NC0004464_Authorization to Construct_20181128

Odom
Engineeringpuc
November 28, 2018
NCDEQ— DWR
512 N. Salisbury St. 8th Floor
Raleigh, NC 27604
Subject: Application for Authorization to Construct Permit
Woodland Mills WWTP
Facility NPDES #: NC0004464
To Whom It May Concern:
169 Oak Street • Forest City, NC 28043
office 828.247.4495 • fax [phone]
Enclosed with this letter is our application submittal for an Authorization to Construct permit for the
Woodland Mills Wastewater Treatment Plant project.
The proposed project shall modify the existing facility by installing an inground precast concrete tank
(divided into two sections), and related equipment to provide a 5,000-gallon flow equalization basin and
a 4,000-gallon aerated sludge holding basin for the existing wastewater treatment plant.
The nature of this project requires minimal construction activities; therefore, we estimate 20 days for
project completion. The work components include excavation, installation, and connection of the new
equipment, and accommodations to the existing roof structure and fencing.
Enclosed with this letter are the following items:
■ Authorization to Construct permit application
■ NPDES Permit
■ Sealed Engineering Plans
■ Sealed Specifications
■ Construction Sequence (Sheet 5 of plans)
■ Sealed Engineering Calculations
If you have any questions or need additional information, please contact me.
Sincerely,
a a t--
David Odom, P.E.

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete. Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T .0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H. 01001, 15A NCAC 02T, North Carolina General Statute
133-31 North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information, visit the Division of Water Resources web site at: http://portal.ncdenr.org/web/wq/swp/ps/`npdes.
J. In addition to this Authorization to Construct, the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources (for example: reclaimed water facilities permits; Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name
Polk County
Signature authority's name per 15A NCAC 02T .0106(b)
Marche Pittman
Signature authority's title
County Manager
Complete mailing address
P.O. Box 308, Columbus, NC 28722
Telephone number
828-894-3301
Email address
[e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name
David Odom
Professional Engineer's title
Professional Engineer
North Carolina Professional Engineer's License No.
21130
Firm name
Odom Engineering, PLLC
Firm License number
P-0880
Complete mailing address
169 Oak Street, Forest City, NC 28043
Telephone number
828-247-4495
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Email address [e-mail]
C. NPDES PERMIT
NPDES Permit number
NC0004464
Current Permitted flow (MGD) — include permit
0.015 MGD
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project: The proposed project shall modify the existing Polk County Middle School wastewater
treatment plant facility to install a 5,000 Gallon Flow Equalization Basin and a 4,000 Gallon Aerated Sludge Holding Basin.
SECTION 3: APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A. Cover Letter
® The letter must include a request for the Authorization to Construct; the facility NPDES Number; a brief project description
that indicates whether the project is a new facility, facility modification, treatment process modification, or facility expansion;
the construction timeline; and a list of all items and attachments included in the application package.
® If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design, the letter must include an itemized list of the requirements that are not met.
B. NPDES Permit
® Submit Part I of the Final NPDES permit for this facility that includes Part A (Effluent Limitations and Monitoring Requirements)
for the monthly average flow limit that corresponds to the work that is requested for this project.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
® Not Applicable.
E. Engineering Plans
® Per 15A NCAC 02T .0504(c)(1), submit one set of detailed plans that have been signed, sealed and dated by a North Carolina
Licensed Professional Engineer.
® Per 21 NCAC 56 .1103(a)(6), the name, address and License number of the Licensee's firm shall be included on each sheet of
the engineering drawings.
® Plans must be labeled as follows: FINAL DRAWING — FOR REVIEW PURPOSES ONLY— NOT RELEASED FOR CONSTRUCTION.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 2

State of North Carolina
;" Department of Environmental Quality , a
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration
equipment and disinfection equipment. Is this requirement met by the design? ® Yes or ❑ No. If no, provide an
explanation:
Plans shall include:
® Plans for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate):
® Civil ❑ Not Applicable
❑ Process Mechanical ® Not Applicable
❑ Structural ® Not Applicable
❑ Electrical ® Not Applicable
❑ Instrumentation/Controls ® Not Applicable
❑ Architectural ® Not Applicable
❑ Building Mechanical ® Not Applicable
❑ Building Plumbing ® Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping, valves, and equipment (pumps,
blowers, mixers, diffusers, etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility? ❑ Yes or ® No. If yes, provide
a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment
unit for two flow conditions: (1) the NPDES permitted flow with all trains in service and (2) the peak hourly flow with one
treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
® Yes or ❑ No. If yes, provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return, wasting, and chemical feed, with the location of all monitoring and control instruments noted.
F. ® Engineering Specifications
® Per 15A NCAC 02T .0504(c)(2), submit one set of specifications that have been signed, sealed and dated by a North Carolina
Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
Specifications shall include:
® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as
appropriate):
® Civil ❑ Not Applicable
❑ Process Mechanical ® Not Applicable
❑ Structural ® Not Applicable
❑ Electrical ® Not Applicable
❑ Instrumentation/Controls ® Not Applicable
❑ Architectural ® Not Applicable
❑ Building Mechanical ® Not Applicable
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 3

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
❑ Building Plumbing ® Not Applicable
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers, etc.), and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines, and performance testing requirements for equipment.
❑ Bid Form for publicly bid projects. N/A
G. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the State.
The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the
Construction Sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both: Sheet 5 of plans
H. Engineering Calculations
® Per 15A NCAC 02T .0504(c)(3), submit one set of engineering calculations that have been signed, sealed and dated by a North
Carolina Licensed Professional Engineer; the seal, signature and date shall be placed on the cover sheet of the calculations.
For new or expanding facilities and for treatment process modifications that are included in Section 4.C, the calculations shall
include at a minimum:
❑ Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
❑ Influent pollutant loading demonstrating how the design influent characteristics in Section 4.13.2 of this form were
determined.
❑ Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form
were determined.
❑ Hydraulic loading for each treatment unit.
❑ Sizing criteria for each treatment unit and associated equipment (blowers, mixers, pumps, etc.)
❑ Total dynamic head (TDH) calculations and system curve analysis for each pump specified that is included in Section 4.C.6.
® Buoyancy calculations for all below grade structures.
❑ Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
I. Permits
® Provide the following information for each permit and/or certification required for this project:
Permit/Certification
Not
Applicable
Date
Submitted
Date
Approved
Permit/
Certification
Number
If Not Issued Provide
Status and Expected
Issuance Date
Dam Safety
x
Soil Erosion and Sediment Control
x
USCOE / Section 404 Permit
x
Water Quality Certification (401)
x
USCOE / Section 10
x
Stormwater Management Plan
x
CAMA
x
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 4

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
NCDOT Encroachment Agreement x
Railroad Encroachment Agreement x
Other:
J. Residuals Management Plan
❑ For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge
processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504(1) and .0508; the Plan
must include:
❑ A detailed explanation as to how the generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil, grease, grit or screenings removal and collection is a designated unit process, a detailed explanation as to how the
oil/grease will be collected, handled, processed, stored and disposed.
® Not Applicable.
SECTION 4: PROJECT INFORMATION
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 5

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES
1. Provide the following flow information:
Plant Flows
Existing Plant Design
0.015 MGD
Current NPDES Permit Limit
0.015 MGD
Current Annual Average
(past 12 months)
0.001544 MGD
For Past 12 Months:
Start Date: 9/17
End Date: 9/18
For Past 24 Months:
Start Date: 9/16
End Date:9/18
Maximum Month
0.00269 MGD
0.00357 MGD
Maximum Day
0.012 MGD
0.012 MGD
Peak Hour
0.030 MGD
0.030 MGD
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 6

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES AND
FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-31 North Carolina
General Statute 143-215.11 and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities been met by the proposed design and specifications? ❑ Yes or ❑ No. If no, provide justification as to why the
requirements are not met, consistent with 15A NCAC 02T .0105(n):
2. Provide the design influent and effluent characteristics that are used as the basis for the project design, and the NPDES
permit limits for the following parameters:
Project Basis of Design
Design Influent
Design Influent
Influent
Concentration
Load
Concentration -
(Must be
(Must be
Current Annual
supported by
supported by
Design Effluent
Average (past
Engineering
Engineering
Concentration and/or
NPDES Permit Limits
12 months) if
Calculations
Calculations
Load
(monthly average)
Parameter
Available
[Section 3.H])
[Section 3.H])
Ammonia Nitrogen
UNK mg/L Summer
12.0 mg/L Summer
(NH3-N)
N/A mg/L
UNK mg/L
UNK lb/day
UNK mg/L Winter
33.0 mg/L Winter
Biochemical
UNK mg/L Summer
30.0 mg/L Summer
Oxygen Demand
590.609 mg/L
UNK mg/L
UNK lb/day
(BOD5)
UNK mg/L Winter
30.0 mg/L Winter
Fecal Coliform
UNK
UNK
UNK
UNK per 100 mL
200 per 100 mL
Nitrate + Nitrite
Nitrogen (NO3-N +
UNK
UNK
UNK
UNK mg/L
UNK mg/L
NOz-N)
Total Kjeldahl
N/A mg/L
UNK
UNK
UNK
UNK
Nitrogen
UNK mg/L
UNK mg/L
Total Nitrogen
UNK
UNK
UNK
UNK lb/year
UNK lb/year
N/A mg/L
UNK mg/L
Total Phosphorus
N/A mg/L
N/A mg/L
N/A lb/day
N/A lb/year
N/A lb/year
Total Suspended
1046.245 mg/L
UNK mg/L
UNK lb/day
UNK mg/L
30.0 mg/L
Solids (TSS)
3. Based on the "Project Basis of Design" parameters listed above, will the proposed design allow the treatment facility to
meet the NPDES Permit Limits listed above? ® Yes or ❑ No. If no, describe how and why the Permit Limits will not be
met:
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 7

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
4. Per 15A NCAC 02T .0505(i), by-pass and overflow lines are prohibited. Is this condition met by the design? ❑ Yes or ❑ No
If no, describe the treatment units bypassed, why this is necessary, and where the bypass discharges:
5. Per 15A NCAC 02T .0505(k), multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design? ❑ Yes or ❑ No. If no, provide an explanation:
6. Per 15A NCAC 02T .0505(I), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions, or dual power supply shall be provided
per 15A NCAC 02H. 0124(2)(a). Is this condition met by the design? ❑ Yes or ❑ No. If no, provide (as an attachment
to this Application) written 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, and
➢ Has sufficient storage capacity that no potential for overflow exists, and
➢ Can tolerate septic wastewater due to prolonged detention.
Per 15A NCAC 02T .0505(0), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ❑ Yes or ❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
8. Per 15A NCAC 02T .0505(gi the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement:
9. Is the treatment facility located within the 100-year flood plain? ❑ Yes or ❑ No. If yes, describe how the facility is
protected from the 100-year flood:
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION —COMPLETE FOR NEW OR
EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Manual Bar Screen
MGD at peak hourly flow
Mechanical Bar
MGD at peak hourly flow
Screen
Grit Removal
MGD at peak hourly flow
Flow Equalization
1
--
5,000 gallons
4,5
N/A
No
Primary Clarifier
Circular
ft diameter; ft side
water depth
Primary Clarifier
Rectangular
square feet; ft side
water depth
Other
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 8

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical processes to remove
organics and nutrients)
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Aerobic Zones/
gallons
Tanks
Anoxic Zones/
gallons
Tanks
Anaerobic
gallons
Zones/Tanks
Sequencing Batch
--
gallons
Reactor (SBR)
Membrane
--
gallons
Bioreactor (MBR)
Secondary Clarifier
Circular
ft diameter; ft
side water depth
Secondary Clarifier
Rectangular
square feet; ft
side water depth
Other
3. TERTIARY TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Tertiary Clarifier
Circular
ft diameter; ft
side water depth
Tertiary Clarifier
Rectangular
square feet; ft
side water depth
Tertiary Filter
square feet
Tertiary Membrane
square feet
Filtration
Post -Treatment
--
gallons
Flow Equalization
Post -Aeration
gallons
Other
4. DISINFECTION
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
gal/day per bank at
Ultraviolet Light
(Parallel;
peak hourly flow;
in series)
number of banks;
number of lamps/bank
Chlorination
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 9

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Dechlorination
(Gas;
gallons of contact
tablet; liquid)
tank/unit
S. RESIDUALS TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Gravity Thickening
1
Aerated Basin
60 square feet; 12.3 ft side
4
N/A
No
Tank
10.5 `water depth
Mechanical
Thickening/
dry lb/hour
Dewatering
Aerobic Digestion
gallons
Anaerobic
gallons
Digestion
Composting
dry lb/hour
Drying
dry lb/hour
Other
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Location
No. of
Pumps
purpose
Type
Capacity of
each pump
Plan Sheet
Reference
Specification
Reference
GPM
TDH
7. MIXERS
Location
No. of
Mixers
Purpose
Type
Power of
eac(hHMP ixer
plan Sheet
Reference
Specification
Reference
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 11

Water Resources
ENVIRONMENTAL QUALITY
8. BLOWERS
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Location
No. of
Blowers
Purpose
Type
Capacity of
each Blower
(CFM
Plan Sheet
Reference
Specification
Reference
9. ODOR CONTROL
Location
No. of
Units
Purpose
Type
Plan Sheet
Reference
Specification
Reference
D. SETBACKS —COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T .0506(b
are as follows:
Minimum Distance
Is Minimum Distance
Required from Nearest
Requirement met by the
Setback Parameter
Treatment/Storage
Design? If "No", identify
Unit
Setback Waivers in Item D.2
Below
Any habitable residence or place of assembly under separate
100 ft
® Yes
❑ No
ownership or not to be maintained as part of the project site
Any private or public water supply source
100 ft
® Yes
❑ No
Surface waters (streams — intermittent and perennial, perennial
50 ft
® Yes
❑ No
waterbodies, and wetlands)
Any well with exception of monitoring wells
100 ft
® Yes
❑ No
Any property line
50 ft
® Yes
❑ No
Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ❑ No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑ Yes or ❑ No. If
no, provide an explanation:
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 12

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, David Odom, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Woodland Mills Wastewater Treatment Plant
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent
with the information supplied in the engineering plans, specifications, calculations, and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100. 15A NCAC 02T, North Carolina
General Statute 133-3 North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design
Criteria for NPDES Wastewater Treatment Facilitiesand this Authorization to Construct Permit Application, except as
provided for and explained in Section 4.B.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that 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 with written signature placed over or adjacent to the seal and dated:
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Application for Authorization to Construct Permit (FORM ATC-12-14) Page 13

State of North Carolina
Department of Environmental Quality
K, I Ira Division of Water Resources
Water Resources
ENVINONMEN I AA OUALIIV APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T .0106(b):
I, Marche Pittman, County Manager, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Woodland Mills Wastewater Treatment Plant
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. 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 in
accordance with 15A NCAC 02T .0120(b), the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans, specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
I understand that 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 rti mxceed $10,000, as well as civil penalties up to $25,000 ppr violation.
Signature: / � '� Date: 1 �116
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
By U.S. Postal Service By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 14

CALCULATIONS
Woodland Mills Wastewater Treatment Plant
Owner: Polk County
FINAL CALCULATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION
October 19, 2018
Prepared by:
Odom
169 Oak Street •Forest City, NC 28043
Engineeringpuc office 828. 247.4495 • fax [phone]

ANTI-FLOATION CALCULATIONS
The following calculation is to determine the necessary concrete collar size required to offset the
buoyancy force of water displaced due to placing the concrete tank structure in the ground. The
calculations are based on the average value of concrete density of 150 pcf, water density at 62.4
pcf, and earth density at 120 pcf.
The concrete tank has outer dimensions of 9.0' Width x 17.0' Length x 12'-8" Depth, with 4"
thick walls, top and bottom. The divider wall is 6" thick. The tank top is to be set at 1'-0" feet
above grade.
Earth Displaced
Embedded tank volume
9' x 17' x 11.66' = 1784 cf
x 62.4 pcf = 111322 Lbs Up force
Tank Weight
Outer Volume - Inner Volume + Divider Volume
(9' x 17' x 12.66')-(8.33' x 16.33'xl2')+(8.33' x 12' x 0.50')
1937
cf
-1632
cf
49.98
cf
355
cf
x 150 pcf =
53250 Lbs Down force
Collar Weight
12" x 12" collar
{(IPx 19')-(9'xIT)} x 1.0'x 1.0'
56 cf
x 150 pcf = 8400 Lbs Down force
Earth on Collar
{(I P x 19') - (9'xl7')l x (11.66' - 1.0')
597 cf
x 120 pcf = 71635 Lbs Down force
Safety Factor
Down force / Up Force
(53,2509 + 8,400 # + 71,635 #)
111,322 #
133285 # = 1.2
111322 #
Therefore, a 12" x 12" concrete collar keyed at the base of the tank will result in a 1.2 factor of safety against
flotation. Tank will not float.

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-NOT RELEA5ED FOR CON5TRUCTION-
PLANS FOR
WOODLAND MILLS
WASTEWATER TREATMENT PLANT
fEQ/A5H MODIFICATION
FOLK COUNTY, N.C.
OWNER:
FOLK COUNTY
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CONTACT I N I=ORMATION :
ATTN: JUANITA JAME5
828-G74-8 1 7 1
JAME5 * JAME5 ENVIRONMENTAL MGMT.
ODOM ENGINEERING, PLLC
ATTN : DAVI D ODOM , FE
I G9 OAK 5T, FORE5T CITY, NC 26043
828-247-4495
LEGEND
UTILITY/STRUCTURE
SYMBOL/ LINE TYPE
PROP. DRAIN
EXIST. PROPERTY LINE
RIP RAP OUTLET PROTECTION
EXIST. MAJOR CONT.
750
EXIST. MINOR CONT.
PROP. HIGH CONTOUR
2150
PROP. LOW CONTOUR
2148
DENUDED LIMITS
SILT FENCE
TEMPORARY DITCH/BERM
PROP. INLET PROTECTION
SUPER SILT FENCE
DITCH / SLOPE MATTING
EXIST. WATER MAIN
PROPOSED WATER MAIN
EXIST. SEWER MAIN
PROPOSED SEWER MAIN
5hEET INDEX
TITLE
COVER
EX15TING CONDITIONS 2
EX15TING WWTP 3
PROF05ED LAYOUT 4
D ETA I L5 5
JOB NUMBER:
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CHORD DIST.: 110.44'
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SHEET:
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NOTE: ELEVATIONS BASED ON GPS READINGS 6-16-2017.
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JOB NUMBER:
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PROPOSED 9,000 GALLON PRECAST TANK
6V\1 X I7L X IZ'8" PEPTI
W i th dedicated Shp/ URAI 33 motor/ b I owE
RFG housing mounted on tank top. Sizec
holding and FEq. One Nema A RFG cc
ETM's, run I i ghts, t imer for
overload/starters. This panel mounted on tc
EXISTING 8" LINE IN FROM LIFT STATION
OUT LINE, CONNECT 8" PVC WITH WYE AND OLEANOUT FOR
TEMPORARY AND PERMANENT INFLOW LINES
PROPOSED 3" SUPERNATE OVERFLOW
PROPOSED PERMANENT INFLUENT
TEMPORARY CONNECTION — 8" PVC LINE TO AERf
POOLS ARC � 5� DEEP
OVERHANG
TREATMENT POOL
920912
BOUNDARY
-- - - BOOK E-814
1SED ADDITIONAL FENCE
S READINGS 6-16-2017.
JK, INSTALL
� DIRECT
D D SCHARDE
/C PPE & 6" CLEAN OU T
2' DECH LOR TEST TANK
d LOR N ATOR
ECHEOR TABLET FEEDER
5,000 GALLON FLOW EqUAL I ZAT I ON (FEQ) SAS I N SECT ION _ _ _ _ _ _ _ _ _
III V: I--) n / U,�
Oomp I et e with duplex f5a r nes 1/2-hp pumps mounted on CH LOR N AT ON TANK
base elbows with galvanized lift out rails and one EXTT N G 100 GAL
galvanized portable hoist_ One aluminum bar screen
(I/2 inch bar spacing) mounted at tank i n I et. BAR GRATE CHEOR. TANK 8c
Ga I van i zed a i r I i ne with ss diffusers. TABLET FEEDER 699 PVC PPE
PROPOSED PERMANENTS" PVC EMEF
PROPOSED PERMANENT 8" PVC FROM FEQ F
WATER:
987.20
ORIFICE CONTROL
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NOTES.
PROPO�5EP APB T ON �3 ARE EXTEN �5ON �5 AT f50TH &AA )LE
ENP5 Off EX -F NCB �5TRU6TURE- INTENT 6 TO REPL GATE
ANP TIE TO EX -7 NCB f=RAM NCB ANP R00f= NCB_
ALL ffRAM NCB MATERIAL TO f5E NO- Z C RAPE Pi D55 51JRE
TREATED - -
ROOff MATERIAL TO MAT6f i EX -F NC) MATERIAL -
TRAN�5UGENT GO RUOATEP POLY6ARf 5ONATE PANELS 1M Tf l
ALUMINUM OR �5TANLE5�5 RP&E GAP MAT6f i EX �5T NC)
i3OOff LINE- FASTEN A�5 PE6FIEP f5Y MANUffAGTURER
USN& EPPM WA5f IEREP ffA�5TENER5 IN PREPR LLEP f VLD5
2 x 4 TOP PLATE
2 x 10 HEADS
FRAMING DETAIL
4 x 4
N.T.S.
?xGJOIST @ IG"O.0
x 4 TOP PLATE
x 10 HEADER
(8) 1 Gd
NG NAILS
POLE AND HEADER
CONNECTION
N.T.S.
POST
CORUGATED POLYCA
1
I x 4 PURLINS @
PinrF �np
FRAMING DETAIL
N.T.S.
7-VIC'TINI(-` ICI III rIINIf-"' 7)n/1F-I INII-
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x 6 @
3'-G"
MIN.
III II
III -II
111 11
AFTER POLE PLACEMENT
BACKPILL AND TAMP TO FINISH GRADE
I
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I I
2 PARTIALLY DRIVEN (I Gd)
------------------------------------------------------ - _-________-__ --------------------------------------------------------
-
1twi(lil
STAINLESS STEEL NAILS ON EA. SIDE
III -I
°FP°STEEL°wC°NCRETE
SOUTH BUILDING
NORTH BUILDING
-
a
IN. G" DEPTH SAKKETE PER HOLE
s"MIN.
EXTENSION
EXISTING STRUCTURE
EXTENSION
IC"'0
FOOTPRINT APPROX.
BUILDING FOORPRINT APPROX. 43.7'L X 13.0'W
FOOTPRINT APPROX.
23.9'L X 13.0'W
14.61 X 13.0'W
POLE FOOTING
PLAN V I E1M
N.T.S.
II_51
BOUT i ELEVAT I ON
„_5,
— 2.0
2.0
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„_5,
16" O.C.
PROPOSED NEW
ZZ FENCE LINE
JOB NUMBER:
18152
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UNDER THE LAWS OF THE
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AS SIGNIFIED BY MY HAND
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„GALV.
STD. PIPE
,.DRAI
,
Typ
APPROXIMATE LOCATION OF SUPERNATE ORIFICE
APPROXIMATE LOCATION OF SYSTEM INLET
APPROXIMATE PLACEMENT OF AERATOR PU
GALVANIZED GRIP STRUT GRATIN
APPROXIMATE PLACMENT OF PUMPS
AND FORWARD CONTROL BOX
APPROXIMATE LOCATION OF EMERGENCY OVERFLOW OUTLET
APPROX. EXISTING GROUND
ELEVATION 988'
12" x 12" ANTI FLOTATION
CONCRETE COLLAR
POURED IN PLACE
6" DEPTH LEVELING STONE
2,000 PSF EARTHEN FOUNDATION
APPROXIMATE LOCATION OF AERATED SLUDGE INLET ----
FLOW EQUALIZATION (FEQ) & AERATED SLUDGE HOLDING (ASHI
TANK DETAIL
(PLAN VIEW)
SCALE: N.T.S.
0.3
F=- --------------------- T 1 ------------ -
I � � 0.5
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I I I I
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CHAIN LINK GATE DETAIL
SCALE: N.T.S.
TO 1�)E PROVIDED 1�?Y TANK SYSTEM CONTRACTOR_
CONSTRUCTION SEQUENCE:
1. OBTAIN ALL PERMITS.
2. HOLD PRE -CONSTRUCTION MEETING.
3. INSTALL SEDIMENT AND EROSION CONTROL MEASURES, IF REQUIRED.
4. REMOVE FENCE LINE & CLEAR AREA AS NECESSARY FOR EXCAVATION AND CRANE
ACCESS.
5. INSTALL TEMPORARY INLET LINE FROM LIFT STATION LINE TO AERATOR INLET. PACKAGE
PLANT SHALL REMAIN IN OPERATION WHILE EXISTING MANHOLE IS REMOVED AND
FEQ/ASH SYSTEM IS INSTALLED.
6. EXCAVATE AND PREPARE FOR TANK SYSTEM INSTALLATION.
7. TANK SYSTEM CONTRACTOR TO INSTALL FEQ/ASH SYSTEM.
8. POUR CONCRETE BALLAST COLLAR AND BACKFILL TANKS
9. UPON COMPLETION OF FEQ/ASH SYSTEM, CONTRACTOR SHALL TIE IN TO EXISTING WWTP,
INCLUDING BUT NOT LIMITED TO INSTALL INTRA TANK PIPING OF FORWARD FLOW AND
RAS/WAS PIPING. COMPLETE ELECTRICAL WORK. FENCING, ROOF EXTENSIONS AND SITE
CLEANUP.
A) One precast concrete tank to be sp I i t i nto 5,000 go I I on (at 10'6WD) f I ow
equa I i zat i on(FEq) and 4,000 go I I on(at 10'6WD) aerated s I udge ho I d i ng(ASH). FEI?i nc I udes
duplex Barnes 1/hp pumps mounted on base elbows with galvanized lift out rails and
one galvanized portable hoist. One aluminum bar screen (1/ inch bar spacing) mounted
at tank inlet. Oalvanized airline with 66 diffusers. One aluminum forward flow
controltwo outlet.
Supernatant removal from ASH to be via gravity overflow to new FEq.
1�)) One dedicated Shp/ URAI 33 motor/ blower assembly in an RFC housing mounted on
tank top. 6 i zed for both s I udge ho I d i ng and FEq. One Nema 4X RFC cont ro I pane I w i t h
ETM's, run I i ghts, t imer for b I ower, HOA's and over I oad/starters. Th i s pane I mounted on
tank top at blower and pumps.
Items common to above
1) All intra tank piping of forward flow and RAS/WAS piping is by others.
2) All tank top access grating to be galvanized grip strut grating.
3) All electrical by others. Tank system supplied equipment based on 230 volt
single phase
4) All tanks/basins and equipment is delivered, set and sealed in customers
prepared excavation with Tank system contractor supplied crane. Crane and delivery
must have access to others excavation. Customer must supply 2,000 psf
earthen foundation with (o(� of leveling stone (by others) for concrete tanks to sit
o n.
5) 0 and M manuals and one day startup service -
(a) One year parts and workmanship warranty.
7) Equipment costs predicated on 230 volt single phase electric.
Items not included by Tank system contractor nor limited to: excavation, dewatering,
backfiII, stone, ballast concrete, all electrical work, ingress/egress to jobsite,
waterlines, permits, painting, permits, layout/surveying and fencing.
0.3
12.67
FLOW EQUALIZATION (FEQ) & AERATED SLUDGE HOLDING (ASHI
TANK DETAIL
(SECTION VIEWS)
SCALE: N.T.S.
PRECAST CONCRETE TANK BOTTOM SECTION
3 1/2" X 1 1/2" TAPERED KEYWAY
POURED -IN -PLACE 3000 PSI CONCRETE BALLAST
AROUND PERIMETER OF TANK (BY CONTRACTOR)
Z
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12" MIN.
CONCRETE TANK ANTI -FLOATATION
BALLAST DETAIL
DRAWN BY: ADM SCALE:1 1/2"=1'-O" DRAWING NO.:
DATE: 10/18/94 IRIFV: BALLAST
THIS DRAWING IS THE PROPERTY MACH RIES, INC.. AND OR THE TECHNOLOGY
CONTAINED HEREIN MAY NOT REPRODUCED
PRODUCEDED NOR USED EXCEPT
MACK INDUSTRIES, INC.
AS
AS ORIGINALLY INTENDED
WITHOUT THE EXPRESSED CONSENT OF MACK INDUSTRIES, INC.
201 COLUMBIA ROAD, VALLEY CITY, OHIO 44280 [phone]
4 1/2" CIA HOLES WITH HANDLE
3" COMPRESSION BULKHEAD FITTING
3'-0"' HINGED LID
FIXED PLATE 5" 2'-2" 5" OUTLET PLATE
EXCESS RETURN PLATE 6" DIA HOLE IN BOTTOM STOP CHAIN
6" DIA X 4" LONG
AL HASP (ONLY
ALUM PIPE (TYP.) III"'
- IF REQ'D)
C"iM
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ALUM. HINGES
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SLOT (TYP.)
PLAN VIEW SECTION A -A
2'-YT6
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9/16" DIA HOLES OUTLET I�WEIR
0 1" X 1" NOTCHPLATE
f
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Tr 9/16" X 6" SLOT
7'• 7" I I 2'-3" I— 14" EXCESS RETURN PLATE
NOTES: OUTLET PLATE FIXED PLATE
DOUBLE OUTLET FLOW CONTROL BOX
1. 1/4" 5052-H32 ALUMINUM PLATE
2. ALL WELDS TO BE WATERTIGHT FLOW RATES
FLOW TO PLANT A/B -
DRAWN BY: CJ SCALE:1/2" = 1'-0" DRAWING NO.:
ONE PUMP DISCHARGE
-
EXCESS RETURN TO BASIN — DATE: 2/2/07 1 REV: G-2B
HEAD AT OUTLET WEIR - MACK INDUSTRIES, INC.
HEAD AT EXCESS WEIR .1 COLUMBIA ROAD. VALLEY C., OIIIO 44280 [phone]
A A 8 C VOLUME PER
(1'-0" INCREMENTS) VERTICAL FOOT
- - - - - - - - - 17 -0" 9'-0" 6'-8" TO 12'-8" 1,017 GALLONS..
I 15'-8" 7'-0" 6'-8" TO 10'-8" 710 GALLONS
12'-8" 7'-O" 6'-8" TO 10'-8" 568 GALLONS
I � I
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TOP VIEW TANK OPENINGS COVERED WITH GALVANIZED
GRIP STRUT GRATING
CONCRETE SPREADER BARS
c CONSTRUCTION JOINTS SEALED WATERTIGHT
NOTES:
1. PRECAST CONCRETE TO HAVE A COMPRESSIVE
STRENGTH OF 51000 PSI AT 28 DAYS.
4"
TYPICAL TANK SIZES
SECTION VIEW DRAWN BY: ADM SCALE: NTS- DRAWING N0.
DATE: 3/1/02 j REV: TYPTANK
MACK INDUSTRIES, INC.
201 COLUMBIA ROAD, VALLEY CITY, CHIO 44280 [phone]
JOB NUMBER:
18152
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I HEREBY CERTIFY THAT THIS
PLAN AND SPECIFICATION
WAS PREPARED BY ME OR
UNDER MY DIRECT
SUPERVISION AND THAT I AM
A DULY REGISTERED
ARCHITECT OR ENGINEER
UNDER THE LAWS OF THE
STATE OF NORTH CAROLINA
AS SIGNIFIED BY MY HAND
AND SEAL.
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SCALE: N.T.S.
DATE: 1 1/0 1/2018
DRAWN BY: FED
CHECKED BY: DWO
PROJECT MGR: DWO
SHEET:
6of: 6 A

SPECIFICATIONS
Woodland Mills Wastewater Treatment Plant
Owner: Polk County
FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION
October 19, 2018
Prepared by:
Odom
Engineering PLLc
169 Oak Street • Forest City, NC 28043
office 828.247.4495 • fax [phone]

TABLE OF CONTENTS
SPECIFICATIONS
Section 02110------------------------------------------------Site
Clearing
Section 02205 -------------------------------------------------
Soil Materials
Section 02207.................................................
Aggregate Materials
Section 02211.................................................
Rough Grading
Section 02222.................................................
Excavating
Section 02223.................................................
Backfilling
Section 02225.................................................
Trenching
Section 02229 ------------------------------------------------
Rock Removal
Section 02231________________________________________________Aggregate
Base Course
Section 02275------------------------------------------------Riprap
Section 02520 .....................................................Portland
Cement Concrete Paving
Section 02667.....................................................Site
Waterlines
Section 02732.....................................................Site
Sanitary Sewerage System
Section 02923------------------------------------------------
Landscape Grading
Section 02936............................................... -Seeding
Barnes 3SEV 0.5 1.0 hp......................................Duplex
Pumps

SECTION 02110
SITE CLEARING
PART1 GENERAL
1.1 SECTION INCLUDES
A. Removal of surface debris.
B. Removal of paving, curbs, and structures
C. Removal of trees, shrubs, and other plant life.
D. Removal of underground storage tanks.
E. Topsoil excavation.
1.2 RELATED SECTIONS
A. Section 02211 - Rough Grading.
B. Section 02229 - Rock Removal.
1.3 REGULATORY REQUIREMENTS
A. Conform to Polk County, North Carolina; Department of Transportation; local
fire department; and any other applicable codes for environmental requirements,
disposal of debris, burning debris on site, and use of herbicides.
B. Coordinate clearing Work with applicable utility companies.
PART 2 PRODUCTS
2.1 MATERIALS
A. Herbicide: as indicated on plans.
PART 3 EXECUTION
3.1 PREPARATION
A. Verify that existing plant life designated to remain is tagged or identified.
B. Identify a waste area for placing removed materials.
02110 - 1 Specifications

3.2 PROTECTION
A. Locate, identify, and protect utilities that remain from damage.
B. Protect trees, plant growth, and features designated to remain as final landscaping.
C. Protect bench marks, and survey control points, and existing remaining structures
from damage or displacement.
3.3 CLEARING
A. Clear areas required for access to site and execution of Work.
B. Remove trees and shrubs as indicated on plans. Remove stumps and root systems
to an adequate depth. Remove surface rocks and other debris.
C. Clear undergrowth and deadwood, without disturbing subsoil.
D. Apply herbicide to remaining stumps to inhibit growth.
3.4 REMOVAL
A. Remove debris, rock, and extracted plant life from site.
B. Remove demolished pavement and curb and other debris from site.
C. Excavate and remove underground storage tanks, restraining straps, associated
plumbing, and other debris.
3.5 TOPSOIL EXCAVATION
A. Excavate topsoil from marked areas in accordance with the plans without mixing
with foreign materials.
B. Do not excavate wet topsoil.
C. Stockpile in area designated on the plans to depth not exceeding 8 feet and protect
from erosion.
D. Remove topsoil not intended for reuse from site to an appropriate and permitted
site.
END OF SECTION
02110 - 2 Specifications

SECTION 02205
SOIL MATERIALS
PART1
GENERAL
1.1
SECTION INCLUDES
A.
Subsoil materials.
B.
Topsoil materials.
1.2
RELATED
SECTIONS
A.
Section 02207 - Aggregate Materials.
B.
Section 02223 - Backfilling.
C.
Section 02225 - Trenching.
D.
Section 02275 - Riprap.
E.
Section 02936 - Seeding.
1.3
QUALITY ASSURANCE
A.
Perform work in accordance with all references, County requirements, and
applicable state agency requirements.
1.4
REFERENCES
A.
ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb. Rammer and 18-inch Drop.
B.
ASTM D2487 - Classification of Soils for Engineering Purposes.
1.5
QUALITY ASSURANCE
A.
Perform Work in accordance with State of North Carolina, Polk County and the
NCDOT. Maintain one copy of all approved permits on site during construction.
02205 - 1 Specifications

PART2 PRODUCTS
2.1 SUBSOIL MATERIALS
A. Subsoil Type S1: Conforming to North Carolina Department of Transportation
requirements.
B. Subsoil Type S2:
1. Excavated and re -used material, imported borrow, or select or local
borrow.
2. Graded.
3. Free of lumps larger than 3 inches, rocks larger than 2 inches, and debris.
4. Relatively free of organic material.
5. Conforming to ASTM D2487 Group Symbol CL.
2.2 TOPSOIL MATERIALS
A. Topsoil Type S3: Conforming to North Carolina Department of Transportation
requirements.
B. Topsoil Type S4:
1. Excavated and reused material.
2. Graded.
3. Free of roots, rocks larger than '/2 inch, subsoil, debris, large weeds and
foreign matter.
4. Containing organic materials.
5. Conforming to ASTM D2487 Group Symbol OH.
C. Topsoil Type S5:
1. Imported borrow.
2. Friable loam.
3. Reasonably free of roots, rocks larger than 1/2 inch, subsoil, debris, large
weeds, and foreign matter.
4. Acidity range (pH) of 5.5 to 7.5.
5. Containing a minimum of 4 percent and a maximum of 25 percent
inorganic matter.
6. Conforming to ASTM D2487 Group Symbol PT.
2.3 SOURCE QUALITY CONTROL
A. Testing and Analysis of Topsoil Material: Perform in accordance with ASTM
D1557.
B. If tests indicate materials do not meet specified requirements, change material and
retest.
02205 - 2 Specifications

C. Provide materials of each type from same source throughout the Work.
PART 3 EXECUTION
3.1 SOIL REMOVAL
A. Excavate subsoil and topsoil from areas designated.
B. Remove lumped soil, boulders, and rock.
C. Either stockpile or removal soil as required by design plans.
D. Separate differing materials with dividers or stockpile apart to prevent mixing.
E. Prevent intermixing of soil types or contamination.
F. Direct surface water away from stockpile site to prevent erosion or deterioration
of materials.
3.2 STOCKPILE CLEANUP
A. As specified on design plans either direct surface water away from stockpile site
to prevent erosion or deterioration of materials or leave unused materials in a neat,
compact stockpile.
B. If a borrow area is indicated, leave area in a clean and neat condition. Grade site
surface to prevent freestanding surface water.
END OF SECTION
02205 - 3 Specifications

SECTION 02207
AGGREGATE MATERIALS
PART1 GENERAL
1.1 SECTION INCLUDES
A. Aggregate materials.
1.2 RELATED SECTIONS
A. Geotechnical Report (if provided); bore hole locations and findings of subsurface
materials.
B. Section 02205 - Soil Materials.
C. Section 02225 - Trenching.
D. Section 02275 - Riprap.
E. Section 02732 - Site Sanitary Sewerage Systems.
1.3 REFERENCES
A. AASHTO - M147 - Materials for Aggregate and Soil -Aggregate.
B. ASTM C136 - Method for Sieve Analysis of Fine and Coarse Aggregates.
C. ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb. Rammer and 18 inch Drop.
D. ASTM D2487 - Classification of Soils for Engineering Purposes.
E. ASTM D4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils.
1.4 QUALITY ASSURANCE
A. Perform work in accordance with all references, County requirements, and
applicable state agency requirements.
PART 2 PRODUCTS
2.1 COARSE AGGREGATE MATERIALS
02207 - 1 Specifications

A. Coarse Aggregate Type Al: Aggregate Base Course (ABC) conforming North
Carolina Department of Transportation Standard.
B. Coarse Aggregate Type A2 (Gravel): AASHTO M147, 35% or less passing the
No. 200.
C. Coarse Aggregate Type A3 (Gravel): Washed stone; free of shale, clay, friable
material and debris; graded in accordance with ASTM C136, ASTM D2487
Group Symbol GP.
D. Aggregate Type A4 (Pea Gravel): Natural stone; washed, free of clay, shale,
organic matter; graded in accordance with ASTM C136, ASTM D2487 Group
Symbol GM.
2.2 FINE AGGREGATE MATERIALS
A. Fine Aggregate Type A5: Conforming to North Carolina Department of
Transportation standard.
B. Fine Aggregate Type A6 (Sand): Natural river or bank sand; washed; free of silt,
clay, loam, friable or soluble materials, and organic matter; graded in accordance
with ASTM C136, ASTM D2487 Group Symbol SP.
2.3 SOURCE QUALITY CONTROL
A. Coarse Aggregate Material - Testing and Analysis: Perform in accordance with
ASTM D 1557.
B. Fine Aggregate Material - Testing and Analysis: Perform in accordance with
ASTM D 1557.
C. If tests indicate materials do not meet specified requirements, change material or
material source and retest.
D. Provide materials of each type from same source throughout the Work.
PART 3 EXECUTION
3.1 STOCKPILING
A. Stockpile materials on site at locations designated by Engineer.
B. Stockpile in sufficient quantities to meet Project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
02207 - 2 Specifications

D. Direct surface water away from stockpile site so as to prevent erosion or
deterioration of materials.
3.2 STOCKPILE CLEANUP
A. Remove stockpile, leave area in a clean and neat condition. Grade site surface to
prevent free standing surface water.
B. If a borrow area is indicated, leave area in a clean and neat condition. Grade site
surface to prevent freestanding surface water.
END OF SECTION
02207 - 3 Specifications

SECTION 02211
ROUGH GRADING
PART1 GENERAL
1.1 SECTION INCLUDES
A. Removal of topsoil and subsoil.
B. Cutting, grading, filling, rough contouring, and compacting the site for site
structures, building pads, and other required grading.
1.2 RELATED SECTIONS
A.
Section 02110 - Site Clearing.
B.
Section 02205 - Soil Materials.
C.
Section 02207 - Aggregate Materials.
D.
Section 02229 - Rock Removal.
E.
Section 02222 - Excavating.
F.
Section 02223 - Backfilling.
G.
Section 02225 - Trenching.
H.
Section 02923 - Landscape Grading.
1.3 REFERENCES
A. ASTM C136 - Method For Sieve Analysis of Fine and Coarse Aggregates.
B. ASTM D698 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures, Using 5.5 lb (2.49 Kg) Rammer and 12 inch (304.8 mm)
Drop.
C. ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb (4.54 Kg) Rammer and 18 inch (457 mm) Drop.
D. ASTM D2419 - Test Method For Sand Equivalent Value of Soils and Fine
Aggregate.
E. ASTM D2434 - Test Method For Permeability of Granular Soils (Constant Head).
F. ASTM D3017 - Test Methods for Moisture Content of Soil and Soil -Aggregate
02211 - 1 Specifications

Mixtures.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ASTM C136, ASTM D2419, ASTM D2434,
and any other applicable local standards. Maintain one copy of all required
permits on site.
1.5 PROJECT RECORD DOCUMENTS
A. Accurately record actual locations of utilities remaining by horizontal dimensions,
elevations or inverts, and slope gradients.
PART2 PRODUCTS
2.1 MATERIALS
A. Topsoil: Type S3, S4 or S5 as specified in Section 02205.
B. Subsoil Fill: Type S 1 or S2 as specified in Section 02205.
C. Structural Fill: Type S 1 or S2 as specified in Section 02205.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify site conditions conform to site plans.
B. Verify that survey bench mark and intended elevations for the Work are as
indicated.
3.2 PREPARATION
A. Identify required lines, levels, contours, and datum.
B. Stake and flag locations of known utilities.
C. Locate, identify, and protect utilities that remain, from damage.
D. Notify applicable utility company to remove and relocate utilities.
E. Protect above and below grade utilities that remain.
F. Protect plant life, lawns, rock outcropping and other features remaining as a
portion of final landscaping.
G. Protect bench marks, survey control point, existing structures, fences, sidewalks,
02211 - 2 Specifications

paving, and curbs from excavating equipment and vehicular traffic.
3.3 SUBSOIL EXCAVATION
A. Excavate subsoil from areas to be further excavated, relandscaped, or regraded.
B. Do not excavate wet subsoil or excavate and process wet material to obtain
optimum moisture content.
C. When excavating through roots, perform work by hand and cut roots with sharp
axe.
D. Remove subsoil from site or stockpile in area designated on site to depth not
exceeding eight feet and protect from erosion. Remove from site, subsoil not
being reused.
E. Benching Slopes: Horizontally bench existing slopes greater than 1:4 to key
placed fill material to slope to provide firm bearing.
F. Stability: Replace damaged or displaced subsoil to same requirements as for
specified fill.
3.4 FILLING
A. Install Work in accordance with applicable local standards.
B. Fill areas to contours and elevations with unfrozen materials.
C. Place fill material on continuous layers and compact.
D. Maintain optimum moisture content of fill materials to attain required compaction
density.
E. Slope grade away from building minimum 1.5:100 unless noted otherwise.
F. Make grade changes gradual. Blend slope into level areas.
G. Remove surplus fill materials from site.
3.5 TOLERANCES
A. Top Surface of Subgrade: Plus or minus 1/10 foot from required elevation.
3.6 FIELD QUALITY CONTROL
A. Testing: In accordance with ASTM D1557.
B. If tests indicate Work does not meet specified requirements, remove Work,
replace and retest.
02211 - 3 Specifications

C. Frequency of Tests: Perform tests as required by County and/or Engineer.
END OF SECTION
02211 - 4 Specifications

SECTION 02222
EXCAVATING
PART1 GENERAL
1.1 SECTION INCLUDES
A. Excavating for site structures.
1.2 RELATED SECTIONS
A.
Section 02110 - Site Clearing.
B.
Section 02223 - Backfilling.
C.
Section 02225 - Trenching.
D.
Section 02229 - Rock Removal.
E.
Section 02732-Site Sanitary Sewage System
1.3 FIELD MEASUREMENTS
A. Verify that survey bench mark and intended elevations for the Work are as
indicated.
PART2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.1 PREPARATION
A. Identify required lines, levels, contours, and datum locations.
B. Locate, identify, and protect utilities that remain from damage.
C. Notify utility company to remove and relocate utilities.
D. Protect plant life, lawns, rock outcroppings and other features remaining as a
portion of final landscaping.
E. Protect bench marks, survey control points, existing structures, fences, sidewalks,
paving, and curbs from excavating equipment and vehicular traffic.
02222-1 Specifications

3.2 EXCAVATING
A. Excavate subsoil to accommodate building foundations, slabs -on -grade paving
and site structures.
B. Compact disturbed load bearing soil in direct contact with foundations to original
bearing capacity; perform compaction in accordance with Section 02223 and
02225.
C. Grade top perimeter of excavating to prevent surface water from draining into
excavation.
D. Hand trim excavation. Remove loose matter.
E. Remove lumped subsoil, boulders, and rock up to 1/3 cu yd measured by volume.
Larger material will be removed under Section 02229.
F. Notify County of unexpected subsurface conditions and discontinue affected
Work in area until notified to resume work.
G. Correct areas over excavated in accordance with Section 02223.
H. Stockpile excavated material in area designated on site in accordance with Section
02205.
3.3 FIELD QUALITY CONTROL
A. Provide for visual inspection of bearing surfaces.
3.4 PROTECTION
A. Prevent displacement or loose soil from falling into excavation; maintain soil
stability.
B. Protect bottom of excavations and soil adjacent to and beneath foundation from
freezing.
END OF SECTION
02222-2 Specifications

SECTION 02223
BACKFILLING
PART1 GENERAL
1.1 SECTION INCLUDES
A. Building perimeter and site structure backfilling to subgrade elevations.
B. Site filling and backfilling.
C. Fill under slabs -on -grade and paving.
D. Fill for over -excavation.
E. Consolidation and compaction as scheduled.
1.2 RELATED SECTIONS.
A. Section 02222 - Excavating.
B. Section 02225 - Trenching.
C. Section 02229 - Rock Removal.
D. Section 02275 - Riprap.
E. Section 02732 — Site Sanitary Sewerage System
F. Section 02923 - Landscape Grading.
1.3 REFERENCES
A. ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb Rammer and 18 inch Drop.
PART2 PRODUCTS
2.1 FILL MATERIALS
A. Fill Type: As specified in Section 02205.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify subdrainage, dampproofing, or waterproofing installation has been
inspected.
02223 Specifications

B. Verify underground tanks and manholes are anchored to their own foundations to
avoid flotation after backfilling.
C. Verify structural ability of unsupported walls to support imposed loads by the fill.
3.2 PREPARATION
A. Compact subgrade to density requirements for subsequent backfill materials.
B. Cut out soft areas of subgrade not capable of compaction in place. Backfill with
Type A3 fill and compact to density equal to or greater than requirements for
subsequent fill material.
C. Scarify and proof roll subgrade surface to identify soft spots. Fill and compact to
density equal to or greater than requirements for subsequent fill material.
3.3 BACKFILLING
A. Backfill areas to contours and elevations with unfrozen materials.
B. Systematically backfill to allow maximum time for natural settlement. Do not
backfill over porous, wet, frozen or spongy subgrade surfaces.
C. Employ a placement method that does not disturb or damage other work.
D. Place geotextile fabric over Type A2 fill prior to placing next lift of fill.
E. Granular Fill Type A3: Place and compact materials in equal continuous layers
not exceeding 6 inches compacted depth.
F. Soil Fill Type S2: Place and compact material in equal continuous layers not
exceeding 12 inches compacted depth.
G. Maintain optimum moisture content of backfill materials to attain required
compaction density.
H. Remove surplus backfill materials from site.
I. Leave fill material stockpile areas free of excess fill materials.
3.4 TOLERANCES
A. Top Surface of Backfilling Under Paved Areas: Plus or minus 0.5 inches from
required elevations.
B. Top Surface of General Backfilling: Plus or minus 1 inch from required
elevations.
3.5 FIELD QUALITY CONTROL
02223 Specifications

A. Compaction testing will be performed in accordance with ASTM D1557.
B. If tests indicate Work does not meet specified requirements, remove Work,
replace and retest.
C. Proof roll compacted fill surfaces under slabs -on -grade and paving.
3.6 PROTECTION OF FINISHED WORK
A. Protect finished Work.
B. Reshape and re -compact fills subjected to vehicular traffic.
3.7 SCHEDULE
A. All fill and compaction to comply with approved design plans.
END OF SECTION
02223 Specifications

SECTION 02225
TRENCHING
PART1
GENERAL
1.1
SECTION INCLUDES
A.
Excavating trenches for utilities from clean out outside building to municipal
utilities.
B.
Compacted fill from top of utility bedding to subgrade elevations.
C.
Backfilling and compaction.
1.2
RELATED
SECTIONS
A.
Section 02110 - Site Clearing.
B.
Section 02205 - Soil Materials.
C.
Section 02222 - Excavating.
D.
Section 02223 - Backfilling.
E.
Section 02229 - Rock Removal.
F.
Section 02275 - Riprap.
G.
Section 02732 - Site Sanitary Sewerage Systems.
H.
Section 02923 - Landscape Grading.
1.3
REFERENCES
A.
ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb (4.54 Kg) Rammer and 18 inch (457 mm) Drop.
1.4
DEFINITIONS
A.
Utility: Any buried pipe, duct, conduit, or cable.
1.5
FIELD
MEASUREMENTS
A.
Verify that survey bench mark, control point, and intended elevations for the work
are as shown on drawings.
02225 Specifications

1.6 COORDINATION
A. Verify work associated with lower elevation utilities is complete before placing
higher elevation utilities.
PART2 PRODUCTS
2.1 FILL MATERIALS
A. Fill Type S2: As specified in Section 02205.
2.2 ACCESSORIES
A. Geotextile Fabric: Non -biodegradable fabric in accordance with plans.
B. Filter Fabric: Non -biodegradable fabric in accordance with plans.
PART 3 EXECUTION
3.1 PREPARATION
A. Identify required lines, levels, contours, and datum locations.
B. Protect plant life, lawns, rock outcropping and other features remaining as a
portion of final landscaping.
C. Protect bench marks, existing structures, paving, and curbs from excavating
equipment and vehicular traffic.
D. Maintain and protect above and below grade utilities that are to remain.
E. Cut out soft areas of subgrade not capable of compaction in place. Backfill and
compact to density equal to or greater than requirements for subsequent backfill
material.
3.2 EXCAVATING
A. Excavate subsoil required for municipal utilities.
B. Cut trenches sufficiently wide to enable installation and allow inspection.
Remove water or materials that interfere with Work.
C. Do not interfere with 45 degree bearing splay of foundations.
D. In trenches where water is present or where dewatering is required, the trench
bottom shall be undercut and stabilized with No. 67 stone, having a minimum
depth of 8 inches.
02225 Specifications

E. Hand trim excavation. Hand trim for bell and spigot pipe joints. Remove loose
matter.
F. Remove lumped subsoil, boulders, and rock up to 1/3 cu yd, measured by volume.
Larger material will be removed under Section 02229.
G. Stockpile excavated material in area designated on site and remove excess
material not being used, from site.
3.3 BACKFILLING
A. Backfill trenches to contours and elevations with unfrozen fill materials.
B. Systematically backfill to allow maximum time for natural settlement. Do not
backfill over porous, wet, frozen, or spongy subgrade surfaces.
C. Place geotextile fabric over Fill Type A2 prior to placing next lift of fill.
D. Granular Fill Type A6: Place and compact materials in equal continuous layers
not exceeding 6 inches compacted depth.
E. Soil Fill Type S2: Place and compact material in equal continuous layers not
exceeding 8 inches compacted depth.
F. Employ a placement method that does not disturb or damage foundation perimeter
drainage, utilities in trench, or any other existing structures.
G. Maintain optimum moisture content of fill materials to attain required compaction
density.
H. Remove surplus fill materials from site.
I. Leave fill material stockpile areas completely free of excess fill materials.
3.4 TOLERANCES
A. Top Surface of Backfilling Under Paved Areas: Plus or minus 0.5 inches from
required elevations.
B. Top Surface of General Backfilling: Plus or minus 1 inch from required
elevations.
3.5 FIELD QUALITY CONTROL
A. Compaction testing will be performed in accordance with ASTM D1557.
B. If tests indicate Work does not meet specified requirements, [emove Work,
replace, compact, and retest.
02225 Specifications

C. Frequency of Tests: Compaction tests will be conducted as required by the
County's Engineering Representative.
3.6 PROTECTION OF FINISHED WORK
A. Protect finished Work.
B. Reshape and re -compact fills subjected to vehicular traffic during construction.
END OF SECTION
02225 Specifications

SECTION 02229
ROCK REMOVAL
PART4 GENERAL
4.1 SECTION INCLUDES
A. Removal of discovered rock during excavation.
B. Explosives to assist rock removal.
4.2 RELATED SECTIONS
A. Section 02225 - Trenching: Trenching and backfilling for utilities.
B. Section 02275 - Riprap.
4.3 REFERENCES
A. NFPA 495 - Code for Manufacture, Transportation, Storage, and Use of
Explosive Materials.
4.4 DEFINITIONS
A. Rock: Solid mineral material with a volume in excess of 1/6 cu yd or solid
material that cannot be removed with a 3/4 cu yd capacity power shovel without
drilling or blasting.
4.5 SUBMITTALS FOR REVIEW
A. Shop Drawings: Indicate the proposed method of blasting, delay pattern,
explosive types, type of blasting mat or cover, and intended rock removal method.
County's Engineering Representative must approve prior to any blasting.
4.6 QUALITY ASSURANCE
A. Seismic Survey Firm: Company specializing in seismic surveys with five years'
experience or approval by County's Engineering Representative.
B. Explosives Firm: Company specializing in explosives for disintegration of rock,
with five years documented experience or approval by County's Engineering
Representative.
02229 Specifications

4.7 REGULATORY REQUIREMENTS
A. Conform to applicable safety codes for explosive disintegration of rock and to
NFPA 495 for handling explosive materials.
B. Blasting Procedures shall conform to all applicable local, state, and Federal laws
and ordinances. The Contractor shall take all necessary precautions to protect life
and property, including the use of an approved blasting mat where there exists the
danger of throwing rock or overburden.
C. Obtain permits from authorities having jurisdiction before explosives are brought
to site or drilling is started.
4.8 PROJECT CONDITIONS
A. The Contractor shall keep explosive materials that are needed on the job site in
specially constructed boxes provided with locks. These boxes shall be painted red
and plainly identified as to their contents. After working hours, the boxes
containing explosive materials shall be removed from the job site. Failure to
comply with this specification shall be grounds for suspension of blasting
operations until full compliance is made.
B. Conduct survey and document conditions of buildings near locations of rock
removal, prior to blasting, and photograph existing conditions identifying existing
irregularities.
C. Advise owners of adjacent buildings or structures in writing, prior to executing
seismographic survey. Explain planned blasting and seismic operations.
D. Where blasting takes place within 500 feet of a utility, structure, or property
which could be damaged by vibration, concussion, or falling rock, the Contractor
shall be required to keep a blasting log containing the following information for
each and every shot:
1. Date of shot.
2. Time of shot.
3. Foreman's name.
4. Number and depth of holes.
5. Approximate depth of overburden.
6. Amount and type of explosive used in each hole.
7. Type of caps used (instant or delay).
8. The weather.
E. Blasting log shall be made available to the County's Engineering Representative
upon request and shall be kept in an orderly manner. Compliance by the
Contractor with these specifications does in no way relieve him of legal liabilities
relative to blasting operations.
02229 Specifications

F. Obtain a seismic survey prior to rock excavation to determine maximum charges
that can be used at different locations in area of excavation without damaging
adjacent properties or other work.
G. No blasting shall be allowed unless a galvanometer is employed to check cap
circuits.
H. The County reserves the right to require removal of rock by means other than
blasting where any utility, residence, structure, etc. is either too close to, or so
situated with respect to the blasting as to make blasting hazardous.
4.9 SCHEDULING
A. Schedule Work to avoid disruption to occupied buildings nearby.
PARTS PRODUCTS
5.1 MATERIALS
A. Explosives: Type recommended by explosive firm following seismic survey and
required by authorities having jurisdiction.
B. Delay Device: Type recommended by explosives firm.
C. Blast Mat Materials: Type recommended by explosives firm.
PART 6 EXECUTION
6.1 EXAMINATION
A. Verify site conditions and note subsurface irregularities affecting work of this
section.
6.2 PREPARATION
A. Identify required lines, levels, contours, and datum.
6.3 ROCK REMOVAL BY A MECHANICAL METHOD
A. Excavate and remove rock by the mechanical method.
B. Drill holes and utilize wedges or mechanical disintegration compound to fracture
rock.
C. Cut away rock at bottom of excavation to form level bearing.
D. In utility trenches, excavate to 6 inches below invert elevation of pipe and 24
inches wider than pipe diameter.
02229 Specifications

E. Remove excavated materials from site or reuse for site landscaping.
F. Correct unauthorized rock removal to directions of County's Engineering
Representative.
6.4 ROCK REMOVAL BY EXPLOSIVE METHODS
A. If rock is uncovered requiring the explosives method for rock disintegration,
notify the County.
B. Provide seismographic monitoring during progress of blasting operations.
C. Drill blasting holes within 12 feet of finished slope.
D. Disintegrate rock and remove from excavation.
E. Remove rock at excavation bottom to form level bearing.
F. In utility trenches, excavate to 6 inches below invert elevation of pipe and 24
inches wider than pipe diameter.
G. Remove excavated material from site or reuse for site landscaping.
H. Correct unauthorized rock removal to directions of County's Engineering
Representative.
6.5 FIELD QUALITY CONTROL
A. Provide for visual inspection of foundation bearing surfaces and cavities formed
by removed rock.
END OF SECTION
02229 Specifications

SECTION 02231
AGGREGATE BASE COURSE
PART? GENERAL
7.1 SECTION INCLUDES
A. Aggregate base course.
7.2 RELATED SECTIONS
A. Section 02207 - Aggregate Materials.
B. Section 02225 - Trenching.
C. Section 02275 - Riprap.
D. Section 02510 - Asphaltic Concrete Paving.
E. Section 02923 - Landscape Grading.
7.3 REFERENCES
A. AASHTO T180 - Moisture -Density Relations of Soils Using a 10-lb. Rammer and
an 18-in. Drop.
B. ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb. Rammer and an 18 inch Drop.
PART8 PRODUCTS
8.1 MATERIALS
A. Coarse Aggregate Fill Type Al: As specified in Section 02207.
PART 9 EXECUTION
9.1 EXAMINATION
A. Verify substrate has been inspected, gradients and elevations are correct, and is
dry.
9.2 PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping,
and re -compacting.
02231 - 1 Specifications

B. Do not place fill on soft, muddy, or frozen surfaces.
9.3 AGGREGATE PLACEMENT
A. Spread aggregate over prepared substrate to a total compacted thickness as
indicated on design plans and in accordance with North Carolina Department of
Transportation. Requirements.
B. Place aggregate in maximum 6 inch layers and roller compact to specified
density.
C. Level and contour surfaces to elevations and gradients indicated.
D. Add small quantities of fine aggregate to coarse aggregate as appropriate to assist
compaction.
E. Add water to assist compaction. If excess water is apparent, remove aggregate
and aerate to reduce moisture content.
F. Use mechanical tamping equipment in areas inaccessible to compaction
equipment.
9.4 TOLERANCES
A. Flatness: Maximum variation of 1/2 inch measured with 10 foot straight edge.
B. Scheduled Compacted Thickness: Within 1/4 inch.
C. Variation From Design Elevation: Within 1/2 inch.
9.5 FIELD QUALITY CONTROL
A. Compaction testing will be performed in accordance with AASHTO T 180.
B. If tests indicate Work does not meet specified requirements, remove Work,
replace and retest.
9.6 SCHEDULES
A. Under Asphalt Pavement:
1. Compact placed aggregate materials to achieve compaction of 95 percent.
B. Under Concrete Pavement:
1. Compact placed aggregate materials to achieve compaction of 95 percent.
END OF SECTION
02231 - 2 Specifications

SECTION 02275
RIPRAP
PART1 GENERAL
1.1 SECTION INCLUDES
A. Riprap.
1.2 RELATED SECTIONS
A. Section 02225 — Trenching.
PART2 PRODUCTS
2.1 MATERIALS
A. Riprap: Sized in accordance with design plans.
B. Geotextile fabric.
PART 3 EXECUTION
3.1 EXAMINATION
A. Do not place riprap over frozen or spongy subgrade surfaces.
3.2 PLACEMENT
A. Place geotextile fabric over substrate, lap edges and ends.
B. Place riprap at culvert pipe ends and other locations as indicated on design plans.
C. Place riprap into position. Key into grade so that top of riprap is at same grade as
surrounding ground.
D. Install to indicated thickness.
E. Place rock evenly and carefully to minimize voids, do not tear fabric, and place in
one consistent operation to preclude disturbance or displacement of substrate.
F. After placement, spray with water to moisten the bagged mix. Maintain moist for
24 hours.
END OF SECTION
02275-1 Specifications

SECTION 02520
PORTLAND CEMENT CONCRETE PAVING
PART1
GENERAL
1.1
SECTION INCLUDES
A.
Concrete sidewalks and driveways.
B.
Aggregate base course.
1.2
RELATED
SECTIONS
A.
Section 02231 - Aggregate Base Course
B.
Section 02510 - Asphaltic Concrete Paving.
C.
Section 02607 - Manholes and Covers.
D.
Section 02923 - Landscape Grading.
1.3
REFERENCES
A.
ACI 301 - Specifications for Structural Concrete for Buildings.
B.
ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing
Concrete.
C.
ASTM C33 - Concrete Aggregates.
D.
ASTM C94 - Ready Mix Concrete.
E.
ASTM C150 - Portland Cement
F.
ASTM D 1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural
Construction.
G.
ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete
Paving and Structural Construction.
1.4
QUALITY ASSURANCE
A.
Perform work in accordance with ACI 301.
B.
Obtain cementitious materials from same source throughout.
1.5
ENVIRONMENTAL REQUIREMENTS
02520 Specifications

A.
Do not place concrete when base surface temperature is less than 40 degrees F or surface
is wet or frozen.
PART2
PRODUCTS
2.1
FORM
MATERIALS
A.
Form Materials: Conform to ACI 301.
2.2
REINFORCEMENT
2.3
CONCRETE MATERIALS
A.
Cement: ASTM C 150 Portland type, white color.
B.
Fine and Coarse Mix Aggregates: ASTM C33.
C.
Water: Potable, not detrimental to concrete.
2.4
ACCESSORIES
A.
Curing Compound: ASTM C309.
B.
Liquid Surface Sealer.
C.
Surface Retarder.
D.
Joint Sealers.
2.5
CONCRETE MIX - BY PERFORMANCE CRITERIA
A.
Mix and deliver concrete in accordance with ASTM C94, Alternative No. 2.
B.
Select proportions for normal weight concrete in accordance with ACI 301 Method 1.
C.
Provide concrete to the specifications given on the approved design plans.
D.
Use accelerating admixtures in cold weather only when approved by Owner. Use of
admixtures will not relax cold weather placement requirements.
E.
Use calcium chloride only when approved by Owner.
F.
Use set retarding admixtures during hot weather only when approved by Owner.
2.6
SOURCE QUALITY CONTROL AND TESTS
A.
Submit proposed mix design to Owner for review prior to commencement of work.
B.
Tests on cement and aggregates will be performed to ensure conformance with specified
02520 Specifications

requirements.
C. Test samples in accordance with ACI 301.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify compacted stabilized soil is acceptable and ready to support paving and imposed
loads.
B. Verify gradients and elevations of base are correct.
3.2 SUBBASE
A. Section 02231 - Aggregate Base Course forms the base construction for work of this
Section.
3.3 PREPARATION
A. Moisten base to minimize absorption of water from fresh concrete.
B. Coat surfaces of manhole or catch basin (if applicable) frames with oil to prevent bond
with concrete pavement.
C. Notify Owner minimum 24 hours prior to commencement of concreting operations.
3.4 FORMING
A. Place and secure forms to correct location, dimension, profile, and gradient.
B. Assemble formwork to permit easy stripping and dismantling without damaging concrete.
C. Place joint filler vertical in position, in straight lines. Secure to formwork during
concrete placement.
3.5 REINFORCEMENT
A. Place reinforcement as indicated.
B. Interrupt reinforcement at expansion joints.
C. Place reinforcement to achieve pavement and curb alignment as detailed.
02520 Specifications

3.6 PLACING CONCRETE
A. Place concrete in accordance with ACI 301.
3.7 JOINTS
A. Place expansion joints at 20 foot intervals. Align curb, gutter, and sidewalk joints.
B. Place joint filler between paving components and building or other appurtenances.
C. Provide sawn joints at 3 foot intervals, between sidewalks and curbs, and between curbs
and pavement.
D. Provide keyed joints as indicated.
3.8 EXPOSED AGGREGATE
A. Wash exposed aggregate surface with clean water and scrub with stiff bristle brush to
match sample panel.
3.9 FINISHING
A. Finish as stated on design plans or to match existing surfaces.
3.10 JOINT SEALING
A. Separate pavement from vertical surfaces with 1/4 inch thick joint filler.
B. Place joint filler in pavement pattern placement sequence. Set top to required elevations.
Secure to resist movement by wet concrete.
C. Extend joint filler from bottom of pavement to within 1/4 inch of finished surface.
3.11 TOLERANCES
A. Maximum Variation of Surface Flatness: 1/2 inch in 10 ft.
B. Maximum Variation From True Position: 1/2 inch.
3.12 PROTECTION
A. Immediately after placement, protect pavement from premature drying, excessive hot or
cold temperatures, and mechanical injury.
B. Do not permit pedestrian or vehicular traffic over pavement for 3 days minimum after
finishing.
END OF SECTION
02520 Specifications

SECTION 02667
SITE WATER LINES
PART1 GENERAL
SECTION INCLUDES
Pipe, fittings, and thrust restraint for site water lines.
Valves, blowoffs, and fire hydrants
Pressure and leakage tests.
RELATED SECTIONS
Section 02207 - Aggregate Materials.
Section 02222 - Excavating.
Section 02223 - Backfilling.
Section 02225 - Trenching.
Section 02675 - Disinfection of Water Distribution Systems.
REFERENCES
ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate
Mixtures, Using 10 lb. Rammer and 18 inch Drop.
ASTM D2241 - Poly (Vinyl Chloride) (PVC) Plastic Pipe (SDR-PR).
ASTM D2855 - Making Solvent -Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe
and Fittings.
ASTM D3017 - Test Methods for Moisture Content of Soil and Soil -Aggregate Mixtures.
A. ASTM D3035 - Polyethylene (PE) Plastic Pipe (SDR-PR) Based oon Controlled
Outside Diameter.
AWWA C104 - Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water.
AWWA C105 - Polyethylene Encasement for Ductile Iron Piping for Water and Other
Liquids.
AWWA C111 - Rubber -Gasket Joints for Ductile Iron and Grey -Iron Pressure Pipe and
02667 Specifications

Fittings.
AWWA C151 - Ductile -Iron Pipe, Centrifugally Cast in Metal Molds or Sand -Lined Molds,
for Water or Other Liquids.
AWWA C500 - Gate Valves, 3 inch through 48 inch NPS, for Water and Sewage Systems.
AWWA C502 - Dry Barrel Fire Hydrants.
AWWA C504 - Rubber Seated Butterfly Valves.
AWWA C508 - Swing -Check Valves for Waterworks Service, 2 inch through 24 inch NPS.
AWWA C509 - Resilient Seated Gate Valves 3 inch through 12 inch NPS, for Water and
Sewage Systems.
AWWA C600 - Installation of Ductile -Iron Water Mains and Appurtenances.
AWWA C605 - Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and
Fittings for Water.
AWWA C606 - Grooved and Shouldered Type Joints.
AWWA C900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 inch through 12
inch, for Water.
AWWA C901 - Polyethylene (PE) Pressure Pipe, Tubing, and Fittings, 1/2 inch through 3
inch, for Water.
UL 246 - Hydrants for Fire - Protection Service.
QUALITY ASSURANCE
Perform work in accordance with Owner's requirements.
Valves: Manufacturer's name and pressure rating marked on valve body.
DELIVERY, STORAGE, AND HANDLING
The unloading and loading of pipe, fittings, valves and related accessories shall be performed
with care so as to avoid any damage to these materials. All such materials should not
be stored directly on the ground, but shall be on pallets, or other suitable supports, so
as to prevent the entry of mud and debris into the pipe or other materials. Contractors
shall also endeavor to store these materials in accordance with any special practices
as may be recommended by the manufacturer.
Deliver and store valves in shipping containers with labeling in place.
02667 Specifications

PRODUCTS
WATER PIPE
Ductile Iron Pipe (4-inches and larger):
All ductile iron pipes shall be manufactured in accordance with the requirements of
AWWA C151. Pipe thickness shall be in accordance with AWWA C150 and be
based on laying conditions and internal pressure as specified by the project plans.
1. P
ipe joints shall be of the push -on type as per AWWA Standard C111. Pipe lining
shall be cement mortar with a seal coat of bituminous material, all in accordance with
AWWA Standard C104. Fittings shall be ductile iron and in accordance with
AWWA C153 and AWWA C110. Mechanical joints shall conform to AWWA C111.
Ductile iron pipe shall be as manufactured by Griffin, U.S. Pipe, American, or Clow,
and shall be furnished in 18 or 20 foot lengths.
PVC Pipe (2-inch):
All PVC pipe shall meet the requirements of AWWA C900. Pipe shall be integral
bell, iron pipe O.D., 20-foot length, with an elastomeric gasketed compression joint
PVC pipe shall be as furnished by Jones -Manville, Clow, Robin -Tech, or equal as
may be approved the Owner's Representative. Pipe shall meet the pressure
requirements as indicated by the Dimension Ratio (DR) on the plans.
Two-inch PVC pipe shall be SDR-13.5, meeting the requirements of ASTM D2241.
PVC pipe shall bear the National Sanitation Foundation (NSF) potable water logo.
NOTES: 1. Lubricants that will support microbiological growth shall not be used for slip-on
joints. Vegetable shortening shall not be used to lubricate joints.
2. Natural rubber or other material which will support microbiological growth may
not be used for any gaskets, O-rings, and other products which will expose the
material to the water.
3. All pipe material, solder and flux shall be lead free (less than 0.2% lead in solder
and flux and less than 8.0% lead in pipes and fittings).
4. All materials/products that contact potable water must be third party certified as
meeting the specifications of ANSIINSF.
HYDRANTS:
2. F
ire hydrants shall be of the compression type meeting AWWA Standard C502, designed for a
minimum working pressure of 150 psi and a hydrostatic pressure of 300 psi with the valve in
both the open and closed positions.
All hydrants shall be equipped with two 2 %2-inch nozzles and one 4 1/2 -inch pumper nozzle.
Each nozzle shall be bronze with cast iron caps secured thereto with a suitable steel chain.
Nozzles shall have National Standard threads.
02667 Specifications

The hydrants shall be open -left and equipped with a pentagon -type operating nut (National
Standard) measuring 1-1/2 inches from point to flat. Hydrants shall be of the "dry top" type
with the upper rod threads completely enclosed in a sealed grease or oil chamber, equipped
with "O" ring seals and a Teflon thrust bearing.
The hydrant valve opening shall be of sufficient size to insure such flows and corresponding
minimum losses as set forth by the American Water Works Association. The valve opening
shall be 5 1/4 - inches
3. T
he hydrants shall have a six inch shoe or boot, mechanical joint. Hydrants shall have bronze -
to -bronze threads provided between the hydrant seat or seat ring and the seat attaching
assembly. The hydrant shall be of the "safety" type so that, if the upper barrel is broken off,
the hydrant valve will remain closed and reasonable tight. All hydrants shall be furnished
with barrel and stem extensions as required by the final field location to provide a nominal
minimum bury of three feet, six inches (3'-6"), or greater if indicated on the drawings.
Hydrants shall be the following:
Mueller, Super Centurion 200, CAT. # A-423, 5 1/4" Main Valve Opening, 6" J.J. Inlet
Connection, 3 %2 ft. Bury, 2 %2" Hose Nozzles, 1-4 1/2" Pumper Nozzle, National Standard
Nozzle Threads, National Standard Operating Nut, Open Left, Color Yellow.
Clow, Medallion, F-2545, 5 1/4" Main Valve Opening, 6" M.J. Inlet Connection, 3 %2 ft. Bury,
2-2 %2" Hose Nozzles, 1-4 1/2" Pumper Nozzle, National Standard Nozzle Threads, National
Standard Operating Numb, Open Left, Color Yellow.
American Darling, B-84-13, 5 1/4" Main Valve Opening, 6" M.J. Inlet Connection, 3 1/2 ft.
Bury, 2-2 1/2" Hose Nozzles, 1-4 %2" Pumper Nozzle, National Standard Nozzle Threads,
National Standard Operating Nut, Open Left, Color Yellow
GATE VALVES — 2 INCH
Resilient Wedge
Threaded Ends
2 in. SQ Operating Nut
Open Counter -Clockwise
Clow Model # F-6103
Mueller
American Darling Series 2500
GATE VALVES - 4 INCHES AND OVER
Resilient Wedge
Mechanical Joint
Open Counter -Clockwise
CLOW Model # F-6100
Mueller
02667 Specifications

American Darling Series 2500
BALL VALVES - UP TO 2 INCHES
Brass body, Teflon coated brass ball, rubber seats and stem seals, Tee stem pre -drilled for
control rod, IPS inlet end, IPS outlet, with control rod, extension box and valve key.
SWING CHECK VALVES - FROM 2 INCHES TO 24 INCHES
AWWA C508, iron body, bronze trim, 45-degree swing disc, renewable disc and seat,
flanged ends.
BUTTERFLY VALVES - FROM 2 INCHES TO 24 INCHES
AWWA C504, iron body, bronze disc, resilient replaceable seat, water or lug ends, infinite
position lever handle.
TAPPING VALVES
All tapping valves shall conform to the Standard Specification for gate valves as noted above,
except that the inlet end shall be flanged, faced and drilled per ANSI B 16.1 for 125 lb.
Standard. The outlet end shall be of the mechanical joint type capable of receiving a standard
tapping machine.
BEDDING AND COVER MATERIALS
Bedding:
The barrel of the pipe shall bear uniformly upon the supporting trench bottom at all times.
Bedding type will be specified on the Detail Drawings and in accordance with Section
02222 Excavating.
Cover:
All water mains shall be backfilled in accordance with the Standard Details and Section
02223 Backfilling as applicable.
ACCESSORIES
Concrete for Thrust Restraints: Utilize 3000 psi batched concrete approved the Engineer. As
an alternate, the concrete may be job mixed, subject to approval by the Engineer.
Backflow Preventer: See Water Line Details in Plans.
Meter: See Water Line Details in Plans.
Manhole and Cover: Refer to Section 02607 and Water Line Details in Plans.
EXECUTION
02667 Specifications

EXAMINATION
Verify that all existing utilities are as specified on Plans. Contractor to verify location of all
utilities prior to construction. Any damaged existing utilities will be the responsibility of the
contractor to repair.
PREPARATION
Cut pipe ends square, ream pipe and tube ends to full pipe diameter, and remove burrs.
Remove scale and dirt on inside and outside of pipe before assembly.
Prepare pipe connections to equipment with flanges or unions.
7V[01
Excavate pipe trench in accordance with Section 02225 for work of this Section. Hand trim
excavation for accurate placement of pipe to elevations indicated.
Provide thrust restraint bearing as indicated on Water Line Details in Plans. Install restrain
joint pipe or form and place concrete for pipe thrust restraints at any change of pipe
direction. Place concrete to permit full access to pipe and pipe accessories.
Place bedding material at trench bottom, level fill materials in one continuous layer not
exceeding 6 inches compacted depth; compact to 95 percent.
Backfill around sides and to top of pipe with cover fill, tamp in place and compact to 95
percent.
Maintain optimum moisture content of bedding material to attain required compaction
density.
INSTALLATION — PIPE
Parallel Installation - Water mains shall be laid at least 10 feet horizontally from any sanitary
sewer, storm sewer, or sewer manhole, whenever possible; the distance shall be
measured from the outside diameters of the pipes.
Crossings - Sewers crossing water mains shall be laid to provide a minimum vertical distance
of 18 inches between the outside of the water main and the outside of the sewer. The
crossing shall be arranged so that the sewer joints will be equidistant and as far as
possible from the water main joints.
Sewer manholes - No water pipe shall pass through or come into contact with any part of a
sewer or sewer manhole.
02667 Specifications

Install ductile iron piping and fittings to AWWA C600. Care should be used not to exceed
the maximum joint deflection in accordance with manufacturer's requirements.
Install AWWA C900 pipe in accordance with AWWA C605. The maximum horizontal
deflection for PVC pipe shall be in accordance with the manufacturer's
recommendations.
Open ends of the pipe shall be plugged at all times that pipe laying is not in progress.
Water main trenches shall be excavated to such depth that the pipe will have a minimum
cover of three feet. Where water mains are installed in new subdivision streets, the
depth of cover shall be measured from the finished subgrade. If three feet of cover
cannot be maintained, ductile iron pipe must be used.
Trench width shall be a minimum of 16 inches plus the outside diameter of the pipe and a
maximum of 24 inches plus the outside diameter of the pipe, unless the Owner's
Representative grants approval for deviation from this requirement.
Where water main trench excavation is in rock, the rock shall be excavated to a minimum
depth of 6 inches below the bottom of the pipe. This space shall be filled with No. 67
stone or other material approved by the Owner's Representative.
In trenches where water is present or where dewatering is required, the trench bottom shall be
stabilized with No. 67 stone. When material of poor supporting value (i.e. "muck") is
encountered in the trench, it shall be removed and replaced with No. 67 stone or other
material approved by the Owner's Representative.
All water main trenched shall be protected from the entrance of surface water. Any water
observed in the trench shall be promptly removed by pumping, provided that water
pumped from trenches is directed to suitable erosion control devices to prevent
deposition of sediment into nearby streams, ponds, etc. The Contractor shall use all
means necessary to prevent the entrance of water, including the construction of
temporary berms or dikes.
All water main pipes shall be clean before installation. Any dirty pipe shall be thoroughly
swabbed by the Contractor. Pipe showing evidence of oil or grease contamination
shall not be used.
Install pipe to allow for expansion and contraction without stressing pipe or joints.
Install access fittings to permit disinfection of water system performed under Section 02675.
Slope water pipe and position drains at low points.
All PVC pipe shall be installed with a metallic detector wire in accordance with the Standard
Detail.
Backfill trench in accordance with Section 02225.
02667 Specifications

In backfilling PVC water mains, care shall be taken to ensure that the material in the
"haunching" zone (up to the spring -line of the pipe) is carefully placed and
compacted so that the pipe is properly supported in accordance with the pipe
manufacturer's recommendations.
Should any water line trench exhibit settlement, the Contractor shall correct the deficiency to
the complete satisfaction of the Owner.
Where a water line crosses existing NCDOT roads or other publicly maintained roads, the
backfill shall be compacted to at least 95% standard density as measured by
AASHTO Method T-99. Where deemed necessary, the Owner may require
compaction tests to be performed (at the Contractor's expense) on backfill placed in
trenches across such roads.
INSTALLATION - VALVES AND HYDRANTS
Valves shall be set at locations shown on the plans with care being taken to support the valve
properly and to accurately position the valve box over the operating nut of the valve.
All valves used on PVC pipe shall be set on a solid concrete block. The blocks shall be 4-
inch thick; width shall be the nominal pipe size, plus 4 inches. Length shall be the
length of the valve, plus 4 inches. Minimum block size shall be 8" x 16" x 4".
Where pavement exists, the box shall be adjusted to finished street grade.
When valves are located in street right-of-way, but out of pavement, the boxes shall be
adjusted to finish grade and a concrete collar 2 feet square and 6 inches thick shall be
poured around the box %2 inch from the top of the casting. In lieu of the poured in
place concrete, a pre -cast concrete collar may be used such as manufactured by
Brooks, Inc. or Buckhorn Products or Owner approved equal.
When valves are located outside of street right-of-way, the boxes shall be adjusted 6 inches
above the finished grade, and a concrete collar 2 feet square and 6 inches thick shall
be poured around the casting.
Set hydrants plumb; locate pumper nozzle perpendicular to and facing roadway.
Set hydrants to grade, with nozzle height as indicated on Standard Details.
Locate control valve 4 inches away from hydrant.
Paint hydrants in accordance with Owner's requirements.
INSTALLATION — FITTINGS
Fittings shall be installed at the location indicated on the drawings with care taken to insure
that joints are fully homed and that the fittings are fully and properly supported.
INSTALLATION — REACTION BLOCKING
02667 Specifications

All bends, tees and plugs shall be blocked with 3,000 psi concrete to undisturbed ground to
the dimensions shown on the plans. The concrete shall be cured for 24 hours before
being backfilled.
If the existing ground is soft, the Owner may require restrained joint fittings.
Restrained joint fittings will be required on all 16 inch ductile iron pipe and larger.
DISINFECTION OF DOMESTIC WATER PIPING SYSTEM
Flush and disinfect system in accordance with Section 02675
SERVICE CONNECTIONS
Provide water service as indicated.
PRESSURE AND LEAKAGE TESTS
No valve in the existing system shall be operated without giving a minimum of 4 hours notice
to the Owner.
After the pipe has been laid and backfilled or partially backfilled, each valved section of
pipeline shall be subjected to hydrostatic and leakage tests in accordance with the
applicable requirements of AWWA C600 for ductile -iron pipe and AWWA C605 for
PVC pipe.
Before applying the test, all air shall be expelled from the pipe. Each valved section of the
pipe shall be slowly filled with water and the specified test pressure shall be applied
by means of a pump connected to the pipe in a satisfactory manner. The Owner's
Representative shall witness all tests.
Test pressure for the pipeline shall be 200 psi as measured at the lowest elevation, if the
material used is ductile iron pipe. For pipelines constructed of PVC pipe or a mixture
of PVC pipe and ductile iron pipe, the test pressure for the pipelines shall be 160 psi.
In neither case shall the test pressure be less than 1.5 times the working pressure
within the system. Test pressures shall be applied for a minimum duration of 2 hours.
The pressure gauge used in the hydrostatic test shall be calibrated in increments of 10 psi or
less.
At the end of the test period, the leakage shall be measured with an accurate water meter.
The formula to be used for calculating the maximum allowable leakage per hour shall be:
Ductile Iron:
L = [S*D(P)0-5] / 133,200
PVC:
L = [N*D(P)0-5] / 7,400
S = length of pipeline tested (ft) N= # of joints in pipe being tested
L = allowable leakage (gallons per hour)
02667 Specifications

D = pipe diameter (ft)
P = average test pressure (psi)
No pipe installation shall be accepted if leakage is greater than that determined for
mechanical and push -on joint pipe in AWWA C600, Section 4.1.6. Defective pipe,
joints, fittings, valves, accessories, or workmanship shall be removed or corrected.
Tests shall be repeated until satisfactory to the Engineer.
FIELD QUALITY CONTROL
If tests indicate work does not meet specified requirements, remove, replace, and retest.
FINAL CLEANUP
After completion of the installation the contractor shall remove all refuse and debris from the
site. The site will be cleaned to the satisfaction of the Owner. The Contractor shall
remove all surplus materials, tools, vehicles, equipment, and temporary structures
from the site.
Site will be landscaped and seeded to Owner's satisfaction prior to final site approval.
END OF SECTION
02667 Specifications

SECTION 02732
SITE SANITARY SEWERAGE SYSTEM
PART1 GENERAL
1.1 SECTION INCLUDES
Sanitary sewerage drainage piping, fittings, accessories and bedding.
Bored casings.
Service laterals.
Pressure tests.
Infiltration tests.
Deflection tests.
1.2 RELATED SECTIONS
Section 02205 - Soil Materials.
Section 02207 - Aggregate Material.
Section 02222 - Excavating.
Section 02223 - Backfilling.
Section 02225 - Trenching.
Section 02229 - Rock Removal.
Section 02231 - Aggregate Base Course.
1.3 REFERENCES
ANSI/AWWA C104/A21.4 - Standard for Cement -Mortar Lining for Ductile -Iron Pipe
and Fittings for Water.
ANSI/AWWA C110/A21.10 - Standard for Ductile -Iron and Gray -Iron Fittings, 3 In.-48
In., for Water.
ANSI/AWWA C111/A21.11: Standard for Rubber -Gasket Joints for Ductile -Iron
Pressure Pipe and Fittings.
02732 Specifications

ANSI/AWWA C150/A21.50 - Standard for Thickness Design of Ductile -Iron Pipe.
ANSI/AWWA C151/A21.51 - Standard for Ductile -Iron Pipe, Centrifugally Cast, for
Water.
ANSI/AWWA C153/A21.53 - Standard for Ductile -Iron Compact Fittings for Water
Service.
ASTM A139 - Standard Specification for Electric -Fusion (Arc) -Welded Steel Pipe (NPS
4 and Over).
ASTM C443 - Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber
Gaskets.
ASTM D1557 - Test Methods for Moisture -Density Relations of Soils and Soil -
Aggregate Mixtures Using 10 lb. Rammer and 18 inch Drop.
ASTM D 1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds.
ASTM D 1785 - Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D2467 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe
Fittings, Schedule 80.
ASTM D2665 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Drain,
Waste, and Vent Pipe and Fittings.
ASTM D2855 - Standard Practice for Making Solvent -Cemented Joints with Poly(Vinyl
Chloride) (PVC) Pipe and Fittings
ASTM D3034 - Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals
ASTM D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes
Using Flexible Elastomeric Seals
ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic
Pipe
1.4 DEFINITIONS
Bedding: Fill placed under, beside and directly over pipe, prior to subsequent backfill
operations.
1.5 SUBMITTALS
02732 Specifications

Manufacturer's Installation Instructions: Indicate special procedures required to install
Products specified.
Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
1.6 PROJECT RECORD DOCUMENTS
Record location of pipe runs, connections, and invert elevations.
Identify and describe unexpected variations to subsoil conditions or discovery of
uncharted utilities.
1.7 REGULATORY REQUIREMENTS
Conform to applicable NCDENR requirements for materials and installation of the Work
of this section.
1.8 FIELD MEASUREMENTS
Verify that field measurements and elevations are as indicated.
1.9 COORDINATION
Coordinate the Work with termination of sanitary sewer connection outside building,
connection to municipal sewer utility service, and trenching.
PART 2 PRODUCTS
2.1 SEWER FORCE MAIN PIPE MATERIALS
Ductile Iron Pipe: AWWA C151 with a minimum pressure class of 350. Pipe shall have
cement mortar lining in accordance with AWWA C104 and have push on joints in
accordance with AWWA C111.
PVC Pipe: Pipe is either AWWA C900 with DR of 18 or thicker or ASTM D2241 with a
minimum DR of 26 or thicker. Pipe thickness should be designed in accordance.
Joints shall be by elastomeric gasket joints only conforming to ASTM D3139.
Fittings: All fitting shall be ductile iron for pipes four inch and larger. Smaller than four
inch pipe shall be solvent weld PVC.
Ductile Iron Fittings: Pressure Class 250 mechanical joints in accordance with
AWWA C110 or Pressure Class 350 compact fittings in accordance with
AWWA C153. Fittings shall have cement mortar lining in accordance
with AWWA C104.
PVC Fittings: Schedule 80 in accordance with ASTM D2467 with solvent weld
joints in accordance with ASTM D2855.
02732 Specifications

Valves: All valves on force mains to be open left plug or ball valves.
Plug valves: Non -lubricated specifically recommended by the manufacturer for
use in pressure sewer systems. Stainless steel upper and lower plug stem
bearings and nickel valve seats. Port opening of no less than 81% of full
pipe area. Valves shall be manufactured by Dezurik Corporation, Milliken
Valve Company, Keystone Valve or approved equal. Valves 4 inches and
larger will have mechanical joints while smaller valves will have Schedule
80 threaded ends. 2" operating nuts in adjustable valve boxes conforming
to ASTM A48. To be Tyler 462A or equal.
Thermoplastic ball valves: Used at all service connections. Teflon seats and true
union ends. Manufactured by Hayward, Inc. or equal.
Thermoplastic ball check valves: Used at all service connections. Elastomeric
seats and true union threaded ends. Manufactured by Haywood, Inc. or
equal.
Sewage Air and Vacuum Valves: Specifically designed for use with sewage.
Valve body height shall not be less than 15 inches. Materials shall include
cast iron body and cover, bronze float stem and guide, rubber seat and
stainless steel float. Valves shall have provisions for backflushing and
designed for a working pressure of 150 psi.
Sewage Air Release Valves: Specifically designed for use with sewage.
Materials shall include cast iron body and cover, rubber seat and stainless
steel float stem and internal linkages. Valves shall be sized according to
the drawings and designed for a working pressure of 150 psi.
Service Boxes and Lids: All service connections and clean outs will be placed in
an appropriately sized box. Manufactured by Brooks Products Company
(36 Series) or approved equal. Service connection boxes shall be made of
green plastic manufactured by Brooks Products Company (Series 1730).
Lids shall have "snap locks" and imprinted with the words "Pressure
Sewer" on the lid.
2.2 BORED CASINGS
Steel Encasement pipe shall be welded or seamless, consisting of grade `B" steel with a
minimum yield strength of 35,000 psi and manufactured in accordance with
ASTM A139. The pipe thickness shall be as specified on the North Carolina
Department of Transportation encroachment agreement and/or approved plans,
and the ends shall be beveled and prepared for field welding of the
circumferential joints.
Metal fabricated "spiders" shall be used for support of the carrier pipe within the bored
casing.
2.3 SERVICE LATERAL MATERIALS
PVC Service Pipe & Fittings: PVC pipe and fittings for sewer laterals shall conform to
ASTM D2665 "PVC" Plastic Drain, Waste & Vent Piping and shall be Schedule
02732 Specifications

40 and NSF approved except for laterals or sections of laterals with less than 12
inches of cover. Ductile Iron Pipe shall be used if cover is less than 12". Laying
lengths may be 10 or 20 feet. Joints shall be of the solvent weld type.
2.4 BEDDING MATERIALS
Soils Classification for Bedding and Backfill of sewer pipe: Soils for pipe bedding and
backfill shall be classified as ML (low plasticity silt) or better by the Unified Soil
Classification System (USCS). For purposes of these specifications, soils are
grouped into the following five categories:
Class I Soil: Angular, 6 to 40 min (1/4 to 1 1/2 in.), graded stone, including a
number of fill materials that have regional significance such as coral, slag,
cinders, crushed stone, and crushed shells.
Class II Soil: Course sands and gravels with maximum particle size of 40 mm (1
1/2 in.), including variously graded sands and gravels containing small
percentages of fines, generally granular and non -cohesive, either wet or
dry. Soil types GW, GP, SW, and SP are included in this class.
Class III Soil: Fine sand and clayey gravels, including fine sands, sand -clay
mixtures, and gravel -clay mixtures. Soil types GM, GC, SM, and SC are
included in this class.
Class IV Soil: Silt, silty clays, and clays, including inorganic clays and silts of
medium to high plasticity and liquid limits. Soil types MH, ML, CH, and
CL are included in this class.
Class V Soil: Include the organic soils - types OL, OH, and PT, as well as soils
containing frozen earth, debris, rocks larger than 1 1/2" diameter, and
other foreign materials.
Classes I, II, III and Class IV ML are suitable for bedding, haunching, and
backfill of PVC sewer pipes. All fill material shall have a plasticity index of less
than 20 and a Standard Proctor at optimum moisture of greater than 90 lbs per
cubic foot. The remaining Class IV Soils (CL, MH, CH) and all Class V soils
may be used as backfill.
PART 3 EXECUTION
3.1 EXAMINATION
Verify that trench cut excavation base is ready to receive work and excavations,
dimensions, and elevations are as indicated on drawings.
3.2 PREPARATION
Hand trim excavations to required elevations. Correct over excavation with fine
aggregate.
02732 Specifications

Remove large stones or other hard matter that could damage pipe or impede consistent
backfilling or compaction.
The unloading and loading of all pipe, fittings, and other accessories shall be in
accordance with the manufacturer's recommended practices and shall at all times
be performed with care to avoid any damage to the material. Once on the job site,
all materials shall be stored in accordance with the manufacturer's recommended
practices, and within the limits of the Project site.
3.3 BEDDING
Pipe Bedding Classes Definition: For these specifications, pipe bedding classes shall be
those classes as defined below:
Class "D" Bedding: That condition existing when the ditch is excavated slightly
above grade and cut to finish grade by hand. Bell holes are dug, and the
pipe bears uniformly upon the trench bottom. Soil is tamped to 90% of
maximum Proctor Density (ASTM D1557) around the pipe and to a point
one foot above the pipe; the remainder of the soil to ground surface is
compacted to specified density.
Class "C" Bedding: That condition existing when the trench bottom is undercut a
minimum of 4 inches below the pipe bell and filled to pipe grade with No.
67 stone in such a manner that the pipe will be bedded in stone to a
vertical height of one -sixth the outside diameter of the pipe barrel. The
remainder of the soil to ground surface is compacted to specified density.
Class "B" Bedding: That condition existing when the trench bottom is undercut a
minimum of 4 inches and No. 67 stone is placed in the trench in such a
manner that the pipe is bedded to the pipe spring line in stone. Soil of a
granular nature is placed to the top of the pipe and compacted to 90% of
maximum Proctor Density (ASTM D 1557). Soil is then compacted to
specified density to ground surface.
Class "A" Bedding: That condition existing when the trench bottom is undercut a
minimum of 4 inches and the pipe bedded in No. 67 stone to the spring
line. The top half of the pipe is then covered with a monolithic arch or
reinforced, 2,000 psi concrete, extending to a point at least 4 inches above
top of pipe barrel. Backfill is compacted to a specified density to ground
surface.
Pipe Bedding Requirements: The trench bedding for ductile iron pipe material shall be
Class "D". The trench bedding for PVC SDR-21 pipe materials shall be Class
"B", i.e. No. 67 Stone from 4 inches beneath pipe and thinner to the springline.
All other bedding types must be approved by the Town's Engineering
Representative prior to construction.
Excavate pipe trench in accordance with Section 02225 for work of this Section. Hand
trim excavation for accurate placement of pipe to elevations indicated.
Place bedding material at trench bottom, level materials in continuous layer not
02732 Specifications

exceeding 6 inches compacted depth, compact to 95 percent.
Maintain optimum moisture content of bedding material to attain required compaction
density.
3.4 INSTALLATION - FORCE MAINS
All pipe shall be laid in accordance to manufacturers requirements.
Keep all pipe clean and free of dirt.
In trenches with rock or water, place a washed stone bedding from four inches below pipe
to springline. For all other trenches hand shape trench bottom to evenly distribute
the load.
All bends, tees, and plugs shall be blocked with 3000 psi concrete in accordance with
plans.
All PVC force mains will require utility line marking tape with the word "SEWER" on it.
Tape should be made from self -colored, virgin plastic, free from PVC, resistant to
acids, alkalis, etc., rot -resistant with an expected life underground of 50 years.
Tape should be buried 1' below final ground elevation. The width should be 3".
3.5 BACKFILLING
Backfilling shall be completed as soon as possible, so as to minimize the length of time
that the trench, or any part thereof, is left open. Material classification for backfill
materials as may be noted hereinafter shall conform to the allowable soil
classifications as defined in Section 2.2 hereof.
Backfilling - Ductile Iron Pipe: Backfill with suitable native materials. The initial
backfill, to a point 12 inches above top of the pipe, shall be placed in shallow, 6
inch layers, individually compacted. See last paragraph of this section for the final
backfill requirements.
Backfilling - PVC Pipe: Backfill shall be Class I, Class II, Class III, or Class IV ML
soils placed in 6-inch layers to a point 12 inches above the top of the pipe. All
soils must have a plasticity index of less than 20 and a Standard Proctor at
optimum moisture of greater than 90 pounds per cubic foot. The initial backfill
placed directly over the top of the pipe should receive very little tamping to avoid
disturbing the embedded pipe. This initial backfill zone shall extend to a point 12
inches above the top of the pipe. If there is a question as to soils classification,
the Contractor shall have representative samples of the soil(s) classified by an
approved testing laboratory to ensure that unapproved materials have been
excluded from the initial backfill zone. See last paragraph of this section for final
backfill requirements.
02732 Specifications

Final Backfill - All Pipe: Final backfill shall be suitable native material, placed and
compacted in layers not to exceed 12 inches. No rocks, boulders, or stones shall
be included in the backfill material for at least two (2) feet above the top of the
pipe. In traffic areas the final backfill shall be placed and compacted in 6 inch
layers. Backfill shall be of such density as to ensure no settlement of the trench.
Should any sewer trench exhibit settlement, the Contractor shall correct the
deficiency to the complete satisfaction of the Town. Where the sewer pipe is
placed in public roads the backfill shall be compacted to at least 95% standard
density as measured by AASTHO Method T-99. Where deemed necessary, the
Town may require compaction tests on backfill placed under State roads or other
public roads. The cost for such tests shall be borne by the Contractor or
Developer.
3.6 INSTALLATION - STEEL CASING PIPES BY BORING AND JACKING
Steel casing pipe to be installed by simultaneous boring and jacking shall be constructed
to the required standards of the NCDOT as applicable. Approval for crossing
DOT road shall be obtained prior to construction.
For railroad crossings, the construction requirements shall conform to the requirements of
the affected railway company. Approval for crossing railroad shall be obtained
prior to construction.
The project drawings shall show a plan and profile for each casing pipe to be installed.
The plan shall clearly note the casing pipe wall thickness and length.
For railroad crossings, the Contractor shall be certain that a proper license agreement has
been obtained and that any special insurance requirements are complied with.
3.7 CUTTING AND REPLACING EXISTING PAVEMENT
Open -cut of existing bituminous pavement may be permitted on Town streets and/or
designated State maintained roads. Where bituminous pavements are open -cut,
the pavement shall be restored with pavement replacement conforming to the
detail shown on the approved drawings.
Prior to open cutting of the roadway, approval by the Town and/or NCDOT must be
obtained in writing.
Open -cut of concrete pavement may also be permitted where required at existing private
driveways.
Concrete pavement shall be restored with pavement replacement conforming to the
standard detail and to the complete satisfaction of the affected property owner.
The pavement shall be cut to true neat lines, with cutting equipment as may be approved
02732 Specifications

by the Town's Engineering Representative, and in such a manner as not to
damage the pavement outside the cutting line. The cut pavement shall be broken
up as necessary and removed from site before trench excavation is begun to
prevent its being mixed with the excavated material to be used for backfill. The
edge of the pavement cut shall be at least 12 inches beyond the edge of the trench
line.
Specifications previously presented relative to excavation, bedding, and backfilling shall
apply with special care taken to ensure that backfill material is of select quality,
and is placed and compacted in shallow 6-inch lifts.
After completion of the trenching and pipe laying operations, the backfill shall be brought
to the required subgrade depth, from which point the remaining depth (8" - 12")
shall be backfilled with Aggregate Base Course (Al), compacted in two lifts. The
base course shall remain for a minimum of four (4) days prior to placement of
paving, so as to allow for further natural settlement that may result from normal
traffic.
When final settlement is obtained, a portion of the ABC shall be removed as required to
accommodate the final pavement section.
All materials and pavement placement methods shall be in a strict accordance with the
requirement of the NC DOT - Standard Specifications for Roads & Structures,
latest edition.
Black base - type HB shall be used in lieu of ABC, if required by the NC DOT.
3.8 FIELD QUALITY CONTROL
Contractor to request Town's inspection prior to and immediately after placing bedding.
Compaction testing will be performed in accordance with ASTM D1557.
The Town may re -inspect the line at any time prior to final acceptance if any damage or
displacement is suspected to have occurred subsequent to the initial inspection.
Pressure And Leakage Tests - Force Mains:
General: Furnish all materials, labor, equipment, and laboratory testing. Notify
Town 48 hours prior to performing any tests.
After the pipe has been laid and backfilled or partially backfilled, each valved
section of pipeline shall be subjected to hydrostatic and leakage tests in
accordance with the applicable requirements of AWWA C600 for ductile -
iron pipe and AWWA C605 for PVC pipe.
Before applying the test, all air shall be expelled from the pipe. Each valved
section of the pipe shall be slowly filled with water and the specified test
02732 Specifications

pressure shall be applied by means of a pump connected to the pipe in a
satisfactory manner. The Owner's Representative shall witness all tests.
Test pressure for the pipeline shall be 200 psi as measured at the lowest elevation,
if the material used is ductile iron pipe. For pipelines constructed of PVC
pipe or a mixture of PVC pipe and ductile iron pipe, the test pressure for
the pipelines shall be 160 psi. In neither case shall the test pressure be less
than 1.5 times the working pressure within the system. Test pressures
shall be applied for a minimum duration of 2 hours.
The pressure gauge used in the hydrostatic test shall be calibrated in increments of
10 psi or less.
At the end of the test period, the leakage shall be measured with an accurate water
meter.
For low pressure sewer applications which terminate at a manhole in the lake,
zero leakage is allowed.
No pipe installation shall be accepted if leakage is greater than that determined for
mechanical and push -on joint pipe in AWWA C600, Section 4.1.6.
Defective pipe, joints, fittings, valves, accessories, or workmanship shall
be removed or corrected. Tests shall be repeated until satisfactory to the
Engineer
If tests indicate Work does not meet specified requirements, remove Work, replace and
retest at no cost to Owner or Town.
3.9 PROTECTION
Protect pipe and aggregate cover from damage or displacement until backfilling operation
is in progress.
END OF SECTION
02732 Specifications

SECTION 02923
LANDSCAPE GRADING
PART1 GENERAL
1.1 SECTION INCLUDES
A. Final grade topsoil for finish landscaping.
1.2 RELATED SECTIONS
A.
Section 02205 - Soil Materials.
B.
Section 02211 - Rough Grading.
C.
Section 02223 - Backfilling.
D.
Section 02225 - Trenching.
E.
Section 02936 - Seeding.
PART
PRODUCTS
2.1 MATERIAL
A. Topsoil: Fill Type S3, S4 or S5 as specified in Section 02205.
PART 3 EXECUTION
3.1 EXAMINATION
A. Verify building and trench backfilling have been inspected.
B. Verify substrate base has been contoured and compacted.
3.2 SUBSTRATE PREPARATION
A. Eliminate uneven areas and low spots.
B. Remove debris, roots, branches, stones, in excess of 1 inch in size. Remove
subsoil contaminated with petroleum products.
C. Scarify surface to depth of 3 inches where topsoil is scheduled. Scarify in areas
where equipment used for hauling and spreading topsoil has compacted subsoil.
3.3 PLACING TOPSOIL
02923 - 1 Specifications

A. Place topsoil in areas where seeding is required. Place topsoil during dry weather.
B. Fine grade topsoil to eliminate rough or low areas. Maintain profiles and contour
of subgrade.
C. Remove roots, weeds, rocks, and foreign material while spreading.
D. Manually spread topsoil close to plant life, buildings, and other structures to
prevent damage.
E. Lightly compact placed topsoil.
F. Remove surplus subsoil and topsoil from site.
G. Leave stockpile area and site clean and raked, ready to receive landscaping.
3.4 TOLERANCES
A. Top of Topsoil: Plus or minus 1/2 inch.
3.5 PROTECTION
A. Protect landscaping and other features remaining as final work.
B. Protect existing structures, fences, sidewalks, utilities, paving, and curbs.
END OF SECTION
02923 - 2 Specifications

SECTION 02936
SEEDING
PART4 GENERAL
4.1 SECTION INCLUDES
A. Preparation of subsoil.
B. Placing topsoil.
C. Seeding, Hydroseeding, mulching and fertilizer.
D. Maintenance.
4.2 RELATED SECTIONS
A. Section 02205 - Soil Materials: Topsoil material.
B. Section 02223 - Backfilling: Rough grading of site.
C. Section 02225 - Trenching: Rough grading over cut.
4.3 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Grassed Areas:
1. Basis of Measurement: By the acre.
2. Basis of Payment: Includes preparation of topsoil, and seeding, and
maintenance until full growth achieved.
4.4 REFERENCES
A. FS O-F-241 - Fertilizers, Mixed, Commercial.
4.5 DEFINITIONS
A. Weeds: Include Dandelion, Jimsonweed, Quack grass, Horsetail, Morning Glory,
Rush Grass, Mustard, Lambs quarter, Chickweed, Cress, Crabgrass, Canadian
Thistle, Nutgrass, Poison Oak, Blackberry, Tansy Ragwort, Bermuda Grass,
Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will, Bindweed, Bent Grass, Wild
Garlic, Perennial Sorrel, and Brome Grass.
4.6 MAINTENANCE DATA
A. Maintenance Data: Include maintenance instructions, cutting method and
maximum grass height; types, application frequency, and recommended coverage
of fertilizer.
02936-1 Specifications

4.7 QUALITY ASSURANCE
A. Provide seed mixture in containers showing percentage of seed mix, year of
production, net weight, date of packaging, and location of packaging.
4.8 REGULATORY REQUIREMENTS
A. Comply with regulatory agencies for fertilizer and] herbicide composition.
4.9 DELIVERY, STORAGE, AND HANDLING
A. Deliver grass seed mixture in sealed containers. Seed in damaged packaging is
not acceptable.
B. Deliver fertilized in waterproof bags showing weight, chemical analysis, and
name of manufacturer.
4.10 COORDINATION
A. Coordinate with installation of underground sprinkler system piping and watering
heads.
4.11 MAINTENANCE SERVICE
A. Maintain seeded areas immediately after placement until grass is well established
and exhibits a vigorous growing condition cuttings.
PARTS PRODUCTS
5.1 SEED REQUIREMENTS
A. Tall Fescue: 200 lbs/acre.
B. Kentucky Blue Grass: 20 lbs/acre.
C. Rye: 40lbs/acre.
5.2 SOIL MATERIALS
A. Topsoil: Excavated from site and free of weeds.
5.3 ACCESSORIES
A. Mulching Material: Oat or wheat straw, free from weeds, foreign matter
detrimental to plant life, and dry. Hay or chopped cornstalks are not acceptable.
Use 400 lbs/acre.
B. Fertilizer: Recommended for grass, with fifty percent of the elements derived
02936-2 Specifications

from organic sources; of proportion necessary to eliminate any deficiencies of
topsoil. Use 1200 lbs/acre.
C. Lime: Use 4000 lbs/acre.
PART 6 EXECUTION
6.1 EXAMINATION
A. Verify that prepared soil base is ready to receive the work of this Section.
6.2 PREPARATION OF SUBSOIL
A. Prepare sub -soil to eliminate uneven areas and low spots. Maintain lines, levels,
profiles and contours. Make changes in grade gradual. Blend slopes into level
areas.
B. Remove foreign materials, weeds and undesirable plants and their roots. Remove
contaminated sub -soil.
C. Scarify subsoil to a depth of 3 inches where topsoil is to be placed. Repeat
cultivation in areas where equipment, used for hauling and spreading topsoil, has
compacted sub -soil.
6.3 PLACING TOPSOIL
A. Spread topsoil to a minimum depth of 8 inches over area to be seeded. Rake until
smooth.
B. Place topsoil during dry weather and on dry unfrozen subgrade.
C. Remove vegetable matter and foreign non -organic material from topsoil while
spreading.
D. Grade topsoil to eliminate rough, low or soft areas, and to ensure positive
drainage.
E. Install edging at periphery of seeded areas in straight lines to consistent depth.
6.4 FERTILIZING
A. Apply fertilizer at a rate of 4000 lbs/acre.
B. Apply after smooth raking of topsoil and prior to roller compaction.
C. Do not apply fertilizer at same time or with same machine as will be used to apply
seed.
D. Mix thoroughly into upper 2 inches of topsoil.
02936-3 Specifications

E. Lightly water to aid the dissipation of fertilizer.
6.5 SEEDING
A. Apply seed, at the rates identified in Part 2.2 of this section, in two intersecting
directions. Rake in lightly.
B. Do not seed areas in excess of that which can be mulched on same day.
C. Do not sow immediately following rain, when ground is too dry, or during windy
periods.
D. Roll seeded area with roller not exceeding 112 lbs.
E. Immediately following seeding and compacting, apply mulch to a thickness of 1/8
inches. Maintain clear of shrubs and trees.
F. Apply water with a fine spray immediately after each area has been mulched.
Saturate to 4 inches of soil.
6.6 HYDROSEEDING
A. Apply seeded slurry with a hydraulic seeder at a rate to be approved by Engineer
evenly in two intersecting directions.
B. Do not hydroseed area in excess of that which can be mulched on same day.
C. Immediately following seeding, apply mulch to a thickness of 1/8 inches.
Maintain clear of shrubs and trees.
D. Apply water with a fine spray immediately after each area has been mulched.
Saturate to 4 inches of soil.
6.7 SEED PROTECTION
A. Identify seeded areas with stakes and string around area periphery. Set string
height to 6 inches.
B. Cover seeded slopes where grade is 4 inches per foot or greater with erosion
fabric. Roll fabric onto slopes without stretching or pulling.
C. Lay fabric smoothly on surface, bury top end of each section in 6 inch deep
excavated topsoil trench. Provide 12 inch overlap of adjacent rolls. Backfill
trench and rake smooth, level with adjacent soil.
D. Secure outside edges and overlaps at 36 inch intervals with stakes.
E. Lightly dress slopes with topsoil to ensure close contact between fabric and soil.
02936-4 Specifications

F. At sides of ditches, lay fabric laps in direction of water flow. Lap ends and edges
minimum 6 inches.
6.8 MAINTENANCE
A. Mow grass at regular intervals to maintain at a maximum height of 2-1/2 inches.
Do not cut more than 1/3 of grass blade at any one mowing.
B. Neatly trim edges and hand clip where necessary.
C. Immediately remove clippings after mowing and trimming.
D. Water to prevent grass and soil from drying out.
E. Roll surface to remove minor depressions or irregularities.
F. Control growth of weeds. Apply herbicides in accordance with manufacturer's
instructions. Remedy damage resulting from improper use of herbicides.
G. Immediately reseed areas which show bare spots.
H. Protect seeded areas with warning signs during maintenance period.
END OF SECTION
02936-5 Specifications

BARNEE;
wvvw.cranepumps.com
Series 3SEV-L
2" Spherical Solids Handling
Vortex, Single Seal
M�NUI HI OME I F— IV', 2" & 3" Discharge
DISCHARGE ---------------------------Y
NPT, Female, Vertical, Balt-0n Flange
LIQUID TEMPERATURE--------
1C4-F{4(I•C)Conti nuous
VOLUrrE ..........................
Cast Iron ASTM A-48, Class W
MOTOR HOUSING
Cas[ Iron ASTM A-413, Class 3C
SEAL PLATE
Cast Iron ASTM A-413, Class W
IMPELLER: Desrcgn... —.... ---
Vortex, Dpen, with pump out vanes on
back side. Dynamicalb/ balanced, ISO GF.:
Material ----------
Cast Iron ASTM A-413, Class 30
SHAFT--------------------------------418
Stainless Steel
SQUARE RINGS--...-------------
Buna-N
HARDWARE -----------------------
300 Series Stainless Steel
PAINT ...........................
Air Dry Enamel
SEAL: Design --- -----------
Single Mechanical
Materraf
CarhonlCerarniaBuna-N
Hardware -31)C Series Stai nless
CORD ENTRY-----------------
15 f - (5m) Card with plug on 120 4DIt &
-5 HP, 24D va k 1 phase- ❑uiok cc nnect
custom mDlded for sealing and strain re a
SPEED
1750 & 345D RPM (Narninal)
UPPER BEARING
Single RDw, Ball, Oil lubricated
Load...-------------
Radial
LOWER BEARING..-------------
Single RDw, Ball, Oil lubricated
Load...-------------
Radial & Thrust
MOTOR: Design --- — ---- —___
NEMA L-Single Phase, NEMA B -Three
phase Torque Curve, Oil Filled, Squirrel
Cage Induction
MsulaSon ........
Class B
SINGLE PHASE--_-_------------
Permanent Split Capacitor (PSC)
Includes Overload Protection in Motor
THREE PHASE----------------
200-240J4130 is Tri-Valtage. CCOV.
Requires OveriDad Protection to be
included in oantrol panel
OPTIONAL EGUIPMENT -.... .---
Seal Material, Im pel ler 7ri ms, Additional
cord, Normally CIDsed Temperature Sensors with card for 3 phase pumps
{Requires relay in control panel},
CRANE
A Crane Co ComPenY
PUMPS & SYSTEMS
Series: 3SEV-L
0.5, 0.75 & COW,
1750 & 3450RPM, 60Ha
mE�r�Eu
+a
CGOUS
CSA 108
UL TTS
LR]656T
Sample Specifications: Section 1 Page 8_
DESCRIPTION:
SUBMERSIBLE NON -CLOG SEWAGE �� "_
DESIGNED FOR TYPICAL RAW SEWAGE
APPLICATIONS
USA: [phone] • Canada: (905)457A223 • Intemalianal: [phone]
SECTF-iN n
PAGE 43
DATE W0d
Specifications

Series 3SEV--L
2" Spherical Solids Handling
Vortex, Single Seal
BARNE9
w w.cranlepumps.con)
13z", 2" 3„ Discharge
MEh1U HOME
18OManual
Irdles
I
1223�
l
I
fit°]
MODEL NO
PART NO
NP
VOLTYPIM
Nx
RPM
HEMA
FULL
LOCKED
CORD
CORD
CORD
lHomj
START
LOAD
ROTOR
Size
Try PE
O.D
CODE
AMPS
AMPS
mrah IrwnI
3SEV514L
104244
0-5
12011
60
1750
F
12.0
21.3
W3
SHCW
0.375 .8
3SEV524L
104945
fl.5
24DA
60
1750
J
5.3
14.9
14f3
Slow
0.530 13.5;
3SEV594L
104946
fl.5
200-24112
60
17M
NIL
3.713.8
9.9+11.fl
14A
Slow
0.570 14.5;
3SEV544L
104947
fl_5
4Bn13
on
1750
K
1.9
5.3
14A
SOW
0.570�14.5';
3SEV554L
104948
fl_5
6DIS
on
1750
H
1.4
3.4
14A
I SOW
0.570 14.5;
3SEV724L
104954
0.75
24011
on
1750
K
7.1
25.8
14.3
SOW
0.530 13.5;
3SEV794L
104955
0.75
200-24013
60
1750
H.K
4.9+4.6
13.7115A
14A
SOW
0.570 14.5:
3SEV744L
104956
0.75
4BIS
60
1750
K
2.3
7.7
14A
SOW
0.570 14.5:
3SEV754L
104957
0.75
80n13
60
1750
L
1.6
72
14A
Slow
0.570 14.5
3SEV1094L
104963
1.0
200-24013
60
1750
EIH
5.3Y5.1
13.7115A
W3
SOW
0.570 14.5
E
2
1 0
B.
0
175Q
2.5 .....
7-7
14
45
3SEV1054L
104265
1.0
600.S
60
17M
J
2.2
72
14A
SOW
0.570 14.5
3SEV512L'
104992
0.5
12011
60
34M
G
12.d
24.6
14n
SHOW
0.375 (9.5l
3SEV522L
104903
0.5
24DA
60
34M
E
8.0
10.2
1V3
SOW
0.530 13.5:
3SEV592L
1C49B4
0.5
20D-2402
60
34M
Pht
5.BI5.3
19.WBA
14.14
SOW
0.570(14.5:
3SEV542L
104906
0.5
4B013
60
34M
R
2.8
9.1
14.14
SOW
0.570(14.5;
SSEV552L
104907
0.5
00n13
Bn
34M
T
2.1
&7
14.14
SOW
0.570 14.5:
3SEV1022L
105004
1A
24DA
60
34M
F
10.7
21.8
14.3
SOW
0.530(13.5:
3SEV1092L
105005
1A
260-2402
60
34M
Hb'J
7.917.5
19.W19A
14A
SOW
0.570(14.5:
3SEV1042L
1OW07
1Al
413013
60
24M
J
3.7
0-1
14F4
SOW
0.570(14.5'.
3SEV1052L
10500E
1-n
60013
60
34M
L
2.9
0-7
1414
SOW
0'S70114.?''
OPTIONAL-TemperaWm sensor card for phase models is 145 SOW.
0.5M (I15mInj O.O.
;'( Pump is CSA listed ONLY
IMPORTANT'
1.} PUMP MAY 9E C:=- ==
=" .
=XTENDED PERIODS
WITHOUT DAMAGE
TO
MOTOR AN WOR SEAL.;.
2.} THIS PUMP ID = =_ _ : _ _ --° ' : '--OSEAPPUCATIONS
SPECIFIEDAS
CLh. S I DMSION 11 RAZAR64N3 LOCATIOhZ.
S.} TH13 PUMP IO N-:7-= : =_ -TE =0R
THOSEAPPLICATIONS SPECIFIEDAS CLAW I DIVISION I
HA,�.POOvv ! •,vATIONS.
=.) INSTALLJkTIONS SJC- - ::
`-:.;IATrVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUk- E--.: - - _'.-'.' !vT BE INSTALLED INACDCRDA 4.:
WITH THE NATICNA.-=_=--T=CCODE
ANSUNFPAMANOn]R
THEAUTHORITY HAVING JURISDICTI:.j\
Ti-- =-V D Q AOT INTENDED
FOR USE IN
SWN WNG POOLS, REC RE47ICNAL WATER PWKS, CR NSTAUXHONS IN W HIC H HUMAN CONTACT WWTH PUM=ED MEDIA IS A COMMDN OCCURRENCE.
SECTION 18
PAGE 44
DATE 6l04
CRANE.
PUMPS & SYSTEMS
A Crane Co. Cornpany USA: [phone]- • Canada: (DD5) 457-13223 - International: [phone]E
Specifications

BARNE9Series EII-L
Performance Curve
www.cranepumps.com 0_5, 0.75 & 1 _DHP, 17SORPM, 60Hz
MENl! H�}ME ao Manual ? s", 2" & 3" Discharge
-MT► L I HEA.; noes
METERS rEEI T��'
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STANDARD IMPELLER SIZES
Pump HP
I rrael Ier Dla.
0.75
9,00 (152)
1,00
6,75 (172)
SPrvlce Facicr;
1.85
ulgdg18AA
STANDARD IMPELLER SIZES
Pump HP IMPeller Dla,
0.50' S,37 (137)
( ) These curves fo,.5HP ONLY
Slarvloo F actor: 1.86
U.S. GALLONS 54 100 150 200 250
PER MINUTE
LITERS PER SECOND 2 6 $ 10 12 14 ifi
Testing is performed with water, specific gravity 111 Q CE° F @ (20"Q, other fluids may vary performance
CRAM E PUMPS & SYSTEMS SECTION 1B
PAG E 45
R DATE 6Ad
A Crane Co. Company USA: (1)37) 778-0M7 • Canada: (905) 457A223 • Internalional= (937)61 Fr3598
Specifications