiana T
Aspiromitus appalachianus
FSC
Plagiochila cuduciloba
FSC
Plagiochila sharpii
ARS
Plagiochila sullivantii var
FSC
spinigera
Plagiochila sullivantii var.
FSC
sullivantii
Plagiochila virginica var.
FSC
Historic
Current
Current
Current
Current
Current
Historic
Historic
Historic
Current
Historic
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Current
Historic
Current
Current
Current
Current
Historic

caroliniana
a liverwort Porella wataugensis FSC Current
Lichen:
Rock gnome lichen Gymnoderma lineare E Current
Worthy Shield Lichen Canoparmelia amabilis FSC Current
Definitions of Federal Status Codes:
E = endangered. A taxon "in danger of extinction throughout all or a significant portion of its range."
T = threatened. A taxon "likely to become endangered within the foreseeable future throughout all or a
significant portion of its range."
C = candidate. A taxon under consideration for official listing for which there is sufficient information to support
listing. (Formerly "C1" candidate species.)
BGPA =Bald and Golden Eagle Protection Act. See below.
ARS = At Risk Species. Species that are Petitioned, Candidates or Proposed for Listing under the Endangered
Species Act. Consultation under Section 7(a)(2) of the ESA is not required for Candidate or Proposed species;
although a Conference, as described under Section 7(a)(4) of the ESA is recommended for actions affecting
species proposed for listing.
FSC=Federal Species of Concern. FSC is an informal term. It is not defined in the federal Endangered Species
Act. In North Carolina, the Asheville and Raleigh Field Offices of the US Fish and Wildlife Service (Service)
define Federal Species of Concern as those species that appear to be in decline or otherwise in need of
conservation and are under consideration for listing or for which there is insufficient information to support
listing at this time. Subsumed under the term "FSC" are all species petitioned by outside parties and other
selected focal species identified in Service strategic plans, State Wildlife Action Plans, or Natural Heritage
Program Lists.
T(S/A) = threatened due to similarity of appearance. A taxon that is threatened due to similarity of appearance
with another listed species and is listed for its protection. Taxa listed as T(S/A) are not biologically endangered
or threatened and are not subject to Section 7 consultation. See below.
EXP = experimental population. A taxon listed as experimental (either essential or nonessential). Experimental,
nonessential populations of endangered species (e.g., red wolf) are treated as threatened species on public land,
for consultation purposes, and as species proposed for listing on private land.
P = proposed. Taxa proposed for official listing as endangered or threatened will be noted as "PE" or "PT",
respectively.
Bald and Golden Eagle Protection Act (BGPA)_
In the July 9, 2007 Federal Register( 72:37346-37372), the bald eagle was declared recovered, and removed (de-
listed) from the Federal List of Threatened and Endangered wildlife. This delisting took effect August 8,2007.
After delisting, the Bald and Golden Eagle Protection Act (Eagle Act) (16 U.S.C. 668-668d) becomes the
primary law protecting bald eagles. The Eagle Act prohibits take of bald and golden eagles and provides a
statutory definition of "take" that includes "disturb". The USFWS has developed National Bald Eagle
Management Guidelines to provide guidance to land managers, landowners, and others as to how to avoid
disturbing bald eagles. For mor information, visit httn://www.fws.goy/migraton(birds/baldea,gle.httn
Threatened due to similaritv of appearance(T(S/A))_
In the November 4, 1997 Federal Register (55822-55825), the northern population of the bog turtle (from New
York south to Maryland) was listed as T (threatened), and the southern population (from Virginia south to
Georgia) was listed as T(S/A) (threatened due to similarity of appearance). The T(S/A) designation bans the
collection and interstate and international commercial trade of bog turtles from the southern population. The
T(S/A) designation has no effect on land management activities by private landowners in North Carolina, part of
the southern population of the species. In addition to its official status as T(S/A), the U.S. Fish and Wildlife
Service considers the southern population of the bog turtle as a Federal species of concern due to habitat loss.

Definitions of Record Status:
Current - the species has been observed in the county within the last 50 years.
Historic - the species was last observed in the county more than 50 years ago.
Obscure - the date and/or location of observation is uncertain.
Incidental/migrant - the species was observed outside of its normal range or habitat.
Probable/potential - the species is considered likely to occur in this county based on the proximity of known
records (in adjacent counties), the presence of potentially suitable habitat, or both.

(Rev. January 2017)
NC DEPARTMENT OF ADMINISTRATION
STATE CONSTRUCTION OFFICE
PERMIT FOR CONSTRUCTION IN A FLOODPLAIN
(FLOODPLAIN DEVELOPMENT PERMIT)
AGENCY: North Carolina Wildlife Resource Commission DATE- 11/10/2023
PROJECT-
Bobby N. Setzer
State Fish Hatchery
Renovations
SCO ID#-.
19-20324-02A
BUDGET CODE-
ITEM #-
PROJECT DESCRIPTION- (Attach Site Plan) Proposed improvements to the
facility include production and broodstock raceways, each with a cover
structure, hatchery building, intake improvements, public restroom, and
fish effluent waste treatment.
X New X Building Is Elevated
x Addition Building Is Wet Floodproofed
Accessory X Building Is Dry Floodproofed
Temporary Structure
X Improvement to Existing Structure
APPLICANT (Designer Name, Mailing Address & E-Mail Address)- Daniel Johnson-, 55 Broad Street,
Asheville, NC 28801-1 [e-mail]
The undersigned, acting as the design professional representative of the owner, hereby makes
application for a permit to develop in a designated floodplain area. The work to be performed is
described above and in attachments hereto. The undersigned agrees that all such work shall be
done in accordance with the requirement of the Uniform Floodplain Management Policy of
Executive Order 123. A certificate of Building Elevation (if applicable) and a Certificate of
Compliance will be issued in accordance with Section 7E and 7H, of Executive Order No. 123
before the facility is occupied. The Certificates will be filed with the Department of
Administration, State Construction Office.
State Construction Office Approval
Department of Insurance Approval
z:)a"2te� 11 /14/2023
Appli ant's Signature (Date)
�s7•Var.T 12/20/2023
(Signature) (Date)
5e4� 12/20/2023
(Signature) (Date)
Pursuant to Section 7, Executive Order No. 123, Uniform Floodplain Management Policy, a
permit for construction is hereby granted for the above subject project.
�Da4 yt & . 12/21 /2023
Secretary of the (Date)
Department of Administration