WQ0012948_Modification_20240326

Initial Review
Reviewer nathaniel.thorn burg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WQ0012948
Applicant/Permittee North Carolina Wildlife Resources Commission
Applicant/Permittee Address 1720 Mail Service Center, Raleigh, NC 27699
Is the owner in BIMS? Yes NO Is the facility in BIMS? Yes No
Owner Type
Facility Name
County
Fee Category Minor
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
State
Pisgah Center for Wildlife Education WWTF
Transylvania
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
03/26/2024
$0
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Admin
Comments for RO

Comments for Reviewer
Comments for Applicant

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
Name* Kyle Seaman
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*
8456743575
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*
North Carolina Wildlife Resources Commission
Applicant/Permittee Address*
1720 Mail Service Center, Raleigh, NC 27699
Facility Name *
Pisgah Center for Wildlife Education WWTF
Please provide comments/notes
on your current submittal below.
This submittal is associated with the installation of two on -site septic tanks, to be replace the existing ones. These will be installed in new locations of
different size as part of the Bobby N. Setzer State Fish Hatchery Renovation project.
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.)
On -Site Waste Treatment Permit Mod (Application, Plans,
17.95MB
Tech. Specs and Calculations)_03-25-2024.pdf
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
G' V" 6Yliwl?w

Submission Date 3/25/2024

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: ❑ IndividuaI ❑ 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 Projects 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: [e-mail]
II. FACILITY INFORMATION:
1. Facility name: Bobby 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: Transylvania
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: Kyle Seaman License Number: 042470 Firm: McGill Associates
Mailing address: 55 Broad Street
City: Asheville State: NC Zip: 28801-
Phone number: [phone] Email Address: [e-mail]
2. Soil Scientist: License Number: Firm:
Mailing address:
City: State:
Zip: -
Phone number: (_) _-
Email Address:
3. Geologist:
License Number:
Mailing address:
City: State:
Zip: -
Phone number: (_) _-
Email Address:
4. Agronomist:
Firm:
Mailing address:
City: State:
Zip: -
Phone number: () =
Email Address:
Firm:
FORM: WWIS 06-16 Page I 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 01C? ❑ Yes or ® No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (O >_ 200,000 GPD)
Dam Safety
Erosion & Sedimentation Control Plan
Nationwide 12 / Section 404
Pretreatment
Sewer System
Stormwater Management Plan
Wetlands 401
Other:
5. What is the wastewater type? ® Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted? ❑ Yes or ❑ No
6. Wastewater flow: 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
Hasa flow reduction been approved under 15A NCAC 02T .0114(f) ❑ Yes or ®No
Establishment Type
Daily Design Flow a
No. of Units
Flow
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
FORM: 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: Surveyor
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
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 "
Longitude a
Gradient
Location
Select
-
Select
Select
Select
0-
Select
Select
Select
-
Select
Select
Select
-
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
Estimated Influent Concentration
Designed Effluent Concentration
(monthly average)
Ammonia Nitrogen (NH3-N)
45 mg/L
5 mg/L
Biochemical Oxygen Demand (BOD5)
250 mg/L
15 mg/L
Fecal Coliforms
1000 per 100 mL
Nitrate Nitrogen (NO3-N)
10 mg/L
10 mg/L
Nitrite Nitrogen (NO2-N)
0 mg/L
5 mg/L
Total Kjeldahl Nitrogen
10 mg/L
Total Nitrogen
55 mg/L
25 mg/L
Total Phosphorus
<10 mg/L
5 mg/L
Total Suspended Solids (TSS)
120 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.050501 :
® 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):
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings in
Volume
_(gallons)
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
(gallonsL
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Units
Material(gallons)
Dimensions (ft)
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: mitnrtes (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
Units
Material
Dimensions (ft)
(gallons)__Reference
I 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
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
I Reference
Specification
I Reference
GPM
I TDH
f. BLOWERS
Location
No. of
Blowers
Units Served
Manufacturer /
Type
Capacity
CFM
Plan Sheet
Reference
Specification
I Reference
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
T e
Power
h
Plan Sheet
Reference
Specification
Reference
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Ca Capacity
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
Plan Sheet
Reference
Specification
I Reference
Internal dimensions (L x W x H or 9 x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent irrigation during rain events
FORM: WWIS 06-16 Page 6 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? ft2, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10_1 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:
El Clay
❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
x cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft,
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 7 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area:
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
irrigation area? ❑ Yes or ❑ No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended Ioading rates (NOTE — This table may be expanded for additional soil series):
Soil Series
Fields within
Soil Series
Recommended
Loading Rate
in/hr
Recommended
Loading Rate
in/ r
Annual /Seasonal
Loading
If Seasonal, list
appropriate
months
Select
Select
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ❑ Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .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 VH.8.? ❑ Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop
Soil Series
o
/o Slope
Nitrogen Uptake Rate
lbs/ac r
Phosphorus Uptake
Rate Ibs/ac r
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained:
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum 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 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
in/hr
Designed
Loading
Rate
in/ r
Latitude "
Longitude "
Waterb
Stream Index
No. n
Classification
O
0
0
0
0
0
0
o
0
0
0
0
o
0
0
0
0
0
0
0
a
0
0
0
0
o
0
0
a
0
a
a
0
0
o
a
0
0
Total
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: http://deg.nc.gov/about/divisions/water-resources/planning/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 9 of 12

VIII. SETBACKS —15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .506(a) and .0506(b)? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Irrigation
System
Treatment /
�torage Unit
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
art 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)
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 (BOD5)
mg/L
mg/L
mg/L
Fecal Coliforms
'W
per 100 mL
per 100 mL
Total Suspended Solids (TSS)
mg/L
mg/L
mg/L
Turbidity
NTU
FORM: WWIS 06-16 Page 10 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ❑ Yes or ® No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .010306), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria,
including aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and
blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g„ more than one field)? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404(g)(7), how much green area is provided? ftZ
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the sprairrigation 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 11 of 12

Professional Engineer's Certification:
I Kyle M. Seaman
attest that this application for
(Professional Engineer's name fi•om Application Item II1.1.)
Bobby N. Setzer State Fish Hatchery
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my
knowledge the proposed design has been prepared in accordance with this application package and its instructions, as well as all
applicable regulations and statutes. Although other professionals may have developed certain portions of this submittal package,
inclusion of these materials under my signature and seal signifies that I have reviewed this material and have judged it to be consistent
with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification per 15A NCAC 02T .0106(b):
A "'
a
_ SEAL =
042470 '
LFjyG I N EE91 ,a te:
••''••;Ch a e,,se�`''�
I, oy/'W-11� 4 v1 ^cAr ,e41 — 6� AO AJ Ry;etch ��,. r attest that this application for
(SignatureAuthority's name & itle from Application Item I.3.)
Af e,
(Facility name from Application Item II/f
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 well as civil penalties up to $25,000 per violation.
Signature: Date:
FORM: W WIS 06-16 Page 12 of 12

Dncg
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-?03?4-02A
TRANSYLVANIA COUNTY,
® 55 Broad Street
Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
m cg i l l associ ates . co m
CAR
o�oFEssioti�%
SEAL -
-_ a 042470 a z
I N
//011iin10\0
SIGNED AND DATED:
R —1„Y„3s�ea�,PE
.24
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
VALIDATING THE SIGNATURE.
NORTH CAROLINA
MARCH 2O24

SCHEDULE OF DRAWINGS
G-001 ..... COVER SHEET
G-002 ..... SHEET INDEX
G-003 ..... GENERAL NOTES AND LEGENDS
* 00 �`GENERAL
IALNE)TES AND
LEGENDS
* 005 ` GENERAL
IALNE)TES AND
LEGENDS
Q'w� E) TSTTJ T'V"IT+
* 007� RE)GESS SGI 'fEMATIG EFFLUENT
E
QRII� E)lTi SS%.TGTf GTfOTV
QRV� E)lTi SS%.TGTf G7TC
* 010 RE)GESS SGI'EMATIG \A/ASTE TA
Q'VT� �lTi �T�%.TGTf C
QOil ...... E)lTi SS%.TGTf
CE-101 ... OVERALL EXISTING CONDITIONS PLAN
® 55 Broad Street
lip Asheville, NC 28801
828.252.0575
NC Firm License # C-0459
mcgillassociates.com
SIGNED AND DATED:
Oigilally sig N by Kyle M. Seaman, P.E.
ON: C-US,
E-kyle.seamanillA lassocia�es.mm,
Kyle M. Seaman, P.E. -"
oa�e : zoza.oa.zs n:Izgs-ga'gg'
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 1 1/24/20241 BC CONSTRUCTION DOCUMENTS SUBMITTAL #2
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION
VALIDATING THE SIGNATURE.
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA COUNTY, NORTH CAROLINA
SHEET
NOT TO SCALE
SHEET INDEX
OFFICE MANAGER DESIGNER
M. CATHEY K. SEAMAN G=002
PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
K. SEAMAN DECEMBER 2023 19.00124 SCO #19-20324-02A
II

S GENERAL SEWER NOTES
EXISTING CONDITIONS LEGEND
C GENERAL CONSTRUCTION NOTES
W GENERAL WATER NOTES
34 UPDATED MARCH, 2017
43 UPDATED MARCH, 2017
49 UPDATED MARCH, 2017
TEL
PED
TELEPHONE PEDESTAL
0 CALCULATED POINT
SELEC
PED
ELECTRIC PEDESTAL
OIPS 1 /2" REBAR SET WITH CAP
1.
ALL CONSTRUCTION OUTSIDE RIGHTS -OF -WAY SHALL TAKE PLACE WITHIN THE PERMANENT AND TEMPORARY
CATV
SPED
CABLE TV PEDESTAL
® CONCRETE MONUMENT
ACCESS EASEMENTS SHOWN.
SIGN
SIGN
®CM-R/W RIGHT-OF-WAY MONUMENT
2.
CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE ORIGINAL SITE,
1. FINISH GRADE TOLERANCES SHALL BE AS NOTED IN THE SPECIFICATIONS. THE ENGINEER MAY
1. ALL CONSTRUCTION OUTSIDE RIGHTS -OF -WAY SHALL TAKE PLACE WITHIN THE PERMANENT AND
TEMPORARY ACCESS EASEMENTS SHOWN.
CATV
UNDERGROUND CABLE TV SIGN
ODOT MON D.O.T. CONTROL POINT
OR AS NOTED.
MAKE GRADE CHANGES AS REQUIRED IN THE FIELD WITHOUT EFFECTING THE UNIT BID PRICE
Luc Foc
UNDERGROUND FIBER OPTIC CABLE SIGN
ORBF REBAR FOUND
FOR UNCLASSIFIED EXCAVATION.
2. CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE
JUG TCS
UNDERGROUND TELEPHONE CABLE SIGN
ORRSPIKE RAILROAD SPIKE
3.
LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT LOCATIONS ARE TO BE VERIFIED
ORIGINAL SITE, OR AS NOTED.
IN THE FIELD BY THE CONTRACTOR. AT LEAST THREE DAYS PRIOR TO CONSTRUCTION, CONTRACTOR MUST
2. UNLESS OTHERWISE STATED, ALL FILL AREAS SHALL BE CONSTRUCTED IN LAYERS OF 8" MAXIMUM
UG GAS
UNDERGROUND GAS LINE SIGN
o PK NL PK NAIL FOUND SET
/
NOTIFY EXISTING UTILITY OWNERS. CALL 811 BEFORE YOU DIG.
THICKNESS, WITH WATER ADDED OR SOIL CONDITIONED TO THE OPTIMUM MOISTURE CONTENT AS
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT LOCATIONS ARE TO
DETERMINED BY THE ENGINEER AND COMPACTED WITH A SHEEP'S FOOT ROLLER TO A COMPACTION
BE VERIFIED IN THE FIELD BY THE CONTRACTOR. AT LEAST THREE DAYS PRIOR TO CONSTRUCTION,
JUG ELEC
UNDERGROUND ELECTRIC LINE SIGN
SPINDLE SPINDLE FOUND / SET
4.
ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF THE STATE OF NORTH
EQUAL TO OR GREATER THAN 95% (100% IN THE TOP 2' OF THE SUB GRADE BELOW ROADWAYS AND
CONTRACTOR MUST NOTIFY EXISTING UTILITY OWNERS. CALL 811 BEFORE YOU DIG.
,C„o,o,
LP
LIGHT POLE
®CPHUB HUB &TACK SET
CAROLINA.
PARKING LOTS) OF THE DENSITY OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN
ca.L, OD esz,wa
4. ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF THE STATE OF N=
5.
CONTRACTOR MUST PROVIDE EROSION CONTROL DEVICES TO CONTROL RUNOFF FROM THE CONSTRUCTION SITE.
ACCORDANCE WITH THE STANDARD PROCTOR METHOD OF MOISTURE -DENSITY RELATIONSHIP TEST,
NORTH CAROLINA. rr9 TM LAVA
OUP
UTILITY POLE
ACP/NL GPS CONTROL POINT NAIL SET / FOUND
CONTRACTOR WILL BE RESPONSIBLE FOR ANY FINES THAT MAY BE LEVIED DUE TO POLLUTION CREATED DURING
ASTM D698 OR AASHTO-99 UNLESS SPECIFIED IN OTHER SPECIFICATIONS.
5. CONTRACTOR MUST PROVIDE EROSION CONTROL DEVICES TO CONTROL RUNOFF FROM THE
E
GUY WIRE ANCHOR
OCP/NL CONTROL POINT / NAIL SET GPS
CONSTRUCTION.
3. ENTIRE AREA TO BE GRADED SHALL BE CLEARED AND GRUBBED. NO FILL SHALL BE PLACED ON
CONSTRUCTION SITE. CONTRACTOR WILL BE RESPONSIBLE FOR ANY FINES THAT MAY BE LEVIED DUE
®TSP
TRAFFIC SIGNAL POLE
OCP/TEMP CONTROL POINT TEMPORARY MARK
6.
CONTRACTOR SHALL FOLLOW ALL FEDERAL, STATE AND LOCAL HEALTH AND SAFETY REGULATIONS PERTAINING
ANY AREA NOT CLEARED AND GRUBBED.
TO POLLUTION CREATED DURING CONSTRUCTION.
RXR
RAILROAD CROSSING SIGNAL
NGS METAL ROD NATIONAL GEODETIC SURVEY METAL ROD
TO CONSTRUCTION OPERATIONS.
4. ALL SOIL EROSION CONTROL MEASURES REQUIRED BY THE GRADING PLAN SHALL BE PERFORMED
6. CONTRACTOR SHALL FOLLOW ALL FEDERAL, STATE AND LOCAL HEALTH AND SAFETY REGULATIONS
PERTAINING TO CONSTRUCTION OPERATIONS.
O MH
MANHOLE
NGS CM NATIONAL GEODETIC SURVEY CONCRETE MONUMENT
®
7.
SEWER FORCE MAINS AND WATER LINES SHALL HAVE 3'-O" MINIMUM COVER UNLESS OTHERWISE SHOWN ON
PRIOR TO GRADING, CLEARING OR GRUBBING. ALL EROSION CONTROL DEVICES SUCH AS SILT
Q SSMH
SANITARY SEWER MANHOLE
THE DRAWINGS.
FENCES, ETC., SHALL BE MAINTAINED IN WORKABLE CONDITION FOR THE LIFE OF THE PROJECT
7. WATER LINES SHALL HAVE 3'-0" MINIMUM COVER UNLESS OTHERWISE SHOWN ON THE DRAWINGS.
TEMPORARY CONTROL POINT SET
AND SHALL BE REMOVED AT THE COMPLETION OF THE PROJECT ONLY ON THE ENGINEER'S
O SDMH
STORM DRAIN MANHOLE
® NETWORK TRIANGULATION POINT
8.
WATER AND SEWER LINES SHALL HAVE A MINIMUM 10' HORIZONTAL SEPARATION OR A MINIMUM 18" VERTICAL
APPROVAL. PAYMENT SHALL BE CONSIDERED INCIDENTAL TO CLEARING AND GRUBBING. IF DURING
8. WATER AND SEWER LINES SHALL HAVE A MINIMUM 10' HORIZONTAL SEPARATION OR A MINIMUM 18"
Q COMMH
COMMUNICATION MANHOLE
SEPARATION WITH THE WATER OVER SEWER, OR BOTH WATER AND SEWER LINES SHALL BE DUCTILE IRON PIPE
THE LIFE OF THE PROJECT, A STORM CAUSES SOIL EROSION WHICH CHANGES FINISH GRADES OR
VERTICAL SEPARATION WITH THE WATER OVER SEWER, OR BOTH WATER AND SEWER LINES SHALL BE
10' EITHER SIDE OF THE CROSSING.
CREATES "GULLIES" AND "WASHED AREAS", THESE SHALL BE REPAIRED AT NO EXTRA COST, AND
DUCTILE IRON PIPE 10' EITHER SIDE OF THE CROSSING.
O ELMH
ELECTRICAL MANHOLE
ASTAKE STAKE FOUND
ALL SILT WASHED OFF OF THE PROJECT SITE ONTO ADJACENT PROPERTY SHALL BE REMOVED AS
O J.B.
JUNCTION BOX
0 INTERSTATE HIGHWAY
9.
SEWER AND STORM SEWER LINES SHALL HAVE A MINIMUM 24" SEPARATION. IF 24" SEPARATION IS NOT
DIRECTED BY THE ENGINEER AT NO EXTRA COST. THE CONTRACTOR SHALL ADHERE TO ANY
9. WATER STORM SEWER LINES SHALL HAVE A MINIMUM SEPARATION EXCEPT UNDER
OBTAINABLE, DUCTILE IRON PIPE SHALL BE USED FOR THE SEWER LINE OR A SUPPORTING MATERIAL SUCH AS
APPROVED EROSION CONTROL PLANS WHETHER INDICATED IN THE CONSTRUCTION PLANS OR UNDER
DANDRAINS T
STORM DRAINS WHICH SHALL HAVE 24" VERTICAL SEPARATION. IF SEPARATION IS NOT OBTAINABLE,
IO OBTAINABLE,
SPIGOT
SPIGOT/YARD HYDRANT
66 U.S. HIGHWAY
PLOWABLE FILL SHALL BE INSTALLED BETWEEN THE PIPES.
SEPARATE COVER.
DUCTILE IRON PIPE SHALL BE USED FOR THE WATER LINE OR A SUPPORTING MATERIAL SUCH AS
FLOWABLE FILL SHALL BE INSTALLED BETWEEN THE PIPES.
O C.O.
SEWER CLEAN -OUT
FFE
ELEVATION FINISHED FLOOR ELEVATION
10.
SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION.
5. DISPOSABLE MATERIAL
10. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION.
O E.SS
ELECTRIC SERVICE STUB -OUT
0 MW MONITORING WELL
11.
UNLESS OTHERWISE NOTED, ALL BURIED PIPE SHALL BE INSTALLED WITH PUSH -ON JOINTS AND EXPOSED PIPING
A. CLEARING AND GRUBBING WASTES SHALL BE REMOVED FROM THE SITE AND PROPERLY
11. LEGAL DESCRIPTIONS FOR PROPOSED EASEMENTS BY OTHERS.
O G.SS
GAS SERVICE STUB -OUT
OPz PIEZOMETER
SHALL BE FLANGED JOINT.
DISPOSED OF BY THE CONTRACTOR AT HIS EXPENSE, UNLESS SPECIFIED OTHERWISE.
®CB
CATCH BASIN
® LANDFILL GAS MONITORING PROBE
12. CONTRACTOR SHALL NOTIFY THE PROPER LOCAL AUTHORITIES 24 HOURS PRIOR TO ANY ROAD BEING
12.
LEGAL DESCRIPTIONS FOR PROPOSED EASEMENTS BY OTHERS.
B. SOLID WASTES TO BE REMOVED, SUCH AS SIDEWALKS, CURBS, PAVEMENT, ETC., MUST BE
CLOSED FOR CONSTRUCTION, INCLUDING BUT NOT LIMITED TO LOCAL NEWSPAPER, RADIO STATION,
®CI
CURB INLET
O SURFACE WATER SAMPLING LOCATION
13.
SITE TOPOGRAPHIC AND BOUNDARY SURVEY PROVIDED BY SURVEYOR NOTED ON PLANS.
PLACED IN SPECIFIC DISPOSAL AREAS DELINEATED ON THE PLANS OR REMOVED FROM THE
FIRE DEPARTMENT, COUNTY SHERIFF'S DEPARTMENT, AMBULANCE, AND COUNTY EMERGENCY AGENCY.
OWM
WATER METER
69 LANDFILL GAS VENT
SITE AS REQUIRED BY THE SPECIFICATIONS. THIS MATERIAL SHALL HAVE A MINIMUM COVER
ALL TRAFFIC CONTROL SHALL CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA
14.
CONTRACTOR SHALL NOTIFY THE PROPER LOCAL AUTHORITIES 24 HOURS PRIOR TO ANY ROAD BEING CLOSED
OF 2'. THE CONTRACTOR SHALL MAINTAIN SPECIFIED COMPACTION REQUIREMENTS IN THESE
DEPARTMENT OF TRANSPORTATION.
AFH
FIRE HYDRANT
O LANDFILL GAS COLLECTION WELLHEAD
FOR CONSTRUCTION, INCLUDING BUT NOT LIMITED TO LOCAL NEWSPAPER, RADIO STATION, FIRE DEPARTMENT,
AREAS. WHEN DISPOSAL SITES ARE NOT PROVIDED, THE CONTRACTOR SHALL REMOVE THIS
13. CONTRACTOR SHALL NOTIFY THE ENGINEER AFTER EXISTING BURIED UTILITIES HAVE BEEN LOCATED
>a WV
WATER VALVE
QW POTABLE WATER WELL
COUNTY SHERIFF'S DEPARTMENT, AMBULANCE, AND COUNTY EMERGENCY AGENCY. ALL TRAFFIC CONTROL SHALL
WASTE FROM THE SITE AND PROPERLY DISPOSE OF IT AT HIS EXPENSE.
AND 24 HOURS PRIOR TO CONSTRUCTION.
D4 BLOWOFF
BLOW OFF VALVE
MAILBOX OR PAPER BOX
CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION.
C. ABANDONED UTILITIES SUCH AS CULVERTS, WATER PIPE, HYDRANTS, CASTINGS, PIPE
14. ALL FENCE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED WITH LIKE MATERIALS IN A
VALVE
OMB
❑PB POSTAL DROP BOX
15.
CONTRACTOR SHALL NOTIFY THE ENGINEER AFTER EXISTING BURIED UTILITIES HAVE BEEN LOCATED AND 24
APPURTENANCES, UTILITY POLES, ETC., SHALL BE THE PROPERTY OF THE SPECIFIC UTILITY
WORKMANLIKE MANNER AND IN ACCORDANCE WITH STANDARD FENCE CONSTRUCTION PRACTICES AT
® G/M
GAS METER
HOURS PRIOR TO CONSTRUCTION.
AGENCY, OR COMPANY HAVING JURISDICTION. BEFORE THE CONTRACTOR CAN REMOVE,
THE CONTRACTOR'S EXPENSE.
® G/V
GAS VALVE
LSAT DISH SATELLITE DISH
16.
LOCATIONS SHOWN FOR SANITARY SEWER SERVICES ARE ASSUMED. COORDINATE LOCATIONS OF ALL PROPOSED
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.
15. CONTRACTOR SHALL FIELD LOCATE ALL BURIED TELEPHONE LINE IN CONFLICT WITH THE PROPOSED
D-a ICV
IRRIGATION CONTROL VALVE
OYARD ORNAMENT STATUE, BIRD BATHS, ETC.
SEWER SERVICE CONNECTIONS WITH PROPERTY OWNER PRIOR TO CONSTRUCTION.
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
oa PIV
POST INDICATOR VALVE
TREES
17.
CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED MANHOLE TOP ELEVATIONS AND EXISTING MANHOLE INVERTS
D. ON SITE BURNING IS PROHIBITED.
THE OWNER.
® E.JUNC
ELECTRIC JUNCTION BOX OR OUTLET
�,'i SHRUBS /BUSHES
PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. CONTRACTOR SHALL ADJUST ALL
16. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING ROADS DURING CONSTRUCTION
o SIG
TRAFFIC SIGNAL BOX
PROPOSED SEWER STRUCTURES TO MATCH FINISHED PAVEMENT ELEVATIONS. COSTS OF RAISING STRUCTURES
6. IN THE EVENT EXCESSIVE GROUNDWATER OR SPRINGS ARE ENCOUNTERED WITHIN THE LIMITS OF
AND SHALL REPAIR ROADS PER REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF
BOX
(H) HORIZONTAL GROUND DISTANCE
SHALL BE CONSIDERED INCIDENTAL TO OTHER WORK ON THE PROJECT.
CONSTRUCTION, THE CONTRACTOR SHALL INSTALL NECESSARY UNDER DRAINS AND STONE
TRANSPORTATION. NO OPEN CUTS OF EXISTING ROADS SHALL BE ALLOWED EXCEPT WHERE
AS DIRECTED BY THE ENGINEER. ALL WORK SHALL BE PAID BASED UPON UNIT BIDS,
INDICATED ON THE DRAWINGS OR WHERE SPECIFIC PERMISSION IS GRANTED BY THE NORTH
(G ) NC STATE PLANE GRID DISTANCE
18.
MANHOLES AND CASTINGS SHALL MEET THE REQUIREMENTS OF OWNER AS WELL AS THE PROJECT
UNLESS SPECIFIED OTHERWISE.
CAROLINA DEPARTMENT OF TRANSPORTATION. SAND OR A SIMILAR MATERIAL APPROVED BY THE
SPECIFICATIONS.
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION SHALL BE PLACED ON THE ROAD TO AID IN
-------------------------------
CULVERT
7. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL UTILITY
THE CLEAN UP AFTER CONSTRUCTION. A MINIMUM OF 2" OF SAND SHALL BE PLACED ON THE ROAD
19.
4" SANITARY SEWER SERVICE LINES SHALL BE INSTALLED AT 2.0% MINIMUM SLOPE AND SHALL BE DUCTILE
SURFACE ACCESSES WHETHER HE PERFORMS THE WORK OR A UTILITY COMPANY PERFORMS THE WORK.
PRIOR TO STOCKPILING SPOIL MATERIAL ON THE ROAD SURFACE TO FACILITATE CLEANUP.
x x x
FENCE
IRON IN PAVED AREAS.
SILT FENCE
8. THE CONTRACTOR SHALL CONTROL ALL "DUST" BY PERIODIC WATERING AND SHALL PROVIDE ACCESS
-o-o-o-o-o-o-o-o-o-o-o-o-o-o-
GUARD RAIL
20.
ALL FENCE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED WITH LIKE MATERIALS IN A WORKMANLIKE
AT ALL TIMES FOR PROPERTY OWNERS WITHIN THE PROJECT AREA AND FOR EMERGENCY VEHICLES.
MANNER AND IN ACCORDANCE WITH STANDARD FENCE CONSTRUCTION PRACTICES AT THE CONTRACTOR'S
ALL OPEN DITCHES AND HAZARDOUS AREAS SHALL BE CLEARLY MARKED IN ACCORDANCE WITH THE
- - - -S- - - - -S
APPROXIMATE LOCATION OF
EXPENSE.
SPECIFICATIONS.
EXISTING SEWER LINES
21.
CONTRACTOR SHALL FIELD LOCATE ALL BURIED TELEPHONE LINE IN CONFLICT WITH THE PROPOSED UTILITY LINE.
9 ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL SEEDED, FERTILIZED AND MULCHED
- - - - - W- - - - - W-
APPROXIMATE LOCATION OF
EXISTING WATER LINES
WHERE NECESSARY, EXISTING BURIED TELEPHONE LINE SHALL BE TEMPORARILY MOVED DURING CONSTRUCTION
ACCORDING TO THE SPECIFICATIONS. THE FINISHED SURFACE SHALL BE TO GRADE AND SMOOTH,
APPROXIMATE LOCATION OF
OF THE PROPOSED UTILITY LINE AND RE-LAID AT NO ADDITIONAL COST TO THE OWNER.
FREE OF ALL ROCKS LARGER THAN 3', EQUIPMENT TRACKS, DIRT CLODS, BUMPS, RIDGES AND
- - - -G- - - - -G
EXISTING GAS LINES
22.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING ROADS DURING CONSTRUCTION AND
GOUGES PRIOR TO SEEDING; THE SURFACE SHALL BE LOOSENED TO A DEPTH OF t4"-6" TO
SHALL REPAIR ROADS PER REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION. NO
ACCEPT SEED. THE CONTRACTOR SHALL NOT PROCEED WITH SEEDING OPERATIONS WITHOUT FIRST
OBTAINING THE ENGINEER'S APPROVAL OF THE GRADED SURFACE. ALL SEEDING SHALL BEPERFORMED
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
OPEN CUTS OF EXISTING ROADS SHALL BE ALLOWED EXCEPT WHERE INDICATED ON THE DRAWINGS OR WHERE
BY A MECHANICAL "HYDRO -SEEDER". HAND SEEDING SHALL BE AUTHORIZED ON AN AREA
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
SPECIFIC PERMISSION IS GRANTED BY THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION. SAND OR A
BY AREA APPROVAL BY THE ENGINEER.
--DL-----DL-----DL--
DITCH LINES
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
10. WHERE CMP STORM DRAIN IS SPECIFIED, PIPE SHALL BE CORRUGATED METAL PIPE (CMP) CONFORMING TO
- - - - -CTV- - - - -CTV-
APPROXIMATE LOCATION OF
UNDERGROUND CABLE TV LINE
ON THE ROAD PRIOR TO STOCKPILING SPOIL MATERIAL ON THE ROAD SURFACE TO FACILITATE CLEANUP.
AASHTO M-36, WITH RE -ROLLED ENDS TO ACCOMMODATE CORRUGATED COUPLING BANDS. 18" PIPE SHALL
23.
CONTRACTOR SHALL MAINTAIN SEWAGE FLOW IN SEWER SYSTEM AT ALL TIMES AND SHALL PROVIDE BYPASS
BE 16 GAUGE, 24" AND 30" PIPE SHALL BE 14 GAUGE AND 36" PIPE AND OVER SHALL BE 12 GAUGE AS
CTV
APPROXIMATE LOCATION OF
OVERHEAD CABLE TV LINE
PUMPING AND/OR PIPING AS REQUIRED. NO SANITARY SEWER OVERFLOWS ARE PERMITTED.
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 BE 12 GAUGE.
- - - -- Foc - - - - Foc-
APPROXIMATE LOCATION OF
UNDERGROUND FIBER OPTIC CABLE LINE
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.
_ _ _ _ _ _ _
-E -E
APPROXIMATE LOCATION OF
WHERE HDPE STORM DRAIN IS SPECIFIED, PIPE SHALL BE HIGH DENSITY POLYETHYLENE (HOPE). SMOOTH
E E
UNDERGROUND ELECTRIC LINE
APPROXIMATE LOCATION OF
WALL INTERIOR, WITH WATER TIGHT JOINTS, BACKFILLED WITH # 57 WASHED STONE UP TO MIN. 6" OVER
OVERHEAD ELECTRIC LINE
THE TOP OF THE PIPE. HDPE PIPE USED FOR STORM DRAINAGE DETENTION SYSTEMS SHALL BE "HANCOR
APPROXIMATE LOCATION OF
BLUE SEAL" OR APPROVED EQUAL. SHALL NOT BE USED.
- - - - T- - - - - T
UNDERGROUND TELEPHONE LINES
ALL CORRUGATED METAL STORM DRAIN PIPE (CMP) SHALL BE ALUMINIZED TYPE 2 CORRUGATED STEEL
APPROXIMATE LOCATION OF
MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M-36. THE PIPE SHALL BE
T T
OVERHEAD TELEPHONE LINES
MANUFACTURED FROM ALUMINIZED STEEL TYPE 2 MATERIAL CONFORMING TO THE REQUIREMENTS OF AASHTO
- - - - -Row- - - - -Row-
RIGHT-OF-WAY
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
TREELINE
GAUGE, PIPE THROUGH 42" DIAMETER SHALL BE 14 GAUGE, PIPE THROUGH 54" DIAMETER
0000000000
SHRUBLINE
- - - -
PROPERTY LINE NOT SURVEYED
11. CONTRACTOR SHALL VERIFY ALL ELEVATIONS BEFORE INSTALLATION OF FACILITIES.
.000000000000000000000000000000000.
ROCKLINE
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.
- - - -
STREAM LINE
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
- - - - - - -
CENTERLINE
BOXES SHALL CONFORM TO STANDARD DETAIL 840.31.
CENTERLINE VARIANT
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.
- - - -
SWAM PLINE/WETLANDS
FIELD INLET COVER SHALL CONFORM TO NCDOT STANDARD DETAIL 840.04, OPENING FACING UPSTREAM.
----u-----u
APPROXIMATE LOCATION OF
14. CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF NCDOT
OVERHEAD UTILITY LINE
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
IPS IRON PIN SET
CMU CONCRETE MASONRY UNIT
OF SECTION 1040, CONSTRUCTED IN ACCORDANCE WITH SECTION 830 AND/OR 834.
RBF REBAR FOUND
CPP CORRUGATED PLASTIC PIPE
15. TOPS OF PROPOSED FRAMES AND GRATES SHALL BE FLUSH WITH FINISHED GRADE.
OTIPF OPEN TOP IRON PIN FOUND
DIP DUCTILE IRON PIPE
16. TINDALL PRE CAST CONCRETE BOXES ARE ACCEPTABLE ALTERNATIVES FOR PROPOSED CATCH BASINS.
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
CONIC CONCRETE
SIGNED AND DATED:
°"a- g-dbyKy1.M�ama PE
BOBBY N. SETZER
SHEET
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0 DODO
R'''
o�ooF Ess�o�o
70 zaz o35, ;zzsoaoo
STATE FISH HATCHERY RENOVATION
NOT TO
SCALE
Broad Street
o%
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SCO PROJECT # 19-20324-02A
GENERAL NOTES
AND LEGENDS
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED IN ACCORDANCE
®55
Asheville, NC 28801
= o SEAL o =
o o _
=� 0 042470 o Z=
WITH THE STANDARD CERTIFICATION
REQUIREMENTS FOUND IN NC
G=003
OFFICE MANAGER
DESIGNER
828.252.0575
�'o o;THIS
�'oo
ADMINISTRATIVE CODE 21-56.1103(E).
COMMISSION
NC WILDLIFE RESOURCES
<\ °o/'GINE; P
FOUNDI
BIYATHEI NC BOARD OFBEEN
M. CATH EY
K. SEAMAN'�
NC Firm License # C-0459
�i� �/ 00000o S�
EXAMINERS
FOR ENGINEERS AND
PROJECT MANAGER
REVIEWER
DATE
PROJECT#
FUNDING#
\��
C/�gEL
SURVEYORS TO MEET THESE
mcgillassociates.com
, ���`
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1
1/24/2024
BC
CONSTRUCTION DOCUMENTS SUBMITTAL #2
TRANSYLVANIA COUNTY NORTH CAROLINA
SIGNER
IF YOU NEED ASSISTANCE IN
NO.
DATE
BY
DESCRIPTION
'
K. SEAMAN
DECEMBER 2023
19.00124
SCO #19-20324-02A
VALIDATING THE SIGNATURE.

VEL------\ PLAN
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ZONE A FLOOD BOUNDARY (TYP), EXISTING HATCHERY ENTRANCE SIGN
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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
NOY 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
NOY 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
Line Table
Line #
Length
Direction
L41
120.37
S42° 44' 29.42"W
L42
122.77
S74° 24' 11.42"W
L43
36.65
S81 ° 23' 47.42"W
L44
29.74
S27° 33' 34.42"W
L45
33.20
SOO' 00' 15.58"E
L46
73.30
S33° 55' 39.42"W
L47
72.81
S59° 42' 46.42"W
L48
39.17
S78° 26' 47.42"W
L49
48.31
S62° 28' 09.42"W
L50
47.26
S40° 19' 13.42"W
L51
44.24
S59° 14' 43.42"W
L52
35.55
S74° 28' 47.42"W
L53
82.24
S51 ° 29' 53.42"W
L54
84.43
S75° 23' 07.42"W
L55
72.58
S53° 26' 22.42"W
L56
75.53
S43° 38' 31.42"W
L57
62.46
S15' 57' 38.42"W
L58
122.57
S10' 38' 55.42"W
L59
110.64
S09° 28' 55.58"E
L60
29.02
SOY 13' 55.42"W
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EXISTING HATCHERY BUILDING \\� \ \\
Line Table
Line #
Length
Direction
L61
16.14
S15' 45' 07.42"W
L62
24.11
S41 ° 46' 32.42"W
L63
42.16
S54° 33' 51.42"W
L64
63.81
S76° 44' 31.42"W
L65
34.53
N85° 01' 47.58"W
L66
93.30
N69° 46' 43.58"W
L67
34.67
S30° 43' 11.42"W
L68
47.41
S06° 32' 13.42"W
L69
195.33
N74° 06' 24.58"W
L70
99.82
N31 ° 50' 26.58"W
L71
143.79
S79° 02' 10.42"W
L72
92.66
S43° 55' 58.00"W
L73
69.07
S87° 57' 44.51 "W
L74
136.14
S27° 16' 15.44"W
L75
153.24
S38° 39' 39.82"E
L76
130.54
S11 ° 58' 55.22"E
EXISTING GROGAN CREEK INTAKE , ,\
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SIGNED AND DATED:
Digtlally sg.d by Kyla M. Seaman,
��//�.✓�� P.E.
CNI D= - Kyl 11 A e
9 IP.Es, PA'
com,
Dare: 2024,0325 11:12:53-0400
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
VALIDATING THE SIGNATURE.
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1 1/24/20241 NC I CONSTRUCTION DOCUMENTS SUBMITTAL #2
NO. DATE BY DESCRIPTION
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA COUNTY, NORTH CAROLINA
120 0 60 120 240
GRAPHIC SCALE DIVISION VALUE = 120 FEET
OFFICE MANAGER DESIGNER
M. CATHEY N. CROOM
PROJECT MANAGER REVIEWER
K. SEAMAN B. CATHEY
OVERALL EXISTING CONDITIONS
PLAN
DATE PROJECT # FUNDING #
OCTOBER 2023 19.00124 SCO #19-20324-02A
SHEET
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PROPOSED STORAGE BUILDING _ _ / \ / \ — �ROGp". / WET POND
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SIGNED AND DATED:
ra�K.kM�ama°PE BOBBY N. SETZER 120 0 60 120 240 SHEET
N
STATE FISH HATCHERY RENOVATION
°� " OVERALL SITE PLAN
=a 9 ° THIS DOCUMENT HAS BEEN DIGITALLY GRAPHIC SCALE DIVISION VALUE = 120 FEET
® 55 Broad Street = °e SEAL - SIGNED AND SEALED IN ACCORDANCE SCO PROJECT # 19-20324-02A
WITH THE STANDARD CERTIFICATION
Asheville, NC 28801 - ;5�1 a 042470 a Z = REQUIREMENTS FOUND IN NC OFFICE MANAGER DESIGNER
ADMINISTRATIVE CODE E HAS 1103(E). NC
WILDLIFE
RESOURCES
COMMISSION
828.252.0575 F � aTHIS DIGITAL SIGNATURE HAS BEEN ticINE� P; FOUND BY THE INC BOARD OF M. CATHEY N. CROOM C=1 00
NC Firm License # C-0459 �L/°°°°°° \ ` EXAMINERS FOR ENGINEERS AND
''/, HAE\- SURVEYORS TO MEET THESE 1 1 /24/2024 BC CONSTRUCTION DOCUMENTS SUBMITTAL #2 PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #Ii
mcgillassociates.com 011111OO \ STANDARDS. PLEASE CONTACT THE SITRANSYLVANIA COUNTY, NORTH CAROLINA
GNER IF YOU NEED ASSISTANCE IN NO. DATE BY DESCRIPTION K. SEAMAN B. CATHEY OCTOBER 2023 19.00124 SCO #19-20324-02A
VALIDATING THE SIGNATURE.
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BOBBY N. SETZER 20 O ,a 20 40
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Q°FESS�°��'�%- THIS DOCUMENT HAS BEEN DIGITALLY STATE FISH HATCHERY RENOVATION GRAPHIC SCALE DIVISION VALUE = 20 FEET PRODUCTION RACEWAY DEMOLITION
■, R 55 Broad Street _ _ SIGNED AND SEALED IN ACCORDANCE SCO PROJECT # 19-20324-02A PLAN (2 OF 2)
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Asheville, NC 28801 - � a 042470 ° Z = REQUIREMENTS FOUND IN NC OFFICE MANAGER DESIGNER
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RESOURCES
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® 55 Broad Street
Asheville, NC 28801
828.252.0575
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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
VALIDATING THE SIGNATURE.
1 1/24/20241 BC I CONSTRUCTION DOCUMENTS SUBMITTAL #2
NO. DATE BY DESCRIPTION
BOBBY N. SETZER
STATE FISH HATCHERY RENOVATION
SCO PROJECT # 19-20324-02A
NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA COUNTY, NORTH CAROLINA
20 0 10 20 40
GRAPHIC SCALE DIVISION VALUE = 20 FEET
OFFICE MANAGER DESIGNER
M. CATHEY N. CROOM
PROJECT MANAGER REVIEWER
K. SEAMAN B. CATHEY
PARKING LOT AREA DEMOLITION
PLAN
DATE PROJECT # FUNDING #
OCTOBER 2023 19.00124 SCO #19-20324-02A
SHEET
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REQUIREMENTS FOUND IN NC
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FOUND BY THE NC BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS TO MEET THESE
STANDARDS. PLEASE CONTACT THE
SIGNER IF YOU NEED ASSISTANCE IN
VALIDATING THE SIGNATURE.
1
1/24/2024
BC
CONSTRUCTION DOCUMENTS SUBMITTAL #2
NO.
DATE
BY
DESCRIPTION
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NC WILDLIFE RESOURCES COMMISSION
TRANSYLVANIA
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OFFICE MANAGER
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PROJECT MANAGER
K. SEAMAN
REVIEWER
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PROPOSED SEPTIC TANK
16+20
2340
2337
2334
2331
2328
16+80
SHEET
SEWER TO SEPTIC TANK
PLAN - PROFILES
C=220
DATE PROJECT # FUNDING #
DECEMBER 2023 19.00124 SCO #19-20324-02A

APPROVED WARNING
TAPE 24' ABOVE PIPE
BACKFILL
BACKFILL
MATERIAL
MATERIAL
COMPACTED
COMPACTED
IN 6' LIFTS
IN 6' LIFTS
i
12' MAX 12' MAX\��
12'
SPRING LINE
j`
6' MIN 6' MIN
i
SPRING LINE
6"
OF PIPS
ap.
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No.12 COATED
.12 COATED
NCOPPERR
COPPER TRACING
j
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WIRE
6' MIN
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WIRE
�\
WASHED STONE/� \\ ,� ,� WASHED STONE
EMBEDMENT //�\/�� EMBEDMENT
UNDISTURBED
EARTH
ADDITIONAL WASHED
STONE FOR UNDERCUT
j
EXCAVATION ONLY AS
DIRECTED
BY ENGINEER
STANDARD EXCAVATION
IKI \ A =T f1 f-N A I Pl 1 T 1 f-N A 1 O
UNDISTURBED EARTH
UNDERCUT EXCAVATION IN
UNSTABLE SOILS TYPES
NOTE
1. CONSTRUCTION OF TRENCHES SHALL COMPLY WITH ALL FEDERAL, STATE AND LOCAL
SAFETY AND HEALTH REGULATIONS WHICH HAVE JURISDICTION AT THE PROJECT SITE. IT IS
THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE APPLICABLE REGULATIONS
AND FOLLOW THEM ACCORDINGLY.
2. PAYMENT FOR ROCK EXCAVATION AND SELECT BACKFILL IN TRENCH SHALL BE FOR ACTUAL
QUANTITIES AND SHALL NOT EXCEED THE WIDTH OF TRENCH SHOWN ON THIS DETAIL
3. PAYMENT FOR WASHED STONE UNDERCUT SHALL BE FOR THE LENGTH OF THE TRENCH
REQUIRING UNDERCUT X 6" DEPTH INCREMENTS TO THE DEPTH REQUIRED.
WATER LINE TRENCHING -WASHED STONE
7/8"0 HOLE
3/4" BOLT -
22
UPDATED MARCH, 2017
NOT TO SCALE
NOTE: MOUNTS TO STANDARD 125# FLANGE
WITH REDUCE NUMBER OF BOLTS
FLANGE
72
MYLAR SELF—ADHESIVE
INDICATOR TAPE
OPERATOR
RED POSITION
INDICATOR RING
ALUMINUM STEM COVER
18"0 CAST ALUMINUM HAND
WHEEL
STAINLESS STEEL ACME THREAD
RISING STEM
OPERATOR AND STEM COVER
CL 1/4' ALUMINUM SLIDE
GATE DISC
TOP OF
CONCRETE
1G
STIFFENER SIZE —
& SPACING AS
REQUIRED BY
CALCULATIONS
s
6
II
0
0
0
0
-z
OPENING
WIDTH
G 1
7
0
0
0
0
0
0
0 0 0
- STAINLESS STEEL STEM
COLLAR WITH STAINLESS
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HEIGHT
WEIR GATE ELEVATION
SELF CONTAINED/ FACE —MOUNTED
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
BACKFILL MATERIAL
COMPACTED IN 3" LIFTS
No.12 COATED
COPPER TRAC
WIRE
FINISHED GRADE —\
SCH 40 PVC
MIN. 1 % SLOPE
(TO EXISTING
RECIRC TANK)
APPROVED WARNING TAPE
24" ABOVE PIPE
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
",12" MAX
BACKFILL MATERIAL 6" MIN
COMPACTED IN 3" LIFTS —
No.12 COATED —
COPPER TRACING
WIRE
EARTHv"y�v
BELL HOLES NOT SHOWN
STANDARD EXCAVATION
UNDISTURBED J 6"J
EARTH
OVERCUT EXCAVATION
NOTE:
1. CONSTRUCTION OF TRENCHES SHALL COMPLY WITH ALL FEDERAL, STATE AND LOCAL SAFETY AND
HEALTH REGULATIONS WHICH HAVE JURISDICTION AT THE PROJECT SITE. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO BE FAMILIAR WITH THE APPLICABLE REGULATIONS AND FOLLOW THEM ACCORDINGLY.
2. PAYMENT FOR ROCK EXCAVATION AND SELECT BACKFILL IN TRENCH SHALL BE FOR ACTUAL QUANTITIES
AND SHALL NOT EXCEED THE WIDTH OF TRENCH SHOWN ON THIS DETAIL.
WATER LINE TRENCHING
UPDATED MARCH, 2017
NOT TO SCALE
PROVIDE GRADE RINGS
TO BRING ACCESS
COVERS TO ABOVE
GRADE
4" GRAVITY SERVICE
LINE FROM BUILDING
PER NC BUILDING CODE
(INV ELEV 2237.5 FOR
3500 GAL TANK)
(INV ELEV 2238 FOR
4000 GAL TANK)
I I I
EXrR
SET SCREW
ALUMINUM
°
SHOD MODEL
RROVED
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BULB SEAL WEDGE TYPE
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CONCRETE SEPTIC TANK
EXPANSION BOLTS :a `' ' :°
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1 7/8"
" < ° WASHER ON BOTTOM OR TOP
APPLICATIONS
°d ° ° a
CRUSHED STONE OR GRAVEL
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EXTRUDED ALUMINUM EXTRUDED ALUMINUM
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SLIDE GATE GUIDE STIFFENER
SEATV THRUST NUT
SECTION G-G
SIDE VIEW
SECTION H-H
ELEVATION VIEW
MUD VALVE DETAIL
NOT TO SCALE
NOTES:
• MUD VALVES SHALL BE DESIGNED TO BE OPERATED WITH AN
OPERATING WRENCH. MUD VALVES SHALL BE PROVIDED WITH 2"
OPERATOR NUT.
• MUD VALVE MANUFACTURER SHALL PROVIDE A MINIMUM OF TEN (10)
OPERATING WRENCHS IN LENGTHS SPECIFICALLY DESIGNED FOR THE
PROJECT APPLICATION.
• MUD VALVES WITH WELDED —ON YOKES AND/OR WITH LUG STYLE
BODIES WILL NOT BE ACCEPTABLE.
• MUD VALVES TO BE ALL 304 STAINLESS STEEL COMPONENTS.
• DIMENSIONS SHOWN ARE TYPICAL FOR 8" MUD VALVE.
• REFER TO PLANS FOR ACTUAL MUD VALVE SIZES.
• MUD VALVES SHALL BE TRUMBULL, TROY, OR APPROVED EQUAL.
ALTHOUGH THE AFOREMENTIONED MANUFACTURERS ARE APPROVED,
THEY MUST MEET ALL REQUIREMENTS OF THE DETAIL HEREIN.
COMPLETE APPROVAL SHOP DRAWINGS MUST BE PROVIDED.
M WEIR GATE DETAIL
73 UPDATED MARCH, 2017
NOT TO SCALE
PRECAST CONCRETE SEPTIC TANK
TYPICAL SEPTIC TANK DETAILS
UPDATED JULY, 2023
NOT TO SCALE
SIGNED AND DATED:
°alNs,ge°byKY�M.S.... P.E. BOBBY N. SETZER SHEET
D :`us,
N° ssRo��,, % �I1-- oae?o o @71aas0400 NOT TO SCALE
°oFE �o�° STATE FISH HATCHERY RENOVATION
R 55 Broad Street _° 9 0 THIS DOCUMENT HAS BEEN DIGITALLY MISCELLANEOUS WATER DETAILS
o _ SEAL _ SIGNED AND SEALED IN ACCORDANCE SCO PROJECT # 19-20324-02A
% _ WITH THE STANDARD CERTIFICATION
Asheville, NC 28801 = � 0 042470 ° Z = REQUIREMENTS FOUND IN NC OFFICE MANAGER DESIGNER
828.252.0575 °ot °' ��` THIS INDIS DIGITAL SIGNATURE I HAS 1BEENE> NC WILDLIFE RESOURCES COMMISSION M. CATH EY K. SEAMAN
C=902
NC Firm License # C-0459 �'� ° N;INE�°° P FOUND BY THE NC BOARD OF
��''� �EXAMINERS FOR
C/IAE\- S `�`� SURVEYORS TO MEETNEERS THESEAND 1 1/24/2024 BC CONSTRUCTION DOCUMENTS SUBMITTAL #2 PROJECT MANAGER REVIEWER DATE PROJECT # FUNDING #
mcgillassociates.com STANDARDS. PLEASE CONTACT THE TRANSYLVANIA COUNTY' NORTH CAROLINA
SIGNER IF YOU NEED ASSISTANCE IN
VALIDATING THE SIGNATURE. NO. DATE BY DESCRIPTION K. SEAMAN DECEMBER 2023 19.00124 SCO #19-20324-02A

TECHNICAL SPECIFICATIONS
BOBBY N. SETZER FISH HATCHERY
ON -SITE WASTEWATER PERMIT MODIFICATION
NORTH CAROLINA WILDLIFE RESOURCE
COMMISION
TRANSYLVANIA COUNTY, NORTH CAROLINA
KYLE M. SEAMAN, PE
mcgill
55 Broad Street
Asheville, NC, 28801
828.252.0575
NC Firm License No.: C-0459
MARCH 2O24
PROJECT NO. 19.00124
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NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
BOBBY N. SETZER STATE FISH HATCHERY RENOVATION
SCO ID # 19-20324-02
TABLE OF CONTENTS
11 DIVISION 31 -EARTHWORK
311000 SITE CLEARING
312000 EARTH MOVING
DIVISION 33 -UTILITIES
333100 SANITARY SEWER PIPE AND APPURTENANCES
3/7/2024 TOC-1 PROJECT # 19.00124

SECTION 311000 SITE CLEARING
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.
1.2 SUMMARY
A. Section Includes:
1. Protecting existing vegetation to remain.
2. Removing existing vegetation.
3. Clearing and grubbing.
4. Stripping and stockpiling topsoil.
5. Removing above- and below -grade site improvements.
6. Disconnecting, capping or sealing, and abandoning site utilities in place.
7. Temporary erosion and sedimentation control measures.
B. Related Sections:
1. Division 01 Section "Temporary Facilities and Controls" for temporary
utility services, construction and support facilities, security and protection
facilities, and temporary erosion and sedimentation control measures.
2. Division 01 Section "Execution" for field engineering and surveying.
3. Division 01 Section "Construction Waste Management and Disposal".
4. Division 02 Section "Demolition" for demolition of buildings, structures,
and site improvements.
5. Division 02 Section "Selective Demolition" for partial demolition of
buildings or structures.
1.3 DEFINITIONS
A. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the
lack of organic matter and soil organisms.
B. Surface Soil: Soil that is present at the top layer of the existing soil profile at the
Project site. In undisturbed areas, the surface soil is typically topsoil; but in
disturbed areas such as urban environments, the surface soil can be subsoil.
OCTOBER 2023 Project # 19.00124 311000 — Page 1

C. Topsoil: Top layer of the soil profile consisting of existing native surface topsoil
or existing in -place surface soil and is the zone where plant roots grow.
D. Plant -Protection Zone: Area surrounding individual trees, groups of trees,
shrubs, or other vegetation to be protected during construction, as indicated on
Drawings or as designated by the Engineer.
E. Tree -Protection Zone: Area surrounding individual trees or groups of trees to
be protected during construction, as indicated on Drawings or as designated by
the Engineer.
F. Vegetation: Trees, shrubs, groundcovers, grass, and other plants.
1.4 MATERIAL OWNERSHIP
A. Except for stripped topsoil and other materials indicated to be stockpiled or
otherwise remain Owner's property, cleared materials shall become
Contractor's property and shall be removed from Project site.
B. Timber, steel and other merchantable materials removed incidental to clearing
and grubbing shall remain the property of the Owner unless otherwise directed.
1.5 SUBMITTALS
A. Existing Conditions: Documentation of existing trees and plantings, adjoining
construction, and site improvements that establishes preconstruction conditions
that might be misconstrued as damage caused by site clearing.
1. Use sufficiently detailed photographs or videotape.
2. Include plans and notations to indicate specific wounds and damage
conditions of each tree or other plants designated to remain.
B. Record Drawings: Identifying and accurately showing locations of capped
utilities and other subsurface structural, electrical, and mechanical conditions.
1.6 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during site -clearing 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.
OCTOBER 2023 Project # 19.00124 311000 — Page 2

B. Work on Adjoining Property: Work on adjoining property will be not permitted
without the written consent of the property owner and the Engineer. This shall
include, but not limited to temporary access to the Work, storage of materials
and any ground disturbing activities.
C. Salvable Improvements: Carefully remove items indicated to be salvaged and
store on Owner's premises.
D. Utility Locator Service: Notify appropriate utility locator services for area where
Project is located a minimum of 72 hours prior to commencing site clearing
activities.
E. Do not commence site clearing operations until temporary erosion and
sedimentation control and plant/tree protection measures are in place.
F. 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.
G. Do not direct vehicle or equipment exhaust towards protection zones.
H. Prohibit heat sources, flames, ignition sources, and smoking within or near
protection zones.
I. Soil Stripping, Handling, and Stockpiling: Perform only when the topsoil is dry
or slightly moist.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Satisfactory Soil Material: Requirements for satisfactory soil material are
specified in Division 31 Section "Earth Moving."
1. Obtain approved borrow soil material off -site when satisfactory soil
material is not available on -site.
OCTOBER 2023 Project # 19.00124 311000 — Page 3

PART 3 - EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance
during construction.
B. Locate and clearly identify trees, shrubs, and other vegetation to remain or to
be relocated. Wrap a 1-inch blue vinyl tie tape flag around each tree trunk at 54
inches above the ground.
C. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable
to Owner.
3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL
A. Provide temporary erosion and sedimentation control measures to prevent soil
erosion and discharge of soil -bearing water runoff or airborne dust to adjacent
properties and walkways, according to erosion and sedimentation control
Drawings and requirements of authorities having jurisdiction.
B. Verify that flows of water redirected from construction areas or generated by
construction activity do not enter or cross protection zones.
C. Inspect, maintain, and repair erosion and sedimentation control measures
during construction until permanent vegetation has been established.
D. Upon the establishment of permanent vegetative covers, remove erosion and
sedimentation controls and restore and stabilize areas disturbed during
removal.
3.3 TREE AND PLANT PROTECTION
A. General: Protect trees and plants remaining on -site (including root structure) to
avoid injury.
B. Enclose the trunks of trees which are to remain adjacent to the work with
substantial wooden boxes of such height as may be necessary to protect them
from piled material, equipment or equipment operation. Use excavating
machinery and cranes of suitable type and operate the equipment with care to
prevent injury to remaining tree trunks, roots, branches and limbs.
C. Do not cut branches, limbs, and roots except by permission of the Engineer.
Cut smoothly and neatly without splitting or crushing. In case of cutting or
OCTOBER 2023 Project # 19.00124 311000 — Page 4

unavoidable injury to branches, limbs, and trunks of trees, neatly trim the cut or
injured portions and cover with an application of grafting wax and tree healing
paint as directed.
D. Protect by suitable means all cultivated hedges, shrubs and plants that might be
injured by the Contractor's operations. Promptly heel in any such trees or
shrubbery necessary to be removed and replanted. Perform heeling in and
replanting under the direction of a licensed and experienced nurseryman.
Replant in their original position all removed shrubbery and trees after
construction operations have been substantially completed and care for until
growth is reestablished.
E. Replace cultivated hedges, shrubs, and plants injured to such a degree as to
affect their growth or diminish their beauty or usefulness, by items of kind and
quality at least equal to the kind and quality existing at the start of the work.
3.4 EXISTING UTILITIES
A. Locate, identify, and disconnect utilities indicated to be removed or abandoned
in place.
B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied
by Owner or others unless permitted under the following conditions and then
only after arranging to provide temporary utility services according to
requirements indicated:
1. Notify Engineer not less than three (3) days in advance of proposed utility
interruptions.
2. Do not proceed with utility interruptions without Engineer's written
permission.
C. Excavate for and remove underground utilities indicated to be removed.
3.5 CLEARING AND GRUBBING
A. Clearing and grubbing shall consist of the removal and satisfactory disposal of
all trees, brush, stumps, logs, grass, weeds, roots, decayed vegetable matter,
posts, fences, stubs, rubbish and all other objectionable matter resting on or
protruding through the original ground surface and occurring within the
construction limits or right of way of any excavation, borrow area, or
embankment.
B. Remove obstructions, trees, shrubs, and other vegetation to permit installation
of new construction.
OCTOBER 2023 Project # 19.00124 311000 — Page 5

1. Do not remove trees, shrubs, and other vegetation indicated to remain or
to be relocated.
2. Grind down stumps and remove roots, obstructions, and debris to a depth
of 18 inches below exposed subgrade.
3. Use only hand methods for grubbing within protection zones.
4. Chip removed tree branches and stockpile in approved areas, if approved
by Engineer, or dispose of off -site.
C. The work of clearing shall only be performed within the limits established by the
plans, specifications, or the Engineer.
D. Clearing shall consist of the felling and cutting up, or the trimming of, trees and
the satisfactory disposal of the trees and other vegetation together with the
down timber, snags, brush and rubbish occurring within the areas to be cleared.
Trees and other vegetation, except such individual trees, groups of trees, and
vegetation, as may be indicated on the plans to be left standing, and all stumps,
roots and brush in the areas to be cleared shall be cut off 6 inches above the
original ground surface.
E. Individual trees and groups of trees designated to be left standing within cleared
areas shall be trimmed of all branches to such heights and in such manner as
may be necessary to prevent interference with construction operations. All
limbs and branches required to be trimmed shall be neatly cut close to the
whole of the tree or to main branches, and the cuts thus made shall be painted
with an approved tree wound paint. Individual trees, groups of trees, and other
vegetation, to be left standing shall be thoroughly protected from damage
incident to construction operations by the erection of barriers or by such other
means as the circumstances require.
F. The Engineer will designate all areas of growth or individual trees which are to
be preserved due to their desirability for landscape or erosion control purposes.
When the trees to be preserved are located within the construction limits, they
will be shown on the plans or designated by the Engineer.
G. Clearing operations shall be conducted so as to prevent damage by falling trees
to trees left standing, to existing structures and installations, and to those under
construction, and so as to provide for the safety of employees and others.
When such damages occur, all damaged areas shall be repaired, removed or
otherwise resolved utilizing generally accepted practices at the Contractor's
expense.
H. Grubbing shall consist of the removal and disposal of all stumps, roots and
matted roots from all cleared areas, except as herein specified.
I. In embankment areas, when the depth of embankment exceeds 42 inches in
height sound stumps shall be cut off not more than 6 inches above the existing
OCTOBER 2023 Project # 19.00124 311000 — Page 6

ground level and not grubbed. Unsound or decayed stumps shall be removed to
a depth of approximately 2 feet below the natural ground surface.
J. Fill depressions caused by clearing and grubbing operations with satisfactory
soil material unless further excavation or earthwork is indicated.
1. Place fill material in horizontal layers not exceeding a loose depth of 8
inches and compact each layer to a density equal to adjacent original
ground.
K. Clearing and grubbing operations shall be completed sufficiently in advance of
grading operations as may be necessary to prevent any of the debris from the
clearing and grubbing operations from interfering with the excavation or
embankment operations. All work under this section shall be performed in a
manner which will cause minimum soil erosion. The Contractor shall perform
such erosion control work, temporary or permanent, as may be directed by the
Engineer in order to satisfactorily minimize erosion resulting from clearing and
grubbing operations.
3.6 TOPSOIL STRIPPING
A. Remove sod and grass before stripping topsoil.
B. Strip topsoil to a depth of 6 inches in a manner to prevent intermingling with
underlying subsoil or other waste materials.
1. Remove subsoil and non -soil materials from topsoil, including clay lumps,
gravel, and other objects more than 2 inches in diameter; trash, debris,
weeds, roots, and other waste materials.
C. Stockpile topsoil away from edge of excavations without intermixing with
subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent
windblown dust and erosion by water.
1. Limit height of topsoil stockpiles to 72 inches.
2. Do not stockpile topsoil within protection zones.
3. Dispose of surplus topsoil. Surplus topsoil is that which exceeds quantity
indicated to be stockpiled or reused.
4. Stockpile surplus topsoil to allow for respreading deeper topsoil.
3.7 SITE IMPROVEMENTS
A. Remove existing above and below -grade improvements as indicated and
necessary to facilitate new construction.
B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.
OCTOBER 2023 Project # 19.00124 311000 — Page 7

1. Unless existing, full -depth joints coincide with line of demolition, neatly
saw -cut along the line of existing pavement to remain before removing
adjacent existing pavement. Saw -cut faces vertically.
2. Paint cut ends of steel reinforcement in concrete to remain with two coats
of antirust coating, following coating manufacturer's written instructions.
Keep paint off surfaces that will remain exposed.
C. If items are shown on the plans to be fully or partially removed and replaced,
those existing improvements shall be carefully disassembled and/or removed
as necessary to permit construction, safely stored by the Contractor to prevent
harm to the materials, then following construction, reassembled in the original
location in a manner that matches the assembly prior to its removal.
3.8 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Timber, steel and other merchantable goods and materials removed incidental
to clearing and grubbing shall remain the property of individual property owners.
unless otherwise directed.
B. Remove surplus soil material, unsuitable topsoil, obstructions, demolished
materials, and waste materials including trash and debris, and legally dispose of
them off site.
C. Separate recyclable materials produced during site clearing from other non -
recyclable materials. Store or stockpile without intermixing with other materials
and transport them to recycling facilities. Do not interfere with other Project
work.
D. All combustible matter shall be deposited at locations approved by authorities
having jurisdiction. Combustible matter may be burned (with written approval of
authorities having jurisdiction) or may be disposed of as stated above.
E. Debris shall not be burned unless written permission or permit is issued by the
Fire Marshall or other entity having jurisdiction. The Contractor shall adhere to
all limitations and conditions set forth in the permit.
F. Burning shall be done at such time and in such a manner as to prevent fire from
spreading and to prevent any damage to adjacent cover and shall further be
subject to all requirements of agencies having jurisdiction pertaining to the
burning. Disposal by burning shall be kept under constant attendance until all
fires have burned out or have been extinguished.
END OF SECTION 311000
OCTOBER 2023 Project # 19.00124 311000 — Page 8

SECTION 312000 EARTH MOVING
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.
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
I 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 green
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 Only)
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 Systems Only)
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

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
1913
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
1 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.
E. 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
Depth (Feet)
Manhole Diameter Inches
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

Sanitary Sewer Flowrate Calculation
Source Classification
Units
GPD/unit1
GPD
Septic Tank 1
Employees (per shift)
13
25
325
Houses (3-bedroom)
3
360
1080
Education Building (# of students)
251
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