WQ0029945_More Information Received_20240709

Initial Review
Reviewer
nathaniel.thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * WQ0029945
Applicant/Permittee Onslow Water and Sewer Authority
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
...................................................................................................................................................................................................................................................................................... ... ... ... ... ... .. ... ... ... ... ..
Name* Genevieve B. Versteeg
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
919-828-0531
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0029945
Has Current Existing permit number
Applicant/Permittee Address*
228 Georgetown Road, Jacksonville, NC 28540-4146
Facility Name*
Summerhouse Wastewater Reclamation WWTP
Please provide comments/notes on your current submittal below.
This is a major permit modification for the Summerhouse Wastewater Reclamation Facility in Onslow County.
This modification is required for the "SE Area WW Capacity Improvements, Contract 1 — Transmission System (SRP-W-ARP-0189)" project, which is
ARPA-funded.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
240624_SH ND Major Modification_ONWASA_FULL.pdf 69.89MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
Submission Date 7/8/2024

\1 ooten
June 24, 2024
Mr. Erick Saunders
Environmental Engineer III
NC DEQ/Division of Water Resources/Permitting
512 N. Salisbury Street
Raleigh, NC 27604
120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
Re: Response to Additional Information Request
Summerhouse WRF Major Modification to Non -Discharge Permit No. WQ0029945
Onslow Water and Sewer Authority (ONWASA)
Dear Mr. Saunders:
We received your request for additional information (dated June 6, 2024) on the Major Modification
application to the Non -Discharge Permit for the Summerhouse Water Reclamation Facility (WQ0029945),
which we submitted on March 27, 2024, for SE Area WW Capacity Improvements, Contract 1 —
Transmission System (SRP-W-ARP-0189). Please find attached the following:
• Signature Authority Designation (NDSDAL) Letter.
• Updated HRIS 06-16 Form.
• Updated Engineering Plans showing the reclaimed water pump station and its 8-inch treated effluent
force main.
• Relevant Specifications for the reclaimed water pump station and its 8-inch treated effluent force
main.
Responses to your additional information request are provided below:
A. Overall:
1. The 8-inch effluent force main on parcel 747-13.75 which contains the storage lagoon and spray
fields associated with the Holly Ridge WWTP (Permit No. WQ0019907) permit shall be permitted
in that application because it is adding flow and a new source to that facility. The 8-inch line
permitted in this application shall terminate at the property line for this parcel. A response to this
item is not needed.
Noted.
B. Cover Letter:
1. No comments.
Noted.
C. Application Fee:
1. No comments.
Noted.
TheWootenCompany.com rj �"'v 4 DESIGNING THE FUTURE ►

Page 2 of 5
D. Application (Form: WWIS 06-16):
1. The signature authority in Item I.3. Mr. Jeffrey T. Lohr is not listed in our system as an authorized
signature authority to sign on behalf ofthe Permittee. In accordance with 15A NCAC 02T .0I06(a),
permit applications shall be signed by a principal executive officer of at least the level of vice
president or other authorized employee. To meet permit application submission requirements, one
of the following actions shall be taken:
a. Provide an updated application form signed by an authorized permission pursuant to 02T
.0106(b).
b. Mr. Lohr shall be provided authority to sign permit applications in accordance with 15A NCAC
02T .0106(c). This delegation of authority shall be provided in writing to the Division by an
authorized person, in this case a principal executive officer of at least the level of vice president
pursuant to 02T .0106(b). A copy of a signature authority delegation letter is provided with
this letter.
See the attached Signature Authority Designation Letter, delegating authority to Jeffrey Lohr for
signing and certifying the Holly Ridge WWTF and Summerhouse WRF non -discharge permit
modification applications.
2. The pump mechanical equipment information in Item V.1 Le was not completed for the new
reclaimed water pumps. Please provide this information in an updated HRIS form.
Part V.I Le was updated to include the information for the new reclaimed water pumps, which will
replace the existing pumps at the reclaimed water pump station located at the Summerhouse WRF.
The revised HRIS form is included with this submittal.
E. Property Ownership Documentation:
1. No comments.
Noted.
F.
Setback Waivers:
1. N/A.
Noted.
G.
Soil Evaluation:
1. N/A.
H.
Auronomist Evaluation:
1. N/A.
\'')!,'Ij
I.
Hvdroeeoloi!ic Report:
1. N/A.
Noted.

Page 3 of 5
J. Water Balance:
1. N/A.
Noted.
K. Engineering Plans:
The engineering plans provided are the full Contract 1 bid plans which include certain items not
covered in this modification, such as the two new raw wastewater influent pump stations at this
facility and the Holly Ridge WWTP (WQ0019907), and the new 12-inch and 18-inch force mains
for raw wastewater transmission. As the Non -Discharge Branch will approve a certain plan set for
construction, the final engineering plans shall only contain the items that are being modified in the
application. Please update the plans to include only relevant information to this application,
including the changes at the existing reclaimed water pump station and the 8-inch treated effluent
line up to parcel 747-13.75.
Please note that this plan set shall be different than the one submitted to the Division of Water
Infrastructure, and any changes in this plan set may not change the plan set submitted to their group.
The plan drawings submitted with this application only include the relevant pages for the 8-inch
treated effluent line. For those drawings that include relevant and non -relevant information, red
boxes were used to distinguish the relevant information from the non -relevant information. The
relevant 8-inch effluent line drawings only include the segments of the force main that lie outside
the property boundary of the Holly Ridge sprayfields. The relevant drawings for the segments of
the force main that lie within the property were submitted with the revised drawings for the Holly
Ridge WWTF non -discharge permit application.
There are several 90-degree bends braced by restrained joint piping depicted on Sheets C-2.03, C-
2.04 and C-2.09. Please provide an explanation demonstrating that restrained joint pipe is
satisfactory in lieu of thrust blocking.
See Note 14 on Sheet C-0.02. While not specifically called out on those sheets, thrust blocking is
required to be used at the fittings of the restrained joint segments. Sheet C-2.09 was removed (see
response to Item K.1).
L. Specifications:
1. See Item A. 1.
Only relevant sections of the technical specifications (i.e., those that apply to the reclaimed water
pump station and its 8-inch treated effluent force main) are included in this revised application. On
pages which include relevant information and non -relevant information, the relevant information
was highlighted in yellow to distinguish it from non -relevant information.
2. See Item K.2. Any equipment specifications for the raw wastewater pump stations and force main
shall be removed.
See response to Item L.1.
M. Engineerine Calculations:
1. No comments.
Noted.
N. Site Map:
1. No comments.
Noted.

Page 4 of 5
O. Power Reliabilitv Plan:
1. No comments.
Noted.
P. ODeration & Maintenance (O&M) Plan:
1. No comments.
Noted.
Q. Residuals Mana6ement Plan:
1. N/A.
Noted.
R. Additional Documentation:
➢ Certificate of Public Convenience and Necessity:
1. N/A.
Noted.
➢ Existing Permit:
1. No comments.
Noted.
➢ Final Environmental Document:
1. N/A.
Noted.
➢ Floodway Regulation Compliance:
1. No comments.
Noted.
➢ Operational Agreement:
1. N/A.
Noted.
➢ Threatened or Endangered Aquatic Species Documentation:
1. No comments.
Noted.
➢ Wastewater Chemical Analysis:
1. N/A.
Noted.
Please let me know if you have any questions or would like to discuss this matter.

Page 5 of 5
Sincerely,
THE WOOTEN COMPANY
i
Carl Scharfe, PE.
Senior Process Engineer/Project Manager
cc: Jeffrey Lohr, Onslow County Water and Sewer Authority (ON WASA) Chief of Engineering

June 17, 2024
NC Department of Environmental Quality
Division of Water Resources
Non -Discharge Permitting Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Subject: Permits No. WQ0019907 and WQ0029945
Signature Authority Designation
Holly Ridge WWTF and Summerhouse WRF
Other Non -Discharge Wastewater System
Onslow County
To Whom It May Concern:
N
c•
O N WASA
onwasa.com
228 Georgetown Rd
Jacksonville, NC 28540
[phone]
As an appropriate signing official for Onslow Water and Sewer Authoritv (ONWASA), as designated by
15A NCAC 02T .0106, I hereby delegate authority to sign and certify all permit applications, reports or
other permit -related documents to the following staff for the following permit numbers.
Position Person Currently in Position Permit Tvae or Permit
N..... hn.-
Chief of Engineering Jeffrey T. Lohr, PE W00019907
WQ0029945
The Onslow Water and Sewer Authority appreciates your consideration of this request. If you have any
questions, please feel free to contact:
Perm iee/Applicant Name: Frankv J. Howard
Title: Chief Executive Officer
Complete Mailing Address: 228 Georgetown Road
City: Jacksonville State: NC Zip: 28540
Telephone Number: [phone] Facsimile Number: [phone]
Sincerely,

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

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

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
❑ Per 15A NCAC 02T .0704(e). the Hvdro2eolo2ic Investigation and RenortinR Policv, the Groundwater Modeling Policv and
the Performance and Analvsis of Aauifer Slue Tests and Pumninz Tests Policv, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the infiltration areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, of the site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified infiltration sites, changes in flow or changes in storage):
❑ Per the Water Balance Calculation Policv. submit information clearly demonstrating that the effluent can be assimilated
regardless of precipitation events or temperature, and there are no crop or equipment maintenance issues that would necessitate
storage.
OR
❑ Per 15A NCAC 02T .0704(k) and the Water Balance Calculation Policv. submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
❑ At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
❑ Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure high -rate infiltration does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of infiltration for crop removal.
NOTE — High -Rate Infiltration Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
L Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0704(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
❑ A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
❑ A hydraulic profile from the treatment plant headworks to the highest infiltration point.
❑ The high -rate infiltration area with an overlay of the suitable infiltration areas depicted in the Soil Evaluation.
❑ For non -basins, each nozzle/emitter and its wetted area influence and each infiltration zone labeled as it will be operated.
❑ For non -basins, locations within the infiltration system of air releases, drains, control valves, highest infiltration
nozzle/emitter, etc.
❑ For non -basin automated infiltration systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR FORM: HRIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

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

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

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

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0700 — HIGH -RATE INFILTRATION SYSTEMS
Division of Water Resources FORM: HRIS 06-16
L APPLICANT INFORMATION:
1. Applicant's name: Onslow County Water and Sewer Authoritv (ONWASA)
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ® Municipal ❑ County
3. Signature authority's name: Jeffrev T. Lohr. PE per 15A NCAC 02T .0106(b) Title: Chief of Enaineerina
4. Applicant's mailing address: 228 Georaetown Road
City: Jacksonville State: NC Zip: 28540-4146
5. Applicant's contact information:
Phone number: [phone] Email Address: jlohr(&onwasa.com
IL FACILITY INFORMATION:
1. Facility name: Summerhouse Wastewater Reclamation Facilitv
2. Facility status: Existing
3. Facility type: Major (> 10.000 GPD or> 300 disposal acres)
4. Facility's physical address: 351 Holly Ridae Road
City: Hollv Ridae State: NC Zip: 28445- County: Onslow
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.495803' Longitude:-77.23725'
Datum: Unknown Level of accuracy: Unknown Method of measurement: Address matching
6. USGS Map Name: USGS Tonoaranhic Man
III. CONSULTANT INFORMATION:
1. Professional Engineer: Carl Scharfe.PE License Number: 040525 Firm: The Wooten Comnanv
Mailing address: 120 N. Bovlan Avenue
City: Raleigh State: NC Zip: 27603-1423
Phone number: [phone] Email Address: cscharfe(athewootencomnanv.com
2. Soil Scientist: N/A License Number: Firm:
Mailing address:
City:
State:
Zip: -
Phone number: (_)
=
Email Address:
3. Geologist: NA
License Number: Firm:
Mailing address:
City:
State:
Zip: -
Phone number: (_)
=
Email Address:
4. Agronomist: NA
Firm:
Mailing address:
City:
State:
Zip: -
Phone number: (_)
=
Email Address:
FORM: HRIS 06-16 Page 1 of 13

IV.
GENERAL REQUIREMENTS — 15A NCAC 02T .0100:
1. Application type: ❑ New ® Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ0029945 and most recent issuance date: March 1.2024
2. Application fee: $395 - Standard - Major Facilitv - Major Mod
3. Does this project utilize public monies or lands? ® Yes or ❑ No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ® No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification Date Date Permit/Certification Agency Reviewer
Submitted Approved Number
Collection Svstem (O > 200.000 GPD) See Attachment
Dam Safetv
Erosion & Sedimentation Control Plan
Nationwide 12 / Section 404
Pretreatment
Sewer Svstem
Stormwater Management Plan
Wetlands 401
Other:
5. What is the wastewater type? ❑ Domestic or ] Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted'? ❑ Yes or ❑ No
6. Wastewater flow: N/A GPD
Limited by: ❑ Treatment, ❑ Storage, ❑ Field/Basin Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ❑ Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes or ❑ No
Establishment Type Daily Design Flow a No. of Units Flow
N/A N/A gal/ N/A N/A GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total N/A GPD
a See 15A NCAC 02T .0114(b). (d). (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: HRIS 06-16 Page 2 of 13

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 11 feet mean sea level. Source: DFIRM NC 3720425700K
Are any treatment, storage or infiltration facilities located within the 100-year flood plain? ❑ Yes or ® No
I� If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with & 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Pro P-ram? ❑ Yes or ® No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed:
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name Status Latitude a Longitude a Gradient Location
MW-1 Active 34.5160000-77.5010000 UD Gradient Inside ComDliance Bound
MW-2 Active 34.5110000-77.4960000 Cross Gradient On Review Boundary
MW-3 Active 34.5060000-77.4970000 Down Gradient Inside Review Boundary
MW-4 Active 34.5060000-77.5020000 Cross Gradient Inside Review Boundary
Select 0- 0Select Select
Select 0- 0Select Select
Select 0- 0Select Select
Select 0- 0Select Select
Select 0- 0Select Select
Select 0- 0Select Select
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest 10 minutes Method of measurement:
Conversion from state coordinate Dlane
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a DOVeIODer's ODerational Agreement (FORM: DEV) been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.6B? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: HRIS 06-16 Page 3 of 13

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

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit No. of Manufacturer or Dimensions (ft) / Volume Plan Sheet Specification
Units Material Spacings (in) (gallons) Reference Reference
Select
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of Manufacturer or Dimensions (ft) Volume Plan Sheet Specification
Units Material (gallons) Reference Reference
Select
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of Manufacturer or Dimensions (ft) Volume Plan Sheet Specification
Units Material (gallons) Reference Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of Manufacturer or Dimensions (ft) Volume Plan Sheet Specification
Units Material (gallons) Reference Reference
Select
Select
FORM: HRIS 06-16 Page 5 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
e. PUMPS
Location No. of purpose Manufacturer / Capacity Plan Sheet Specification
Pumps Type GPM TDH Reference Reference
Pump treated effluent
Reclaimed Water from the
Pump Station 2 Summerhouse WRF Wilo / Submersible 400 56 PS-2.6 11307
to the Holly Ridge
sprayfields
f. BLOWERS
Location No. of Blowers Units Served Manufacturer /
Type
g. MIXERS
Location No. of Units Served Manufacturer /
Mixers Type
h. RECORDING DEVICES & RELIABILITY
Device No. of Location Manufacturer
Units
Select
Select
Select
Select
i. EFFLUENT PUMP / DOSING TANK (IF APPLICABLE):
Capacity Plan Sheet Specification
(CFM) Reference Reference
Power Plan Sheet Specification
(hp) Reference Reference
Maximum Plan Sheet Specification
Capacity Reference Reference
FORM: HRIS 06-16 Page 6 of 13

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

VI. EARTHEN STORAGE IMPOUNDMENT DESIGN CRITERIA — 15A NCAC 02T .0705:
IF MORE THAN ONE IMPOUNDMENT. PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 0Longitude: - °
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft2, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-' cm/s? ❑ Yes, or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
❑ Clay ❑ Synthetic
❑ Other ❑ Unlined
Top of embankment elevation:
ft
Liner hydraulic conductivity:
x - cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft,gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft, gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
The storage pond at the Holly
Plan Sheet Reference:
Ridge Sprayfields already
exists. There are no proposed
Freeboard elevation water surface area:
ft,
changes to this storage pond.
Specification Section:
Bottom of impoundment surface area:
ft,
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two
foot
freeboard elevation.
FORM: HRIS 06-16 Page 8 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705:
1. Provide the minimum depth to the seasonal high water table within the infiltration area: 1 foot
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
infiltration area? ❑ Yes or ® No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Basins/Fields Recommended Recommended Recommended Annual / If Seasonal, list
Soil Series within Soil Loading Rate Loading Rate Loading Rate Seasonal appropriate
Series (in/hr) (in/yr) (GPD/ft2) Loading months
Goldsboro
fine sandy
loam, 0 to Field 2B N/A N/A N/A Annual N/A
2% slopes
(GoA
Leon fine Field 1 N/A N/A N/A Annual N/A
sand (Ln)
Pactolus Fields 2A &
fine sand 3 N/A N/A N/A Annual N/A
(Pa)
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0705(m)?
5. How does the Applicant propose to prohibit public access to the infiltration facilities? The annlicant nronoses leaving the
access to the irritation sysstem as currently is.
6. Has the infiltration system been equipped with a flow meter to accurately determine the volume of effluent applied to each
basin/field as listed in VII.8.? ® Yes or ❑ No
If no, how does the Applicant intend on determining the amount of effluent applied to each basin/field?
7. For non -basins, provide the required cover crop information and demonstrate the effluent will be applied at or below
agronomic rates:
Cover Crop Soil Series % Slope Nitrogen Uptake Rate Phosphorus Uptake
(lbs/ac•yr) Rate (lbs/ac•yr)
Grass GoA, Ln, Pa 0 to 2% N/A N/A
FORM: HRIS 06-16 Page 9 of 13

a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: N/A
b. Proposed nitrogen mineralization rate: N/A
c. Proposed nitrogen volatilization rate: N/A
d. Minimum infiltration area from the Agronomist Evaluation's nitrogen balance: N/A ft'
e. Minimum infiltration area from the Agronomist Evaluation's phosphorus balance: N/A ft2
f. Minimum infiltration area from the water balance: N/A ft2
FORM: HRIS 06-16 Page 10 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA
- 15A NCAC 02T .0705 (continued):
8. Basin/Field Information
(NOTE -
This table may be expanded for additional
fields):
Designed
Designed
Designed
Basin/
Area
Dominant
Loading
Loading
Loading
Wat erbody
Field
(acres)
Soil Series
Rate
Rate
Rate
Latitude a
Longitude a
Strreameam
Classification
(in/hr)
(in/yr)
(GPD/ft2)
Index No. n
1/IA
9.82
Leon
0.12
36.92
N/A
34.515240
_77 5023990
18-87-4
SC;Sw;HQW
1/1B
9.62
Leon
0.12
36.92
N/A
34.513864
-77 5014860
18-87-4
SC;Sw;HQW
VIC
8.07
Leon
0.12
36.92
N/A
34.513117
-77 5015470
18-87-4
SC;Sw;HQW
VID
3.74
Leon
0.12
36.92
N/A
34.512088
-77 5009950
18-87-4
SC;Sw;HQW
2/2A-1
8.78
Pactolus
0.12
36.92
N/A
34.508936
_77 5007750
18-87-4
SC;Sw;HQW
2/2A-2
12.20
Pactolus
0.12
36.92
N/A
34.508358
_77 5006870
18-87-4
SC;Sw;HQW
2/2A-3
11.66
Pactolus
0.12
36.92
N/A
34.507327
_77 4990240
18-87-4
SC;Sw;HQW
2/2B-1
8.63
Goldsboro
0.12
21.84
N/A
34.506634
_77 4991760
18-87-4
SC;Sw;HQW
2/2B-2
5.84
Goldsboro
0.12
21.84
N/A
34.506567
_77 4973220
18-87-4
SC;Sw;HQW
3/3A
9.44
Pactolus
0.12
36.92
N/A
34.511579
_77 4966610
18-87-4
SC;Sw;HQW
3/3B
11.79
Pactolus
0.12
36.92
N/A
34.509802
0
0
0
0
0
-77 4966840
0
0
0
0
0
18-87-4
SC;Sw;HQW
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest 10 minutes Method of measurement:
Conversion from state coordinate Dlane
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: httD:Hdea.nc.Lov/about/divisions/water-resources/Polamina/classification-standards/classifications
9. High -Rate Infiltration System design criteria:
a. Infiltration Fields:
FORM: HRIS 06-16 Page 11 of 13

Spray Infiltration Design Elements
Drip Infiltration Design Elements
There are no proposed
changes to the existing
Nozzle wetted diameter:
nozzle sizes, capacity,
Emitter wetted area: ft2
elevations, or
manufacturer that is
currently in place ft
Nozzle wetted area:
- ft2
Distance between laterals: ft
Nozzle capacity:
- GPM
Distance between emitters: ft
Nozzle manufacturer/model:
- / -
Emitter capacity: GPH
Elevation of highest nozzle:
- ft
Emitter manufacturer/model: /
Specification Section:
N/A
Elevation of highest emitter: ft
Specification Section:
FORM: HRIS 06-16 Page 12 of 13

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

VIIL SETBACKS —15A NCAC 02T .0706:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .706(a) and .0706(d)? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the infiltration system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
Any habitable residence or place of assembly owned by the Permittee to be maintained as
part of the project site
Any private or public water supply source
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
Subsurface groundwater lowering drainage systems
Surface water diversions (ephemeral streams, waterways, ditches)
Any well with exception of monitoring wells
Any property line
Top of slope of embankments or cuts of two feet or more in vertical height
Any water line from a disposal system
Any swimming pool
Public right of way
Nitrification field
Any building foundation or basement
Impounded public water supplies
Public shallow groundwater supply (less than 50 feet deep)
Infiltration Treatment /I
System Storage Unitsl
430 -
N/A
330
104
N/A
N/A
100
330
165
55
N/A
N/A
N/A
N/A
340
N/A
N/A
4. Does the Applicant intend on complying with either 15A NCAC 02T .0706(b) or (c)? ❑ Yes or ® No
If yes, what are the designed Total Nitrogen and Total Phosphorus effluent concentrations? TN: _ mg/L TP: _ mg/L
5. Does the Applicant intend on complying with the High -Rate Policv issued October 27, 2006? ❑ Yes or ® No
If yes, verify the following information:
✓ Are the most stringent effluent standards in both 15A NCAC 02T .0705(b) and 15A NCAC 02U .0301(b) met?
❑Yes or❑No
✓ Is duality provided for all treatment units per 15A NCAC 02U .0402(c)? ❑ Yes or ❑ No
✓ Continuous online monitoring and recording of effluent for turbidity? ❑ Yes or ❑ No
✓ A lined 5-day upset pond is provided? ❑ Yes or ❑ No
✓ The 5-day upset pond has restricted access? ❑ Yes or ❑ No
✓ A certified operator of a grade equal or greater than the facility classification is on call 24 hrs/day? ❑ Yes or ❑ No
FORM: HRIS 06-16 Page 14 of 13

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

Professional Engineer's Certification:
56,6( fr attest that this application for
(Professional Engineer's name from Application Item111.1.)
5✓ M e r k ov5 e- klz IwGIiie-l- 1,edal,m 1l `i a ri Fac i /; �-y
(Facility name from Application Item If.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification per 1 5A NCAC 02T .0106tb):
J'e►t' eY T Lour, attest that this application for
(Signature Authority's name & title from Application Item 1.3.)
5C/M rlerhdv5e- Vm+e wort - R.P-daii,-Lce-i o rl F-a.c i 1, -/-y
(Facility name from Application Item If.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land willl result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .0105(ej.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well civil penalties up to 5,000 per violation.
Signature: /` �'` Date:
FORM: HRIS 06-16 Page 16 of 13

ISSUED FOR: DATE
REVISIONS
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MARCH 2O24
CHIEF EXECUTIVE OFFICER
Frankyj. Howard
BOARD OF DIRECTORS
Royce Bennett, Chairman
Paul Conner, Vice -Chairman
Pat Turner, Secretary /Treasurer
Timothy Foster Jerry Bittner
Joann McDermon Jeff Wenzel
Robert Warden
120 North Boylan Avenue • Raleigh, NC 27603-1423
[phone] • thewootencompany.com
License Number: F-0115
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GENERAL NOTES:
EROSION CONTROL NOTES:
ADHERE TO THE FOLLOWING ITEMS IN THE CONSTRUCTION OF THE UTILITY AND APPURTENANCES UNLESS OTHERWISE NOTED:
1. EXISTING UTILITIES ARE LOCATED ON PLANS APPROXIMATELY. NOTIFY UTILITY LOCATING SERVICE TO MARK LOCATION OF EXISTING UTILITIES A MINIMUM
OF THREE FULL WORKING DAYS PRIOR TO COMMENCING CONSTRUCTION ACTIVITY. CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXACT LOCATION OF
THESE EXISTING UTILITIES. THE COST AND TIME TO REPAIR THESE FACILITIES, IF DAMAGED, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
COORDINATE WITH UTILITY OWNERS AS NECESSARY. COSTS AND TIME ASSOCIATED ARE INCIDENTAL.
2. CONTRACTOR SHALL CONTACT THE NC DEPARTMENT OF TRANSPORTATION PRIOR TO ANY WORK WITHIN NCDOT RIGHT-OF-WAY. THE NCDOT DISTRICT
ENGINEER FOR THIS PROJECT IS NAME, (XXX) XXX-XXXX.
3. CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT EXISTING PROPERTY CORNER MARKERS. PROPERTY CORNERS, RIGHTS -OF -WAY, AND EASEMENTS SHALL
BE CLEARLY MARKED BY THE CONTRACTOR FOR CONSTRUCTION LIMITS. ALL DISTURBED PROPERTY CORNERS SHALL BE REPLACED BY A REGISTERED NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR.
4. TEMPORARILY REMOVE MINOR ITEMS AS REQUIRED FOR THE INSTALLATION OF THE UTILITY. MINOR ITEMS SHALL INCLUDE, BUT NOT BE LIMITED TO,
EXISTING SIGNS, MAILBOXES, STORM SEWER PIPES, SHRUBS (UNDER 6 FT IN HEIGHT), AND TREES (UNDER 3 INCH IN DIA.). REINSTALL ITEMS TO THEIR
ORIGINAL CONDITION. INCLUDE COST IN THE PER FOOT COST OF THE UTILITY BEING INSTALLED.
5. SUPPORT, RELOCATE, ADJUST, OR REMOVE AND REPLACE EXISTING UTILITY POLES, FENCES, CULVERTS, PAVEMENT, UTILITIES, CURBING AND OTHER
STRUCTURES DURING CONSTRUCTION. REPAIR DAMAGED ITEMS TO THEIR ORIGINAL CONDITION AT NO ADDITIONAL COST, NOTE, NCDOT ENCROACHMENT
AGREEMENT, NOR ANY OF THE OTHER PERMITS IN THE PROJECT MANUAL, PROVIDE PERMISSION TO MOVE EXISTING UTILITIES. CONTRACTOR TO
COORDINATE WITH UTILITY OWNERS TO TEMPORARILY, OR PERMANENTLY, RELOCATE AS NECESSARY. CONTRACTOR MAY BE REQUIRED TO PAY UTILITY
OWNER OR THEIR AGENT TO MOVE, SUPPORT, OR TEMPORARILY/PERMANENTLY RELOCATE IN ORDER TO MAKE THE PROPOSED IMPROVEMENTS. THESE
ACTIONS/REQUIREMENTS SHALL BE FULFILLED AT NO ADDITIONAL COST TO THE OWNER.
6. 6 INCH DEPTH OF NCDOT ABC AGGREGATE SHALL BE PROVIDED FOR THE FULL WIDTH OF UNPAVED DRIVEWAYS AND OTHER DISTURBED GRAVEL AREAS.
CONTRACTOR SHALL MINIMIZE DISTURBANCE. SEE UNIT PRICE SECTION OF SPECIFICATION FOR PAYMENT.
7. OPEN CUT PAVED DRIVEWAYS, SIDEWALKS, AND CURB AND GUTTER. REPLACE CURB, GUTTERS, AND SIDEWALKS WITH NEW TO MATCH THE EXISTING CROSS
SECTION TO THE NEAREST EXISTING JOINT. PROVIDE PAVEMENT CUTTING AND PATCHING PER DETAIL(S). ALL DRIVEWAY AND PAVEMENT/SIDEWALK/CURB &
GUTTER TO BE REPLACED WITHIN THREE (3) DAYS.
8. CONTRACTOR TO PROVIDE VALVE MARKERS FOR ALL VALVES, AIR RELEASE VALVES. VALVE SHALL BE MARKED MV AND AV TO CORRESPOND WITH THE TYPE OF
EQUIPMENT. VALVE MARKERS SHALL ALSO INCLUDE A PHONE NUMBER TO REPORT PROBLEMS OR REQUEST FORCE MAIN LOCATIONS. COSTS FOR MARKERS ARE
TO BE INCLUDED WITH THE VALVE INSTALLATION. MARKERS LOCATED WITHIN C/A PORTIONS OF NCDOT ROADS SHALL BE INSTALLED AT R/W LINES.
9. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION AND SIZE OF EXISTING UTILITIES A MINIMUM OF 300 FEET IN ADVANCE OF LAYING
ACTIVITIES. NOTIFY THE ENGINEER IMMEDIATELY IF A POTENTIAL CONFLICT ARISES BETWEEN THE EXISTING AND PROPOSED UTILITIES.
10. WHEN TRENCHING INSIDE NCDOT RIGHT-OF-WAY AND WITHIN THEORETICAL 1:1 SLOPE FROM THE EDGE OF PAVEMENT TO THE BOTTOM OF THE NEAREST
EXCAVATION, SHORING CALCULATIONS AND PLAN CONFORMING TO NCDOT REQUIREMENTS MUST BE SUBMITTED TO NCDOT. NO WORK ALLOWED UNTIL
WRITTEN APPROVAL IS GRANTED.
11. WHEN REMOVAL OF CROSSPIPE IS NECESSARY FOR FORCE MAIN INSTALLATION, REMOVE CROSSPIPE AND REINSTALL IF UNDAMAGED. IF DAMAGED, PROVIDE
NEW PIPE OF SAME TYPE AND CLASS MATERIAL AT NO ADDITIONAL COST, DRAINAGE CROSSPIPE REPLACEMENT MUST MEET CURRENT NCDOT SPECIFICATIONS.
12. PROVIDE POSITIVE UNIFORM GRADE FOR THE FORCE MAIN TOWARDS AIR RELEASE VALVES IN ALL CASES.
13. AIR RELEASE VALVE LOCATIONS MUST BE AT HIGH POINTS OF THE MAIN. THE LOCATIONS INDICATED ON THE DRAWINGS MAY BE FIELD ADJUSTED TO MEET
THIS REQUIREMENT UPON APPROVAL OF THE ENGINEER.
14. PROVIDE CONCRETE THRUST BLOCKS AT FITTING LOCATIONS IN ADDITION TO RESTRAINED JOINTS, UNLESS OTHERWISE NOTED.
15. FORCE MAIN SHALL BE C900 PVC UNLESS OTHERWISE NOTED.
UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED IN
ACCORDANCE WITH THE EROSION CONTROL LAWS OF THE STATE OF NORTH CAROLINA, SPECIFICALLY THE SEDIMENT POLLUTION
CONTROL ACT OF 1973, AS AMENDED, AND THE LOCAL EROSION AND SEDIMENT CONTROL ORDINANCES.
1. CONTRACTOR SHALL COORDINATE WITH OWNER THE SUBMITTAL OF THE ELECTRONIC NOTICE OF INTENT (E-NOI) AND
ELECTRONIC NOTICE OF TERMINATION (E-NOT) FORMS. THE E-NOI AND E-NOT FORMS CAN BE FOUND ONLINE AT
HTTPS: //DEQ. NC.GOV/NCG01.
2. A COPY OF THE EROSION AND SEDIMENT CONTROL PERMIT, A HARD COPY OF THE PLAN, THE CERTIFICATE OF COVERAGE, AND
ALL SELF -INSPECTION RECORDS MUST BE KEPT ON -SITE AND SHALL BE ACCESSIBLE AT ALL TIMES FOR INSPECTION.
3. ALL LAND DISTURBING ACTIVITIES SHALL BE CONFINED TO THE LIMITS OF DISTURBANCE, AS SHOWN ON THE PLANS.
CONTRACTOR STAGING, TEMPORARY STORAGE, LAY DOWN AREAS, AND DIRT PILES SHALL BE WITHIN THE LIMITS OF
DISTURBANCE.
4. CONTRACTOR SHALL OBTAIN AND PAY FOR EROSION CONTROL PERMITS FOR OFF -SITE STORAGE YARD, BORROW AREA, AND
DISPOSAL AREAS AS REQUIRED.
5. PROVIDE DEWATERING FAG (SILT BAG) WITH FLOATING INTAKE OR OTHER APPROVED DEVICE FOR DEWATERING TRENCH
EXCAVATION AS NEEDED
6. ALL STOCKPILES SHALL HAVE A MAXIMUM SIDE SLOPE OF 2:1 AND SHALL NOT EXCEED A MAXIMUM HEIGHT OF 10 FEET.
STOCKPILES MUST BE LOCATED A MINIMUM OF 50 FEET FROM STORM DRAINS AND STREAMS UNLESS NO REASONABLE
ALTERNATIVE IS AVAIL.A3LE. PROVIDE SILT FENCE WITH OUTLET AROUND STOCK PILE AREA.
7. ALL DISTURBED SURFAC-S MUST RECEIVE TEMPORARY STABILIZATION AT THE END OF EACH WORK DAY. SOIL SUPPLEMENTS,
SEED AND MULCH, IF APPLICABLE, SHOULD BE APPLIED WITHIN SEVEN DAYS AFTER THE PIPELINE/UTILITY IS CONSTRUCTED.
8. SPOIL OR DEBRIS SHALL NOT BE PLACED WITHIN 50 FEET OF STORM DRAINS OR STREAMS.
9. CONTRACTOR SHALL CONDUCT SELF -INSPECTION OF THE EROSION AND SEDIMENTATION CONTROL MEASURES AND COMPLETE
THE COMBINED SELF -INSPECTION FORM.
10. CONSTRUCTION TIME THROUGH WETLANDS/BUFFERS SHALL BE MINIMIZED.
11. IF WORK IN STREAM AND BUFFER AREAS STOPS, CONTRACTOR MUST APPLY SEED AND/OR MATTING TO ALL DISTURBED AREAS
AND ENSURE ADEQUATE STABILIZATION.
12. ALL DISTURBED DITCH LINES SHALL BE RESHAPED, RESEEDED, MULCHED AND TACK COAT APPLIED, TO PRE -CONSTRUCTION
GRADE AND SHAPE UNLESS SHOWN OTHERWISE.
13. CONTRACTOR TO CHECK ALL AREAS WEEKLY TO ENSURE A GOOD STAND OF GRASS IS MAINTAINED. AREAS SHOULD BE FERTILIZED
AND/OR RESEEDED AS NEEDED.
14. INSTALL SILT FENCE OVER & AROUND TOP OF EXISTING PIPES AND INLETS AT DISTURBED AREAS,
15. INSTALL SILT FENCE AROUND SPOIL PILES AND ALONG TRENCHES TO MINIMIZE SEDIMENT FROM ENTERING ROADSIDE DITCHES
AND EXISTING DRAINAGE OUTLETS.
16. PROVIDE EROSION CONTROL MEASURES AROUND STOCK / WASTE PILES AND STAGING AREAS AS NEEDED OR AS DIRECTED BY
ENGINEER.
17. PROTECT STORM PIPE IN LETS FROM SEDIMENT RUNOFF FROM LAND DISTURBING ACTIVITIES WITH SILT FENCE, STONE CHECK
DAM, OR ARC FILTER AS APPROPRIATE FOR SITE CONDITIONS.
18. REPLACE DISTURBED STORM PIPE OUTLET PROTECTION WITH EQUAL OR GREATER AMOUNT OF RIP -RAP WITHIN 5 DAYS OF
DISTURBANCE.
19. WHERE AREA AROUND CUTLET IS DISTURBED AND NO OUTLET PROTECTION EXISTS, CLASS "1" RIP -RAP SHALL BE PLACED
AROUND PIPE OUTLET AS DIRECTED BY ENGINEER.
20. PROVIDE EROSION CONTROL MATTING PER SPECIFICATIONS IN DITCHES AND SWALES WHERE DISTURBED AND/OR AS DIRECTED
BY ENGINEER, UNLESS NOTED OTHERWISE.
21. CONTRACTOR SHALL REBUILD ALL DITCHES AND BANKS DISTURBED DURING CONSTRUCTION. CONTRACTOR SHALL INSTALL
ROLLED EROSION CONTROL PRODUCT (MATTING) ON ALL REBUILT DITCHES AND BANKS TO PREVENT EROSION UNTIL PERMANENT
GROUND COVER IS ESTABLISHED, SEE DETAIL SHEET.
16.
INSTALLATION OF THE UTILITY WILL BE BY OPEN CUT UNLESS OTHERWISE NOTED ON PLANS.
EROSION CONTROL CONSTRUCTION SEQUENCE:
17.
AT ALL LOCATIONS WHERE THE PROPOSED FORCE MAIN CROSSES UNDER AN EXISTING WATER MAIN, CONTRACTOR SHALL CENTER FORCE MAIN PIPE SEGMENT
OVER THE WATER PIPE SO THAT BOTH JOINTS WILL BE AS FAR FROM THE WATER AS POSSIBLE AND MAINTAIN A MINIMUM VERTICAL SEPARATION OF 18"
1. SUBMIT E-NOI FORM AND OBTAIN AND POST A COPY OF PROJECT SPECIFIC CERTIFICATE OF COVERAGE. CERTIFICATE OF
FROM OUTSIDE THE PROPOSED SEWER MAIN TO THE OUTSIDE OF THE EXISTING WATER MAIN.
COVERAGE MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR.
2. CALL NCDEMLR WILMINGTON OFFICE AT [phone] AT LEAST 48 HOURS PRIOR TO START OF PROJECT, INCLUDING
18.
MINIMUM VERTICAL SEPARATION BETWEEN NATURAL GAS MAINS, GAS SERVICE LINES, AND WATER MAINS SHALL BE 2 -0" . CONTRACTOR SHALL EXPOSE ALL
INSTALLATION OF EROS30N CONTROL MEASURES, TO SCHEDULE A PRE -CONSTRUCTION CONFERENCE.
NATURAL GAS MAINS AND GAS SERVICE LINES TO A DEPTH OF 2'-0" BELOW EXISTING GAS LINES PRIOR TO INSTALLATION OF NEW FORCE MAIN.
4. NOTIFY ENGINEER AND OWNER FOR SITE INSPECTION AND APPROVAL PRIOR TO COMMENCING MAIN CONSTRUCTION
19.
CONTRACTOR TO NOTIFY APPROPRIATE GAS COMPANY AT LEAST 48 HOURS TO BEGINNING WORK IN THE VICINITY OF EXISTING GAS MAINS TO COORDINATE
OPERATIONS. BEGIN CONSTRUCTION OPERATIONS ONCE EROSION CONTROL DEVICES HAVE BEEN INSTALLED AND APPROVED.
INSPECTION.
5. CLEAR SITE ONLY AS NECESSARY TO INSTALL EROSION CONTROL DEVICES AS INDICATED ON THE DRAWINGS. INSTALL
TEMPORARY EROSION CONTROL DEVICES AS SHOWN ON DRAWINGS:
20.
WHEN THE PROPOSED FORCE MAIN ALIGNMENT REQUIRES THE FORCE MAIN BE INSTALLED IN THE BOTTOM OR SLOPES OF AN EXISTING DITCH, THE MAIN
SHALL BE INSTALLED WITH A MINIMUM OF T-0" OF COVER IN ALL DIRECTIONS. THE NATURAL GROUND PROFILE SHOWN IN THE PLANS DOES NOT
5.a. INSTALL TEMPORAF'.Y GRAVEL CONSTRUCTION ENTRANCE/EXIT AS SHOWN ON PLANS.
NECESSARILY REFLECT ALL DITCHES OR DEPRESSIONS. VALVES SHALL NOT BE PLACED IN DITCH LINE OR FRONT SLOPE.
5.b. INSTALL SILT FENCE OVER AND AROUND TOP OF EXISTING PIPES AND INLETS AT DISTURBED AREAS. INSTALL SILT FENCE
OUTLETS AS SHOW ON THE PLANS AND ANY OTHER LOW LYING AREAS WHERE WATER WOULD POOL BEHIND THE FENCE.
21.
REQUIREMENTS SET FORTH IN NCDOT ENCROACHMENT AGREEMENTS MUST BE MET AND SUPERSEDE ALL OTHER REQUIREMENTS.
5.c. INSTALL SILT FENC AROUND SPOIL PILES AND ALONG TRENCHES TO MINIMIZE SEDIMENT FROM ENTERING ROADSIDE
22.
INSTALL ABOVE -GROUND UTILITY MARKERS AT HORIZONTAL BENDS, MAIN -LINE VALVE BOXES, EACH SIDE OF A ROADWAY CROSSING, AND ALONG THE PIPING
DITCHES AND EXIS-ING DRAINAGE OUTLETS.
ALIGNMENT. THE MAXIMUM SPACING FOR THE ABOVE -GROUND UTILITY MARKERS SHALL BE 500 LINEAR FEET. IN LOCATIONS WHERE THERE ARE MULTIPLE
5.d. PROVIDE EROSION CONTROL MEASURES AROUND STOCK/WASTE PILES AND STAGING AREAS AS NEEDED OR AS DIRECTED BY
HORIZONTAL BENDS IN CLOSE PROXIMITY, ONE MARKER WILL BE SUFFICIENT TO DEMONSTRATE THE CHANGE IN DIRECTION. UTILITY MARKERS DESIGNED TO
ENGINEER.
PROVIDE ACCESS TO TRACER WIRE SHALL BE INSTALLED AT EVERY THIRD MARKER, OR EVERY 1000 FEET OF PIPE, WHICHEVER IS LESS. TRACER WIRE
5.e. PROTECT STORM PIPE INLETS FROM SEDIMENT RUNOFF FROM LAND DISTURBING ACTIVITIES WITH SILT FENCE, STONE
CHECK DAM, OR INLET PIPE PROTECTION AS APPROPRIATE FOR SITE CONDITIONS.
ACCESSIBLE ABOVE GROUND UTILITY MARKERS SHALL ALSO BE INSTALLED AT ENDS OF DIRECTIONAL BORES.
5.f. REPLACE DISTURBED STORM PIPE OUTLET PROTECTION WITH EQUAL OR GREATER AMOUNT OF RIPRAP WITHIN 5 DAYS OF
23.
PROVIDE LOCATOR TAPE FOR ALL NEW FORCE MAINS. TAPE SHALL BE BRIGHTLY COLORED GREEN AND CONTINUOUSLY PRINTED WITH "SEWER FORCE MAIN"
DISTURBANCE.
IN LARGE LETTERS, MINIMUM OF 6-INCH WIDE BY 4 MILS THICK, WITH MAGNETIC CONDUCTOR MANUFACTURED FOR DIRECT BURIAL SERVICE. TAPE SHALL BE
5.g. WHERE AREA AROUND OUTLET IS DISTURBED AND NO OUTLET PROTECTION EXISTS, CLASS "1" RIPRAP SHALL BE PLACED
BURIED CONTINUOUSLY DIRECTLY ABOVE THE FORCE MAIN BETWEEN 18-INCHES TO 24-INCHES FROM THE SURFACE GRADE.
AROUND PIPE OUTLET AS DIRECTED BY ENGINEER.
24.
PROVIDE TRACER WIRE FOR ALL NEW PLASTIC FORCE MAINS. WIRE SHALL BE TEN (10) GAUGE INSULATED WIRE COATED IN GREEN INSULATION. THE WIRE
5.h. PROVIDE EROSION CONTROL MATTING IN DITCHES AND SWALES WHERE DISTURBED AND/OR AS DIRECTED BY ENGINEER.
SHALL BE CONTINUOUS AND UNINTERRUPTED AND BROUGHT TO SURFACE PER SPECIFICATIONS.
5J. CONTRACTOR SHALL REBUILD ALL DITCHES AND BANKS DISTURBED DURING CONSTRUCTION TO PRE -CONSTRUCTION
CONDITION. CONTRACTOR SHALL INSTALL ROLLED EROSION CONTROL PRODUCT (MATTING) ON ALL REBUILT DITCHES AND
25.
PRIOR TO START OF CONSTRUCTION:
BANKS TO PREVENT EROSION UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
A. MATERIALS WILL BE CHECKED AT THE SITE OF CONSTRUCTION TO VERIFY CONFORMANCE WITH APPROVED MATERIALS. ANY MATERIALS, NOT IN
5.j. CONTRACTOR SHALL NOT CUT TREES AND VEGETATION BEYOND THE LIMITS OF OF DISTURBANCE. CONTRACTOR SHALL
ACCORDANCE WITH ONWASA STANDARDS OR APPROVED BY THE ENGINEER AND ONWASA, AT THE JOB SITE WILL NOT BE ASSUMED FOR USE.
REMOVE AND PROPERLY DISPOSE OF ALL VEGETATION, ROOTS, STUMPS, LIMBS, AND TIMBER REMAINING ON THE PROJECT
SITE.
CONTRACTOR WILL BE DIRECTED TO REMOVE THESE MATERIALS FROM THE AREA BEFORE WORK CAN PROCEED. CONTRACTOR MAY BE DIRECTED TO
EXPOSE ANY WORK SUSPECTED OF CONTAINING INFERIOR MATERIALS. FAILURE, BY THE INSPECTOR, TO NOTICE FAULTY MATERIALS OR WORK DOES
6. MAINTAIN EROSION CONTROL DEVICES AS NECESSARY DURING CONSTRUCTION; INSPECT DEVICES AFTER EVERY RAINFALL EVENT
AND CLEANOUT TRAPS M1D/OR CHECK DAMS WHEN HALF FULL.
NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO PROVIDE A COMPLETED FINAL PRODUCT THAT MEETS THE REQUIREMENTS OF THE
7. AS CONSTRUCTION PROk3RESSES INSTALL ADDITIONAL EROSION CONTROL DEVICES AS INDICATED ON THE DRAWINGS, CALLED
PLANS AND SPECIFICATIONS. ANY INFERIOR MATERIALS DISCOVERED WILL BE REPLACED WITHOUT CHARGE FOR REWORK TO THE OWNER.
FOR IN SPECIFICATIONS, AS NEEDED, OR AS DIRECTED BY ENGINEER. AT THE END OF EACH WORKDAY, A CHECK DAM SHALL BE
26.
SURVEYS, LINES AND GRADES:
PLACED IMMEDIATELY DOWNSTREAM OF RECENTLY DISTURBED AREA.
8. SEED AND MULCH DENUDED AREAS WITHIN SEVEN (7) CALENDAR DAYS:
A. THE CONTRACTOR SHALL ESTABLISH A PROJECT SURVEY CONTROL NETWORK, WITH BOTH HORIZONTAL (NAD 83 DATUM OR LATEST CORRECTION)
AND VERTICAL (NAVD 88 DATUM OR LATEST CORRECTION) CONTROLS, AND DEVELOP AND MAKE ANY DETAILED SURVEYS HE DEEMS NECESSARY TO
A. UPON COMPLETION OF ANY PHASE OF CONSTRUCTION.
CONSTRUCT THE PROJECT IN ACCORDANCE WITH THE CONTRACT REQUIREMENTS. THE CONTRACTOR SHALL CAREFULLY PRESERVE ALL REFERENCE
B. WHEN WORK WILL NOT PROCEED IN AN AREA WITHIN THE ABOVE TIME FRAME.
POINTS OR EXISTING SURVEY MARKERS AND IN THE CASE OF WILLFUL OR CARELESS DESTRUCTION THEREOF, THE CONTRACTOR SHALL BE CHARGED
9. AFTER SITE IS STABILIZED, REQUEST AN INSPECTION BY THE ENGINEER. UPON APPROVAL OF SITE STABILIZATION, REMOVE
WITH THE RESULTING EXPENSE, AND SHALL BE RESPONSIBLE FOR ANY MISTAKES THAT MAY BE CAUSED BY THEIR UNNECESSARY LOSS OR
TEMPORARY EROSION CONTROL DEVICES, DRESS OUT AREA AND SEED AND MULCH. PERMANENT EROSION CONTROL DEVICES
SHALL BE INSTALLED AN D APPROVED BY ENGINEER.
DISTURBANCE.
27.
TRAFFIC FLOW AND SAFETY:
A. THE CONTRACTOR SHALL MAINTAIN TRAFFIC FLOW AND CONTROL AT ALL TIMES. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS,
SUGGESTIONS AND/OR DIRECTIONS OF THE LOCAL POLICE DEPARTMENT, NORTH CAROLINA DEPARTMENT OF TRANSPORTATION, AND MAINTAIN
OSHA COMPLIANCE CONCERNING TRAFFIC CONTROL AND SAFETY. ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO AFFECT THE FULL SAFETY OF
THE PUBLIC AS WELL AS THE WORKMEN ON THE JOB. IN ANY SECTION OF THE WORK FOR WHICH ONWASA MUST OBTAIN AN ENCROACHMENT FROM
THE N.C. DEPARTMENT OF TRANSPORTATION FOR CUTTING A PAVED STREET, OR WORKING IN THE DOT RIGHT-OF-WAY, THE CONTRACTOR SHALL
FOLLOW THE REQUIREMENTS AS SET OUT IN THE APPROVED DOT ENCROACHMENT AGREEMENT. THE APPROVED TRAFFIC CONTROL PLAN SHALL SET
FORTH THE METHOD AND MANNER BY WHICH THE CONTRACTOR SHALL PROVIDE FOR THE CONVENIENCE AND SAFETY OF THE TRAVELING PUBLIC.
HOWEVER, IF DURING CONSTRUCTION, IT IS DETERMINED BY ONWASA, POLICE DEPARTMENT, DOT OR THE CONTRACTOR THAT ADDITIONAL
MEASURE IS NEEDED; THE CONTRACTOR SHALL IMPLEMENT WHATEVER MEASURES ARE REQUIRED FOR THE SAFETY OF THE PUBLIC.
B. ALL ENCROACHMENT BONDS REQUIRED BY THE DEPARTMENT OF TRANSPORTATION WILL BE SECURED BY THE CONTRACTOR AT HIS OWN EXPENSE.
C. NO EXTRA PAYMENT WILL BE ALLOWED FOR SECURING THE REQUIRED BOND OR FOR THE IMPLEMENTATION OF A TRAFFIC CONTROL PLAN. THE
COSTS OF THE BOND AND IMPLEMENTATION OF TRAFFIC CONTROL MEASURES SHALL BE INCLUDED IN THE BID PRICE FOR EACH ITEM IN THE
PROPOSAL.
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
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DESIGNED BY:
DRAWN BY:
CHECKED BY:
PROJECT NO.:
DATE:
SCALE:
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EBM
KTP
2896-AM
FEBRUARY 2023
AS NOTED
0 112 1
IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING IS
NOT TO FULL SCALE
C-0.02

ABBREVIATIONS:
A
AREA
ABND
ABANDONED
ABC
AGGREGATE BASE COURSE
AFF
ABOVE FINISHED FLOOR
APPRX
APPROXIMATE
ASPH
ASPHALT
ASSY
ASSEMBLY
AVG
AVERAGE
ARV
AIR RELEASE VALVE
AZ
AZIMUTH
AMERICAN WATER WORKS
AWWA
ASSOCIATION
B-B
BACK OF CURB TO BACK OF CURB
BLDG
BUILDING
BM
BENCHMARK
BO
BLOW -OFF
BOA
BLOW -OFF ASSEMBLY
BOT
BOTTOM
BW
BARBED WIRE
C&G
CURB AND GUTTER
CB
CATCH BASIN
C
CENTERLINE
CIP
CAST IRON PIPE
CI
CURB INLET
CLR
CLEARANCE
CM
CONCRETE MONUMENT
CHIP
CORRUGATED METAL PIPE
CMU
CONCRETE MASONRY UNIT
CO
CLEAN OUT
COMM
COMMUNICATIONS
CONC
CONCRETE
CONT
CONTINUOUS
CSTR
CONSTRUCTION
CONTR
CONTRACTOR
COR
CORNER
CPED
CABLE TV PEDESTAL
CLVT
CULVERT
D
DEPTH
DI
DROP INLET
DIA
DIAMETER
DIP
DUCTILE IRON PIPE
DIM
DIMENSION
DITCH
DISCHARGE
DIST
DISTANCE
DNF
DID NOT FIND
DOT
DEPARTMENT OF TRANSPORTATION
DW
DOMESTIC WATER
DELTA
E
EAST
EDGE OF PAVEMENT TO EDGE OF
E-E
PAVEMENT
EACH
EACH
EFF
EFFLUENT
EIP
EXISTING IRON PIPE
EL
ELEVATION
ELEC
ELECTRIC
EPED
ELECTRIC PEDESTAL
EP
EDGE OF PAVEMENT
EW
EACH WAY
EWTR
EDGE OF WATER
Ex
EXISTING
EXPJT
EXPANSION JOINT
FDC
FIRE DEPARTMENT CONNECTION
FFE
FINISHED FLOOR ELEVATION
FG
FINISHED GRADE
FH
FIRE HYDRANT
FHA
FIRE HYDRANT ASSEMBLY
FHL
FIRE HYDRANT LEG
FHV
FIRE HYDRANT VALVE
FIN
FINISH
FLG
FLAG
FLNG
FLANGE
FM
FORCE MAIN
FOHH
FIBER OPTIC HAND HOLE
FOM
FIBER OPTIC MARKER
FOPD
FIBER OPTIC PEDESTAL
FP
FIRE PROCECTION
FPS
FEET PER SECOND
FT
FEET
FTG
FOOTING
G
GAS
GA
GAUGE
GALV
GALVANIZED
GM
GAS METER
GPM
GALLONS PER MINUTE
GR
GRADE
GTV
GATE VALVE
GV
GAS VALVE
GYP
GYPSUM
HCP
HANDICAPPED
HH
HAND HOLE
HORZ
HORIZONTAL
HP
HORSE POWER
HWA
HIGH WATER ALARM
HWL
HIGH WATER LEVEL
ID
INSIDE DIAMETER
IN
INCH
IN/HR
INCHES PER HOUR
INF
INFLUENT
INT
INTERSECTION
INV
INVERT
IPS
IRON PIPE SET
ISL
ISLAND
JB JUNCTION BOX
KWY KEYWAY
L
LENGTH
LF
LINEAR FEET
LP
LIGHT POLE
LT
LEFT
LWL
LOW WATER LEVEL
MAX
MAXIMUM
MATL
MATERIAL
MECH
MECHANICAL
MFR
MANUFACTURER
MH
MANHOLE
MIN
MINMLJM
MJ
MECHANICAL JOINT
MON
MONUMENT
N
NORTH
NAD 83
NORTH AMERICAN DATUM 83
NCWN
NORMAL CROWN
NC GRID
NORTH CAROLINA GRID
NCGS
NORTH CAROLINA GEODETIC SURVEY
No.
NUMBER
NOM
NOMINAL
NTS
NOT TO SCALE
NWL
NORMAL WATER LEVEL
N/A
NOT AVAILABLE
N/R
NOT REQUIRED
OC
ON CENTER
OD
OUTSIDE DIAMETER
OH
OVERHEAD
ORIG
ORIGINAL
P
PROPERTY LINE
PC
POINT OF CURVATURE
PE
PLAIN END
PED
PEDESTAL
PI
POINT OF INTERSECTION
PFV
POST INDICATOR VALVE
POB
POINT OF BEGINNING
POC
POINT OF CONNECTION
POE
POINT OF ENDING
PRV
PRESSURE REDUCING VALVE
PSI
POUNDS PER SQUARE INCH
PT
POINT OR POINT OF TANGENCY
PUE
PERMANENT UTILITY EASEMENT
PVC
POLYVINYL CHLORIDE
PVMT
PAVEMENT
R
RADIUS
RCP
REINFORCED CONCRETE PIPE
REF
REFERENCE
REQ'D
REQUIRED
REINF
REINFORCED
RET
RETAINING
REV
REVISED
RPM
REVOLUTIONS PER MINUTE
RPZ
REDUCED PRESSURE ZONE
RT
RIGHT
R/W
RIGHT-OF-WAY
S
SOUTH
SCH
SCHEDULE
SDMH
STORM DRAINAGE MANHOLE
SF
SILT FENCE
SHT
SHEET
SGNL
SIGNAL POLE
SPECS
SPECIFICATIONS
SQ
SQUARE
SS
SANITARY SEWER
SSMH
SANITARY SEWER MANHOLE
SSTL
STAINLESS STEEL
ST
STREE
STA.
STATION
STD
STANDARD
SYM
SYMBOL
S/W
SIDEWALK
T
TANGENT
TBM
TEMPORARY BENCHMARK
TCE
TEMPORARY CONSTRUCTION EASEMENT
TCP
TERRA COTTA PIPE
TDD
TEMPORARY DIVERSION DITCH
TEMP
TEMPORARY
THH
TELEPHONE HAND HOLE
THK
THICK
TOC
TOP OF CURB
TOP
TOP OF SLOPE
TOW
TOP OF WALL
TPED
TELEPHONE PEDESTAL
TPHN
TELEPHONE
TRANS
TRANSFORMER
TRFCBX
TRAFFIC SIGNAL CONTROL BOX
TRFCPL
TRAFFIC SIGNAL POLE
TYP
TYPICAL
UMKR
UTILITY MARKER
UP
UTILITY POLE
U/G
UNDERGROUND
VC
VERTICAL CURVE
VCP
VITRIFIED CLAY PIPE
VERT
VERTICAL
VOL
VOLUME
VPC
VERTICAL POINT OF CURVATURE
VPI
VERTICAL POINT OF INTERSECTION
VPT
VERTICAL POINT OF TANGENCY
WL
WATER LINE
WM
WATER METER
WT
WEIGHT
WV
WATER VALVE
WTP
WATER TREATMENT PLANT
WWF
WELDED WIRE FABRIC
WWTP
WASTE WATER TREATMENT PLANT
W/
WITH
YH YARD HYDRANT
YI YARD INLET
Font style Indicates Existing Features
SURVEY
CODE
Existing
BENCHMARK
BM
e
CONCRETE MONUMENT FOUND
CMF
CONCRETE MONUMENT SET
CMS
CONTROL POINT
CP
A
GEOTECHNICAL BORE
BORE
IRON PIPE FOUND
IPF
Q
IRON PIPE SET
IPS
Q
IRON ROD FOUND
IRF
IRON ROD SET
IRS
Q
MAG NAIL FOUND
MNF
tt�3j
MAG NAIL SET
MNS
MILE MARKER (HWY)
MM
MILE MARKER (RR)
MM
NAIL FOUND
NLF
NAIL SET
NLS
PK NAIL FOUND
PKF
PK NAIL SET
PKS
PROPERTY LINE
— — — —
TEMPORARY BENCHMARK
TBM
WETLAND FLAG
WLF
EASEMENTS
Existing
ACCESS EASEMENT
AE
AE
DRAINAGE EASEMENT
SDE
5DE
PUBLIC UTILITY EASEMENT
UE/PUE
uE
RIGHT-OF-WAY
RW
- -
SEWER EASEMENT
SSE
SSE
TEMPORARY CONSTRUCTION
TCE
EASEMENT
WATER EASEMENT
WLE
ME
EROSION CONTROL
CODE Existing
CHECK DAM
RCHK
INLET PROTECTION
RIP -RAP
RPRP
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE @
ACCESS EASEMENT
LIMITS OF DISTURBANCE @
EDGE OF PAVEMENT
LOD/EP —
LIMITS OF DISTURBANCE @
RIGHT-OF-WAY
LOD/RW —
LIMITS OF DISTURBANCE @
LOD/LIE —
UTILITY EASEMENT
LIMITS OF DISTURBANCE @
TEMPORARY CONSTRUCTION
EASEMENT
LIMITS OF DISTURBANCE @
TEMPORARY CONSTRUCTION
ACCESS
RIPARIAN BUFFER - ZONE I
RBZ I
RAZi —
RIPARIAN BUFFER - ZONE 2
RBZ2
RBZ2 -
SILT FENCE
SF
SF -
SILT FENCE OUTLET
SFOLT
SILT FENCE / TREE PROTECTION
SF/TPF
FENCE
SUPER SILT FENCE
SSF
TREE PROTECTION FENCE
TPF
WATTLE
WTTL
WATTLE BARRIER
WB
Know what's below. Call before you dig.
NORTH CAROLINA ONE -CALL CENTER INC.
DIAL 811 or 1-800-632-4949 3 BUSINESS DAYS BEFORE
DIGGING www.ncocc.org
LEGEND
ROADWAY
PROPOSED CODE Existing
•' e ' emcp
AE
PDE
PUE
RW
SSE
TCE
WLE
PROPOSED
0
LOD
— LOD/PAE —
LOD/RW
LOD/PUE
LOD/TCE
LOD/TCA
-SF -
SF/TPF
-SSF-
- TPF -
WB
ASPHALT DRIVEWAY
ASPHALT OVERLAY
BRICK DRIVEWAY
BRICK SIDEWALK / WALKWAY
BRIDGE
BRDG
CONCRETE DRIVEWAY
CONCRETE DRIVEWAY
(STAMPED)
CONCRETE SIDEWALK /
WALKWAY
SWLK
BACK OF CURB
BC
FACE OF CURB
FC
EDGE OF PAVEMENT
EP
FLOWLINE
FLOW
GUARDRAIL
GDRL
GRAVEL DRIVEWAY / PATH
SOIL DRIVEWAY / PATH
SITE
CODE
Existing
AREA LIGHT / LIGHT POLE
LP
:C;
BOLLARD
BOL
o
BUFFER
CURB FLOW LINE
FONT STYLE INDICATES DESIGN FEATURES
UTILITIES
PROPOSED
CODE
Existing
CABLE TV CABLE
CTV
cTv —
CABLE TV HAND HOLE
CHH
PO
CABLE TV PEDESTAL
CPED
UNDERGROUND ELECTRICAL
UGE
uGE—
CABLE
OVERHEAD ELECTRICAL WIRE
ORE
OHE—
ELECTRICAL HAND HOLE
EHH
ELECTRICAL MANHOLE
EMH
ELECTRICAL METER
EM
ELECTRICAL PEDESTAL
EPED
E
FIBER OPTIC CABLE
FOC
—FOC—
FIBER OPTIC HAND HOLE
FOHH
0
GAS LINE
GL
—G—
GAS METER
GM
FG
GAS VALVE
GV
GUY / ANCHOR WIRE
GUY
j
LIGHT POLE / AREA LIGHT
LP
POWER POLE
PP
STEAM MANHOLE
STM 4
PROPOSED TELECOMMUNICATIONS CABLE
COM
com—
TELECOMMUNICATIONS
MANHOLE
TMH
O
TELEPHONE CABLE
COM
com—
TELEPHONE HAND HOLE
THH
TELEPHONE PEDESTAL
TPED
�T
FENCE
INC
— x x —
— x x —
TRAFFIC SIGNAL BOX
TFCB
FIRE HOSE
HOSE
HOSE
TRAFFIC SIGNAL POLE
TFCP
b
FIRE WATER LINE
FWL
FWL
FWL
TRANSFORMER
TRNS
HT
SIGN
SN
"-
UTILITY MARKER / WARNING
WIT
POST
UTILITY POLE
UP
STORM DRAINAGE
VEGETATION
CODE
Existing
PROPOSED
CATCH BASIN /COMBINATION
CB
Illu
®
CODE
Existing
INLET
CURB INLET
CI
❑
CONIFEROUS TREE
CTREE
DROP INLET
DI
IIII
®
DECIDUOUS TREE
DTREE
FLARED END SECTION
FES
==IC
HEDGE / SHRUB ROW
HED
JUNCTION BOX
JB
LANDSCAPING
LSCP -�---
DRAINAGE MANHOLE
SDMH
STORM DRAINAGE PIPE
C
SHRUB
SHB
STUMP
SEWER
SHRUB (TO BE REMOVED)
CODE
Existing
PROPOSED
TREE (TO BE REMOVED)
AIR RELEASE VALVE IN
ARVMH
/
O)
TREELINE / WOODS
MANHOLE (FORCE MAIN)
CLEAN OUT
SSCO
O
O
SEWER FORCE MAIN
FM
FM
FM
WATER
SEWER LINE
SS
SS
Ss
CODE
Existing
SEWER MANHOLE
SSMH
AIR RELEASE VALVE IN
ARVMH
SEWER TEST PORT
TPRT
®
MANHOLE
PLUG
PLUG
L_j
BLOW OFF
BO
_&r
BLOW OFF (TEMPORARY)
BOA
}p--
FIRE HYDRANT
FH
-6-
FIRE HYDRANT VALVE
FHV
D4
PLUG
PLUG
MONITORING WELL
MW
REDUCER / INCREASER
RDCR
D
WATER LINE
WL
WL
WATER METER
WM
CD
WATER VALVE
WV
m
YARD HYDRANT
YH
6
PROPOSED
cTV
UGE
OHE
FOC
G
3
J�
COM-
O
COM-
X
PROPOSED
PROPOSED
7►4fr
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EAL
DESIGNED BY:
CWD
DRAWN BY:
EBM
CHECI(ED BY:
KTP
PROJECT NO.:
2 896-AM
DATE:
FEBRUARY 2023
SCALE:
AS NOTED
0 112
IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING IS
NOT TO FULL SCALE
C-0-03

INDEX OF DRAWINGS
, 1
1
`1 1
11
1 1
KEY MAP
0 250' 500, 1,000,
SCALE: 1 "=1,000'
;
1
1
I
1
1
1
1
1
1
1
1
1
- Sprayfield Storage Pond
1
1
1
l
1 C-2.09
1
1 r�
i n
1 1
I
I I
I
\
k
/
/
1
r
r
r
/
Do,ph Everett Rd. (SR 1535)
\ 1
/ 1
8" FORCE MAIN
1
I) 1 \
C- Ol I C
t d(SR 1
gel 181FORCE MAIN H o11y &.,- \
Jr_'
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It
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SUMMERHOUSE r- `,C `
PUMP STATION
It
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C-0.01
COVERSHEET
C-0.02
GENERAL NOTES
C-0.03
ABBREVIATIONS KEY AND LEGEND
C-0.04
SHEET KEY AND INDEX OF DRAWINGS
C-1.01
12" FORCE MAIN
PUMP STATION AND CROSS COUNTRY
STA. 10+00 to 21+80
C-1.02
12" FORCE MAIN
CROSS COUNTRY / HOMESTEAD LN.
STA. 21+80 to 29+00
C-1.03
12" FORCE MAIN
HOMESTEAD LN. / STUMP SOUND CHURCH RD.
STA. 29+00 to 38+00
C-1.04
12" FORCE MAIN
STUMP SOUND CHURCH RD. / MORRIS LANDING RD.
STA. 38+00 to 45+00
C-1.05
12" FORCE MAIN
STUMP SOUND CHURCH RD. / MORRIS LANDING RD.
STA. 45+00 to 55+00
C-1.06
12" FORCE MAIN
MORRIS LANDING RD.
STA. 55+00 to 65+00
C-1.07
12" FORCE MAIN
MORRIS LANDING RD.
STA. 65+00 to 76+00
C-1.08
12" FORCE MAIN
MORRIS LANDING RD.
STA. 76+00 to 87+00
C-1.09
12" FORCE MAIN
MORRIS LANDING RD. / HOLLY RIDGE RD.
STA. 87+00 to 97+23
C-2.01
18" FORCE MAIN
HOLLY RIDGE RD.
STA. 10+00 to 22+00
0
c E
N O
C-2.02
18" FORCE MAIN
HOLLY RIDGE RD.
STA. 21+50 to 33+36+/-
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C-2.03
8" FORCE MAIN
HOLLY RIDGE RD.
STA. 10+00 to 21+50
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C-2.04
8" FORCE MAIN
HOLLY RIDGE RD. / DOLPH EVERETT RD.
STA. 21+50 to 33+50
= F- li
C-2.05
8" FORCE MAIN
DOLPH EVERETT RD.
STA. 33+50 to 45+00
0
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C-2.06
8" FORCE MAIN
DOLPH EVERETT RD.
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C-2.07
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DOLPH EVERETT RD.
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C-2.08
8" FORCE MAIN
DOLPH EVERETT RD.
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C-2.09
8" FORCE MAIN
DOLPH EVERETT RD.
STA. 75+00 to 80+20+/-
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EC-001
HOLLY RIDGE PUMP STATION
EROSION CONTROL SITE PLAN
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EC-002
SUMMERHOUSE PUMP STATION
EROSION CONTROL SITE PLAN
C-4.10
HOLLY RIDGE PUMP STATION
OVERALL SITE PLAN
Z H
C-4.11
HOLLY RIDGE PUMP STATION
SITE PLAN
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C-4.20
SUMMERHOUSE PUMP STATION
OVERALL SITE PLAN
C-4.21
SUMMERHOUSE PUMP STATION
SITE PLAN
O W
V
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C-4.22
SUMMERHOUSE PUMP STATION
EFFLUENT FORCE MAIN PROFILE
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HOLLY RIDGE PUMP STATION
SECTIONS AND DETAIL
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SECTIONS
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SUMMERHOUSE PUMP STATION
SECTION
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=
PS-2.6
EXISTING RECLAIMED WATER PUMP STATION
PLAN AND SECTION
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PS-2.7
NEW FLOW CONTROL VAULT AND VALVE VAULT
PLANS AND SECTIONS
0 I-
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SD-1
STANDARD DETAILS
SD-2
STANDARD DETAILS
\N ICIAIR/
SD-3
STANDARD DETAILS
SD-4
STANDARD DETAILS
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=
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SD-5
STANDARD DETAILS
=
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SD-6
STANDARD DETAILS
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E-0.01
ELECTRICAL LEGEND
E-1.01
ELECTRICAL PUMP STATION PLAN
HOLLY RIDGE
E-1.02
ELECTRICAL DISTRIBUTION SYSTEM DIAGRAM
HOLLY RIDGE
E-2.01
ELECTRICAL PUMP STATION PLAN
SUMMERHOUSE
E-2.02
ELECTRICAL DISTRIBUTION SYSTEM DIAGRAM
SUMMERHOUSE
E-3.01
ELECTRICAL DETAILS
E-3.02
ELECTRICAL DETAILS
E-4.01
CONTROL SCHEMATIC
DESIGNED
BY:
S100
HOLLY RIDGE PUMP STATION
FOUNDATION PLAN AND TOP PLAN
CWD
S101
HOLLY RIDGE PUMP STATION
SECTIONS AND DETAILS
DRAWN BY:
EBM
S200
SUMMERHOUSE PUMP STATION
FOUNDATION PLAN
CHECKED BY:
S201
SUMMERHOUSE PUMP STATION
TOP PLAN
KTP
S202
SUMMERHOUSE PUMP STATION
SECTIONS AND DETAILS
PROJECT NO.:
2896-AM
S203
SUMMERHOUSE PUMP STATION
SECTIONS AND DETAILS
DATE:
STRUCTURAL STANDARD SECTIONS, GENERAL
FEBRUARY 2023
S300
NOTES AND APPENDIX B
SCALE:
AS NOTED
0 112 1
IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING IS
FINAL DRAWING NOT TO FULL SCALE
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION C-0.04

ti
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Property of
FOSTER DAMES DANIEL
PIN.•425700059550
DB: 3416 / PC:75
(358HOLLYRIDGERD)
14
fi
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AYI
Inv.: 23.59 0
_
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CONNECT 8" FORCE MAIN
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LOD/-CE 14+06o =_
nil
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16
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Property of
ONSLOWWATER &SEWERAUTHORITY
PIN.•429700049898
7 (RWINGROSELN)
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0 20' 40' 80'
I I I I
SCALE: 1 "=40'
Property of
CANADY5AAMA E
PIN 425700156965
DB.-2002/ PG- (null)
(HOLLYRIDGERD)
OI3E
OYIE
Properly of
Summerhouse on Everett Bay
PIN:425700334529
DB:3473/ PC:629
(291 Spicer Lake Dr)
OBE
„26.
00
ted /
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1. MEASUREMENTS HAVE BEEN LOCALIZED AT NC STATE PLANE NAD 83 (2011) COORDINATES
NORTH 355,000 SFT AND EAST 2,522,000 SIFT AND NAVD 88 ELEVATION 35 SFT YIELDING A
COMBINED FACTOR OF 0.9999206724.
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MARCH 2O24
8 SCALE:
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VERT.: 1 "=4'
0 1/2 1
4 IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING IS
NOT TO FULL SCALE
o C-2.03
10+00
11+00
12+00
13+00
14+00
15+00
16+00
17+00
18+00
19+00
20+00
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CANADY erly oDRA E
PIN.•425700156965
C u l t i v a t e d F i e l d DB•2002/PG (null)
WOLLYRIDGERD)
Property of
CanadySandraE
PIN:429700156965
DB:2002/ PG: (Null)
(Hotly Ridge Rd)
BORE PIT (APPRX. SIZE,
40'x10', & LOCATION)
Cultivated Feld
w U, PUE-204 \
T -n Cultivated Field TCE-204 CP722.IRF0.25
o n N:275829.99
3 m E.• 2452658.79
n 3 ?s.� ELEV.:25.71' '
y \ I I InK:21.71 \•
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1. MEASUREMENTS HAVE BEEN LOCALIZED AT NC STATE PLANE NAD 83 (2011) COORDINATES
NORTH 355,000 SFT AND EAST 2,522,000 SFT AND NAVD 88 ELEVATION 35 SFT YIELDING A
COMBINED FACTOR OF 0.9999206714.
-
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t� r._, STA. + + - - STA. 32+71 +/- --
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UP
PROJECT NO.:
2 896-AM
DATE:
MARCH 2O24
SCALE:
HOR;Z.: 1 "=40'
VERT.- 1 "=4'
0 ,/2
IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING IS
NOT TO FULL SCALE
C - 2.0 4
22+00 23+00 24+00
25+00
26+00
27+00
28+00
29+00
30+00
31+00
32+00
33+00

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Canady Sand E
PIN.•4257001_ 65
DR, 2002 / PG' Null)
(Holly Ridge. Rd)
Properl/ of
State ofNorth Carolina do
Director State Prop Office
G
PIN.,424904920596
DR:2836 / PC:15
(275 Old Folkstone Rd)
— r
Brush Inv.:6.17
/ 84"CWF7
I
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Property of
Hines Hazel E
PIN.-429700269427
PIN., 548 / PC:345
(258HolIVRidge
Rd)
TCE-205
- 0 _ 20' 40' $0'
SCAI P 1 "=40'
- CP-23
Woods Rod w/Cap Set
N : 276789.99
---------E: 2452252.39
_- - - - ELEV.: 21.56
0p - LODRI� LOD/RW _ L•9B RLG ✓ I RV
(. / \ aOD RW _ LOD/R W
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Inv.: 18.51
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Woods 00 N
Property Of
Mi* Theodore L &Margaret
PIN:425700264947
DR-2561 / PC:240
(132 Dolph Eaerett Rd)
TCE-206
1. MEASUREMENTS HAVE BEEN LOCALIZED AT NC STATE PLANE NAD 83 (2011) COORDINATES
NORTH 355,000 SFT AND EAST 2,522,000 SIFT AND NAVD 88 ELEVATION 35 SFT YIELDING A
COMBINED FACTOR OF 0.9999206724.
5' MI1 .-
COVER
2" COMBINATION
VALVE IN 5' I.D.
STA. 34+27
—
AIR
MANHOLE
+/-
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3' MIN.
COVER
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8 - PLUG
VALVE & BOX
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60 LF OF 8" C900
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FORCE MAIN
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8" -PLUG
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STA. 42+00 +/-
-
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100 YEAR FLOOD ELEVATION = 11.00
(PER FIRM MAP 3720424700K REVISED JUNE 19, 2020
SURVEY CONTROL POINT No 1 SURVEY CONTROL POINT No 2
REBAR WITH CAP REBAR WITH CAP
EL 26.00 EL 25.92
LIMITS OF DISTURBANCE = 1.37 ACRES
SANDRA EVERETT CANADY TRUSTEE
PIN No 425700156965
DB:5111 PG:792
EROSION & SEDIMENT CONTROL NOTES
1.) CONTRACTOR SHALL COORDINATE WITH OWNER THE SUBMITTAL OF THE ELECTRONIC NOTICE OF INTENT
(e-NOI) AND ELECTRONIC NOTICE OF TERMINATION (e-NOT) FORMS. THE e-NOI AND e-NOT FORMS CAN BE
FOUND ONLINE AT https://deq.nc.gov/NCGO1.
2.) A COPY OF THE EROSION AND SEDIMENT CONTROL PERMIT, A HARD COPY OF THE PLAN, THE CERTIFICATE
OF COVERAGE, AND ALL SELF -INSPECTION RECORDS MUST BE KEPT ON -SITE, PREFERABLY IN A PERMITS BOX
LOCATED NEAR THE ENTRANCE, AND SHALL BE ACCESSIBLE AT ALL TIMES FOR INSPECTION.
3.) ALL LAND DISTURBING ACTIVITIES SHALL BE CONFINED TO THE LIMITS OF DISTURBANCE AS SHOWN ON THE
PLANS. CONTRACTOR STAGING, TEMPORARY STORAGE, LAY DOWN AREAS, AND DIRT PILES SHALL BE
WITHIN THE LIMITS OF DISTURBANCE.
4.) ANY SEEPAGE PUMPED OUT OF STRUCTURE EXCAVATIONS OR TRENCHES SHALL BE PUMPED THROUGH A
DEWATERING BAG.
5.) ALL STOCKPILES SHALL HAVE A MAXIMUM SIDE SLOPE OF 2:1 AND SHALL NOT EXCEED A MAXIMUM HEIGHT
OF 10 FEET. STOCKPILES MUST BE LOCATED A MINIMUM OF 50 FEET FROM STORM DRAINS AND STREAMS
UNLESS NO REASONABLE ALTERNATIVE IS AVAILABLE. PROVIDE SILT FENCE WITH OUTLET AROUND
STOCKPILE AREA.
6.) SPOIL OR DEBRIS SHALL NOT BE PLACED WITHIN 50' OF STORM DRAINS OR STREAMS.
7.) THE CONTRACTOR SHALL CONDUCT SELF -INSPECTION OF THE EROSION AND SEDIMENT CONTROL
MEASURES AND COMPLETE THE FOLLOWING COMBINED SELF -INSPECTION FORM FOUND ONLINE AT
https://deq.nc.gov/NCGO1.
8.) TO FACILITATE CLEANUP, CONTRACTOR SHALL PROVIDE A LAYER OF SAND, FINES, OR SCREENING FINES ON
ROADS AND PAVED SURFACES PRIOR TO DEPOSITION OF ANY EXCAVATED MATERIAL.
9.) CONTRACTOR SHALL OBTAIN AND PAY FOR EROSION CONTROL PERMITS FOR OFF -SITE STORAGE YARD,
BORROW AREA, AND DISPOSAL AREAS AS REQUIRED.
CONTACT INFORMATION FOR RESPONSIBLE PARTY FOR MAINTENANCE
ERIC OLSEN, THE WOOTEN COMPANY.
EX CATCH BASIN
1 v v v1-1 "3 (TO BE REMOVED)
\ \ \ \ NEW VALVE VAULT
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INFORMATION SHOWN COMPILED FROM FIELD SURVEY AND PREVIOUS
PLANS OF WWTP. CONTRACTOR SHALL FIELD VERIFY INFORMATION AS
REQUIRED FOR BIDDING AND CONSTRUCTION OF CURRENT PROJECT.
2.)
BYPASS PUMPING MAY BE REQUIRED FOR PERFORMING WORK WITHIN
THIS PROJECT. COORDINATE ANY SHUTDOWN WITH OWNER.
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EXISTING WELL ON SITE SHALL BE ABANDONED ACCORDING TO NORTH
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CAROLINA REGULATIONS. PUMP, WIRING AND CONTROL PANEL SHALL BE
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COMPLETE AND APPROVAL BY THE ENGINEER GRANTED.
LEGEND.
EXISTING
PROPOSED
PROPERTY LINE
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TREE LINE
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ACCESS DRIVE
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SILT FENCE
SF
COMBINATION FENCE
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CONSTRUCTION
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SKIMMER BASIN
RIP -RAP
PROTECTION
LIMITS OF
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5
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DATE:
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SCALE:
0 1/2 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
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EC-002

SUMMERHOUSE ON EVERITT BAY
PIN No 425700334529 I
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/
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N,
JAMES FOSTER
PIN No 42570005550
DB:3416 PG:75
TEMPORARY CONSTRUCTION
ENTRANCE, SEE DETAIL 8/SD-1
HOLLY RID
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EL 25.92
i
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NEIL THOMPSON
PIN No 425700044538
DB:5663 PG:107
PHILLIP WEATHERSBEE \/
PIN No 425700044500
DB:5208 PG:37 /
9
EX 12"INFLUENT
FORCE MAIN
FROMHOLLYRIDGE
18" FORCE MAIN TO CONTINUE DOWN
HOLLY RIDGE ROAD TO TOPSAIL WWTP, SEE
SHEET C-2.00 FOR LINE WORK
8" FORCE MAIN TO CONTINUE DOWN HOLLY
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POND, SEE SHEET C-2.00 FOR LINE WORK
\ SUMMERHOUSE ON EVERITT BAY
PIN No 425700334529
DB:3473 PG:629
X \
SEE DETAIL 3/SD-1 FOR TYPICAL
a PAVEMENT CUT AND PATCH
ONSLOW WATER & SEWER AUTHORITY
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AND CHEMFEED � � /"
/ EX STORM DRAIN EDWARD GILLESPIE PIN No 425700143792
(TO BE REMOVED) PIN No 425700143720 DB: 5338 PG: 823
Q �j*/ moo / PLUG PIPE AT KENJNSTH & CONNIE DB: 5319 PG: 376
JAR_ _—J CATCH BASIN / PIN No 425700142750
EXREUSE LINE (ABANDONED) — �— / DB: 5709 PG: 299
LFM +
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CONCRETE WASH OUT ✓ / (OEMAIN) EXSTORMDRAIAr
AREA, SEE DETAIL 9/SD-1 I
i NEW GRAVEL DRIVE, MARK & CLAUDIA ANTONUCCI j
EX CHEMICAL FEED LINE SEE DETAIL 2/SD-1 / PIN No 425700141674 /
(TO BE REMOVED / DB: 5094 PG: 227
L A N E DALE & DEBRA CROSS
T W � N � N G ROSE / PIN No 425700140546 EDUARDO & MAIDA
DB:5607 PG:763 UTRILLA
PIN No 425700141508
B:5648 PG:607
JULIA CONNOLLY & /
\ CALEB LINNEHAN /
PIN No 425700049574
DB:5316 PG:169 /
JOHN & MARIBEL GREEN \
PIN No429500
DB:548486 PG: PG:57578 \
I I
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SCALE: 1" = 40'-0"
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
40 20 0 40' NOT RELEASED FOR CONSTRUCTION
1' 40' 0"
100 YEAR FLOOD ELEVATION = 11.00 NOTES:
(PER FIRM MAP 3720424700K REVISED JUNE 19, 2020
1.) INFORMATION SHOWN COMPILED FROM FIELD SURVEY AND PREVIOUS
PLANS OF WWTP. CONTRACTOR SHALL FIELD VERIFY INFORMATION AS
SURVEY CONTROL POINT No 1 SURVEY CONTROL POINT No 2 REQUIRED FOR BIDDING AND CONSTRUCTION OF CURRENT PROJECT.
REBAR WITH CAP REBAR WITH CAP 2.) BYPASS PUMPING MAY BE REQUIRED FOR PERFORMING WORK WITHIN
EL 26.00 EL 25.92 THIS PROJECT. COORDINATE ANY SHUTDOWN WITH OWNER.
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DB: 5111 PG: 792 PROCESS UNITS STARTING IN MAY 2024. THESE UNITS ARE SHOWN ON
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DESIGNED BY:
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DRAWN BY:
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CHECKED BY:
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PROJECT NO.:
2896—AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
C-4.20

-RCW
FM
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SEE SHEET C-4.20 FOR EFFLUENT FORCE MAIN CONTINUATION 100 YEAR FLOOD ELEVATION = 11.00 NOTES:
(PER FIRM MAP 3720424700K REVISED JUNE 19, 2020
SEE SHEET C-4.23 FOR DETAILS FOR CONNECTION 1.) INFORMATION SHOWN COMPILED FROM FIELD SURVEY
AND PREVIOUS PLANS OF WWTP. CONTRACTOR SHALL
TO EXISTING FORCE MAIN AND NOTE 4 EXISTING 5-DAY HOLDING POND FIELD VERIFY INFORMATION AS REQUIRED FOR BIDDING
SURVEY CONTROL POINT No 1 SURVEY CONTROL POINT No 2 REBAR WITH CAP REBAR WITH CAP AND CONSTRUCTION OF CURRENT PROJECT.
EL 26.00 EL 25.92 \\ _ 2.) BYPASS PUMPING MAY BE REQUIRED FOR PERFORMING
WORK WITHIN THIS PROJECT. COORDINATE ANY
SHUTDOWN WITH OWNER.
\ \30
�29 - - - - - _ ___ 3.) EXISTING WELL ON SITE SHALL BE ABANDONED
------ _____
,EXRECLAIMED-"ATER - - - -31 - - - ACCORDING TO NORTH CAROLINA REGULATIONS.
Ib j'UNIPSTATION� - - - - - - - - - _ _ _ _ PUMP, WIRING AND CONTROL PANEL SHALL BE REMOVED
_ _ _ _ - ---- AND EQUIPMENT TURNED OVER TO THE OWNER. BURIED
_ _ -----
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- - - - - - - 1 I PIPE CAN BE ABANDONED IN PLACE, PROVIDE PLUG ON
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-----___-- -.28- ---_ ----\ ------ COMPLETE AND APPROVAL BY THE ENGINEER GRANTED.
---------_28
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LOD LOD LOD LOD LOD LOD LOD LOC L JU LOD LUU
-__---,7 -- , _ 5.) THE SUMMERHOUSE WWTP IS BEING UPGRADED WITH
a /,----
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N 274855.77 THESE UNITS ARE SHOWN ON THESE PLANS AS EXISTING
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PUMP STATION
Rcw � _ _ - -' � � / - - - _ E 2451037.80 PROJECT.
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NEW 18" D.I. EFFLUENT BORE No CIB12 NEW 8" D�I_TREATED Ex CONTROL PANEL
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N 274832.86 NEW VALVE VAULT,
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SCALE: 1" = 4'-0"
LEGEND
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STRUCTURE
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PROJECT NO.:
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DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
C-4.21

EXISTING MANHOLE
EXISTING 4'-0"x 6'-0"ACCESS F.
EXISTING 10'-0"DIA WET WELL
EXISTING 8"
L UENT FROM F
UV FACILITY
PS-2.6
NOTES:
1. BYPASS PUMPING MAY BE REQUIRED FOR INSTALLATION
OF NEW PUMPS INTO EXISTING WET WELL. THE EXISTING UPSTREAM
MANHOLE CAN BE USED WITH THE BYPASS PUMP DISCHARGE GOING TO
THE 5-DAY HOLDING POND OR USING THE EXISTING 3" QUICK CONNECT
IN THE EXISTING VALVE VAULT. COORDINATE ANY BYPASS PUMPING
TIMES AND DURATION WITH WASTE WATER TREATMENT PLANT
SUPERVISOR BEFORE BEGINNING BYPASS PUMPING.
i
EXISTING 3" DRAIN
FROM CHLORINE
ANALYZER
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EXISTING SUMP
PUMP DISCHARGE
EXISTING REJECT WATER
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SEE SPECIFICTIONS
EXISTING VALVE VAULT EXISTING REJECT WATER 6'-Y
VAL VE BOX I I
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EXISTING 8" CHECK VAL VE, TYP
EXISTING PL UG VA VE, TYP EXISTING MOTORIZED ` I 0 _ _ — — _ _ _
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SEE SPECIFICTIONS
CUT EXISTING 6" DISCHARGE AS REQUIRED
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\ NEW 4"x6" ECCENTRIC REDUCER (FL)
NEW PUMP BASE DISCHARGE BEND
(PER MFR)
EXISTING VALVE VAULT
NEW VALVE VAULT,
SEE SHEET PS-2.7
EXISTING 8"FORCE MAIN TO
EXISTING INFIL IRA TION BASINS
EXISTING VALVE, TYP NEW TREATED EFFLUENT FORCE MAIN
y TO SPRAY FIELD STORAGE POND,
SEE C-4.21 FOR CONTINUATION
EXISTING 4'-0"x 6'-0"ACCESS HATCH
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DESIGNED BY:
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DRAWN BY:
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PROJECT NO.:
2896—AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
F SECTION- EXISTING RECLAIMED WATER PUMP STATION
PS-2.6 SCALE: 1/2" = V-0"
PS - 2.6

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T � 1 F
1
I PS-2.7
J 1
12" DI T0 PUMP P P STATION,
INV 22.50
CONCRETE VAULT, SEE
STRUCTURAL DWGS
10" DIA EQ FLOW \\
CONTROL VALVE W/
ELECTRIC ACTUATOR, SLOPED CONCRETE FILL
10" SPOOL (FL) SEE SPECS
PLAN- INFLUENT FLOW CONTROL VALVE VAULT
SCALE: 1/2" = V-0"
2
V
Q
z
O
24" SQUARE ALUMINUM
ACCESS HATCH, SEE SPECS
vi
7'-4"
6'-0"
4" DIA 90° BEND (FL) ---� f
3" PVC DRAIN
1
N I I 60
L----J 1' o"
iO 3" BACKWATER VALVE I
N EXISTING 8"
G q FORCE MAIN
Ps-2.7
u I
i
PROVIDE DOGHOUSE STYLE I 4
N OPENINGS TO FIT OVER
EXISTING 8" FORCE MAIN, J
SEAL WITH NON-SHINK GROUT
r I
r / /
4
8" FLANGED ADAPTER
(RJxFL)
OVERCAST HOLE FOR
NEW 8" FORCE MAIN
NEW 8"x8" TEE (FL) AND SEAL WITH BOOT
4" DIA 90° BEND (FL)
W/ PUNCHED FLANGE AND
S.S. INSECT SCREEN
PRECAST CONCRETE BOX,
SEE SPECIFICATIONS
PROVIDE DOGHOUSE STYLE OPENINGS TO
FIT OVER EXISTING 8" FORCE MAIN, SEAL
WITH NON-SHINK GROUT
EXISTING 8"FORCE _AJAIN TO
EXISTING INFILTRATION BASINS
G
PS-2.7
NEW 8" PLUG VALVE WITH
EXTENDED STEM, STAND
AND MOTORIZED OPERATOR,
SEE SPECIFICATIONS, TYP OF 2
NEW 8" TREATED EFFLUENT FORCE MAIN
2'-0" TO SPRAY FIELD STORAGE POND,
SEE SHEET C-4.21
PLAN- NEW TREATED EFFLUENT VALVE VAULT
SCALE: 1/2" = V-0"
0
En
4" VENT WITH
SS INSECT SCREEN
TOP EL 27.50 °'_
GRADE EL 26.58+/-
8"
1 1'-6"
5'-0"
4" DIA 900 BEND (FL)
4" DIA WALL PIPE (FLxPE)
- ALUMINUM
LADDER
I
3'-3"
t
11
10" SPOOL (FL) _ I T
12"x10" DIA CONCENTRIC 10" DIA -- REDUCER (RI), TYP DISMANTLING rr
21-411 8„ 8„ JOINT (FL) r-
i L J
f 1
�G r
12" DI INFLUENT - 4� IIII 14 4
FORCE MAIN, INV 20.67 u
Q
BOT EL 19.17
f
10" DIA MAG METER, 10" DIA EQ FLOW
CONTROL VALVE W/
SEE SPECS ELECTRIC ACTUATOR, _ 2'-0" _
SEE SPECS
SLOPED CONCRETE FILL
F SECTION- INFLUENT CONTROL VALVE VAULT
PS-2.7 SCALE: 1/2" = V-0"
24" SQUARE ALUMINUM 4" DIA 90° BEND (FL
ACCESS HATCH, SEE SPECS
PRECAST CONCRETE BOX, 4" WALL PIPE
SEE SPECIFICATIONS (FLxPE)
TOP EL 26.75
GRADE EL 26.25+/- I
III III
NEW 8"x8" TEE (FL)
8" FLANGED ADAPTER
EXISTING 8(RJxFL)"
FORCE MAIN
i0
Y
r I BOT EL 21.75
3" PVC DRAIN
OVERCAST HOLE AND
SEAL WITH NON -SHRINK GROUT
3" BACKWATER VALVE
INV EL 22.00
`
NEW 8" PLUG VALVE WITH
EXTENDED STEM, STAND
AND MOTORIZED OPERATOR,
SEE SPECIFICATIONS, TYP OF 2
mR
4" DIA 90° BEND (FL)
W/ PUNCHED FLANGE AND
S.S. INSECT SCREEN
II - -
PROVIDE DOGHOUSE STYLE OPENINGS TO
8„ - FIT OVER EXISTING 8" FORCE MAIN, SEAL
- WITH NON-SHINK GROUT
Vol EXISTING 8"FORCE MAIN TO
EXISTING INFILTRATION BASINS
x
�yl LL � 4 LL
A-
V-6"
SLOPED GROUT FILL, FORM
V-6" SQARE SUMP FOR
BACKWATER VALVE
G SECTION- NEW TREATED EFFLUENT VALVE VAULT
PS-2.7 SCALE: 1/2" = V-0"
12" 0 1
1 1 1
1/2"= V-0"
60"x72" DOUBLE DOOR
ALUMINUM ACCESS
HATCH, SEE SPECS
CONCRETE VAULT, SEE
STRUCTURAL DWGS
1
1
1
1
12" DI TO PUMP
STATION, INV 22.50
10" WALL PIPE (FLxPE) TYP
CREATE 2'-0" SQ
SUMP AT DRAIN
4" PVC DRAIN WITH
BACKWATER VALVE,
INV 19.50
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
� NOT RELEASED FOR CONSTRUCTION
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3/27/2024
DESIGNED BY:
CWS
DRAWN BY:
PMD
CHECKED BY:
CWS
PROJECT NO.:
2896-AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
PS-2.7

VARIES 4'-0" 12"
12'-0" 12" 4"-0"
I VARIES 4'-0" 12"
12'-0"
12" 4"-0"
SLOPE 1/4" PER FT
s
SLOPE 1/4" PER FT.
Stope 1 S�OpE
D� �•
�IA
OMPACTED 3" THICK
ACCESS ROAD SIDE ASPHALT DRIV
DITCH -SEE DETAILSTONENON-WOVEN
GEOTEXTILE FABRIC
S I❑N
NOTES:
1. ASPHALT PAM HALL BE S9.5B SURFACE COURSE
2. COMPACT E TO CONFORM TO AASHTO STANDARD T-99
3. DIMEN AND ROADSIDE DITCH LOCATIONS MAY VARY DEPENDING ON SITE CO
4. NO OVEN GEOTEXTILE FABRIC SHALL BE NON -BIODEGRADABLE CONFORMING TO
6 OF THE NCDOT STANDARD SPECIFICATIONS FOR TYPE 1 ENGINEERING FABRIC
i TYPICAL ASPHALT DRIVE
i
SD-1 NOT TO SCALE
NEW ASPHALT PAVEMENT
CUi BACK EXIST CUT BACK EXIST BASE
SURFAc, CUURSE - - - - COURSE 12" MIN
6" MIN FROM
BASE SLOPE ASPHALT ONCRETE
SURF COURSE (S-9.513)
EXIST SURFACE
COURSE K COAT
ASPHALT CONCRETE BASE
TACK COAT \ (I-19.013)
S J
EXIST BASE COURSE
-AGGREGAT ASE COURSE
dSD-1
TYPICAL PAVEMENT JUNCTION
NOT TO SCALE
SEED AND MULCH
PER EROSION CONTROL
AND SEDIMENTATION
PLANS AND SPECS
I %//////xv
//\ \/ %/'i/jj
-\j
SELECT COMPACTED
�O V BACKFILL, SEE NOTE 5
°J° \ // MARKING TAPE
z �xV �X\� UNDISTURBED EARTH
UL
u �A/� \ SELECT COMPACTED
m �X//� BACKFILL, SEE NOTE 5
TOP OF PIPE
XX
PIPE BEDDING O///<�Oo °0�000 Oa0°°O�OOc
WIDTH
O.D. + 18" MIN
O.D. + 24" MAX
PIPE BEDDING, CLASS I
#67 WASHED STONE WHEN
ROCK IS ENCOUNTERED,
SEE SPECS FOR THICKNESS
PIPE GRADE
NOTES:
1. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
2. FOR DEEP TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM
THE INSIDE FACE OF THE SHORING AND BRACING.
3. BACKFILL SHALL BE COMPACTED IN 6" LIFTS IN TRAFFIC AREAS AND
12" LIFTS IN NON -TRAFFIC AREAS.
4. NO ROCKS OR BOULDERS 4" OR LARGER SHALL BE USED IN INITIAL BACKFILL.
5. SELECT BACKFILL MATERIAL SHALL BE USED IN ALL LOCATIONS WHERE EXCAVATED MATERIAL IS
DETERMINED, BY THE ENGINEER/CONSTRUCTION OBSERVER, TO BE UNSUITABLE FOR
BACKFILLING. ACHIEVE 80% COMPACTION IN NON -TRAFFIC AREAS, AND 95% COMPACTION IN
TRAFFIC AREAS.
6. ALL TRENCHING AND EXCAVATION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE
NORTH CAROLINA OCCUPATIONAL SAFETY AND HEALTH STANDARDS FOR THE CONSTRUCTION
INDUSTRY MANUAL.
7. NO BOULDERS 8" IN DIAMETER OR LARGER SHALL BE USED.
TYPICAL DUCTILE IRON PIPE
5 TRENCH AND BEDDING
SD-1 NOT TO SCALE
SLOPE 1/4" PER FT. SLOPE 1/4" PER FTC
3:J
.N 3 1_S Ope 1 S�OP� S�Opf 3 5\-OPE
ACCESS ROAD SIDE \- g COMPACTED ABC STONE
DITCH - SEE DETAIL NON -WOVEN
GEOTEXTILE FABRIC
SECTI❑N
NOTES:
1. COMPACT STONE TO CONFORM TO AASHTO STANDARD T-99
2. DIMENSIONS AND ROADSIDE DITCH LOCATIONS MAY VARY
DEPENDING ON SITE CONDITIONS
3. NON -WOVEN GEOTEXTILE FABRIC SHALL BE NON -BIODEGRADABLE
CONFORMING TO SECTION 1056 OF THE NCDOT STANDARD
SPECIFICATIONS FOR TYPE 1 ENGINEERING FABRIC
2 TYPICAL GRAVEL DRIVE
SD-1 NOT TO SCALE
SIDEWALK NOTES: CURB AND GUTTER NOTESi
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND CONSTRUCT CURB AND GUTTER 2' - 6' TYPICAL. WHERE EXISTING
%THICK TYPICAL. WHERE EXISTING CONDITIONS CONDITIONS ARE DIFFERENT MATCH EXISTING CURB AND GUTTER.
A DIFFERENT MATCH EXISTING SIDEWALK,
PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT
PLA\CRETE
INT 1' DEEP WITH b8' RADII A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR EN
IN IDEWALK AT 5' INTERVALS. SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBT ED
WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS.
ONEJOINT WILL BE REQUIRED AT 50' INTERVALS.
JOINT SPACING MAY BE ALTERED IF REQUIRED BY E INEER.
A �INT WILL BE REQUIRED WHERE THE SIDEWALK CONTRACTION JOINTS MAY BE INSTALLED WITH TH USE OF
JOITURE, TEMPLATES OR FORMED BY OTHER APPROVED M ODS.
1/8' RAD. SURFACE OF
SIDEWALK
JOINT
SEALER
T
I2' JOINT WIDTH . JOINT
FILLER
T = SIDEWALK THICKNESS
SIDEWALK EXPANSION JOINT DETAIL
NOT TO SCALE
CONSTRUCT NON -TEMPLATE FORMED JOINTS A N. OF 1 16' DEEP,
FILL ALL CONSTRUCTION JOINTS WITH J FILLER AND SEALER,
SPACE EXPANSION JOINTS AT 90' INT VALS AND ADJACENT TO
ALL RIGID OBJECTS,
JOINT 1/8' RAD.
SEA SURFACE OF
GUTTER
° + 12'
JOINT WIDTH JOINT 4
II FILLER
CURB AND GUTTER EXPANSION JOINT DETAIL
NOT TO SCALE
CONCRETE SIDEWALK Y2' EXPANSION JOINT 1/2' D• 6`
WIDTH
C B & GUTTER EXISTING 3" RAD,
° PAVEMENT
' T
III III -II III °II
12" °.
_ I I_II-1 I 1=1I1=111= ° I -I _ -
°
- (UNDISTURBED EARTH °I I III 111-1°1-1 19.° '•,
1=1 1-111-1 11-1 1=1 �11=1 I I=111= 4
-i=I=1 I-III-I-1 1-1 111 11 11 11 ;III- '
RB AND GUTTER W/SIDEWALK 2'-6" CURB AN GUTTER
NOT TO SCALE NOT TO SCALE
STANDARD CURB AND GUTTER
SD-1 NOT TO SCALE
SEED AND MULCH
PER EROSION CONTROL
AND ION
PLANS ANDSPECS
� _/xxjxjxA� j
v % � ' � ; //�/jv
\A A ` Aj' \��\j�Aj�Aj�`
SELECT COMPACTED
FINAL IN
TAMPED BACKFILL
12" LAYERS % �j� MARKING TAPE
/�
Lu
j/�� UNDISTURBED EARTH
Lu I / \ \\\
� % % #12 COPPER TRACER
Lu BACKFILL %//� WIRE (REQUIRED FOR
jTAMPED IN 6"V� - - 12" - - - / jV/PVC ONLY)
LAYERS ��/� A�Ax PIPE BEDDING, CLASS I
x/� / #57 OR #67 WASHED
II TOP OF PIPE ;//� I ;/ / STONE COMPACTED
oa 0 000 oa OoV/' TO 90% STANDARD
������ °00 °� 00 ��/�A�� PROCTOR DENSITY
PIPE BEDDING �x//� D000
0 0 O 0 0 �OC
�000 °OOOO O00o00 090O�/�/
)00 00000 0= 0C // PIPE GRADE
SEE SPECS FOR THICKNESS
_ WIDTH OF STONE UNDER PIPE
O.D. + 24" MIN
O.D. + 48" MAX
NOTES:
1. TYPICAL FOR PIPE DEPTHS OF 3' TO 141. FOR DEPTHS GREATER THEN 14'
THE INITIAL BACKFILL SHALL BE SAME MATERIAL AS PIPE BEDDING MATERIAL.
ALL TRENCHS 20' OR GREATER SHALL BE DUCTILE IRON PIPE.
2. FOR DEEP TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM
THE INSIDE FACE OF THE SHORING AND BRACING.
3. STONE BEDDING FOR PVC WATER MAINS SHALL BE REQUIRED WHERE UNSUITABLE SUBSURFACE
CONDITIONS EXIST AS DIRECTED BY THE ENGINEER.
4. NO ROCKS OR BOULDERS 4" OR LARGER SHALL BE USED IN INITIAL BACKFILL.
5. SELECT BACKFILL MATERIAL SHALL BE USED IN ALL LOCATIONS WHERE EXCAVATED MATERIAL IS
DETERMINED, BY THE ENGINEER/CONSTRUCTION OBSERVER, TO BE UNSUITABLE FOR
BACKFILLING.
6. ALL TRENCHING AND EXCAVATION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE
NORTH CAROLINA OCCUPATIONAL SAFETY AND HEALTH STANDARDS FOR THE CONSTRUCTION
INDUSTRY MANUAL.
TYPICAL PIPE TRENCH
6 AND PIPE BEDDING FOR PVC
SD-1 NOT TO SCALE
MAXIMUM PAYMENT WIDTH
SAW CUT
EXISTING ASPHALT
2' MIN. OR MATCH EXISTING
S9,5 SURFACE COURSE
MIN. 8' COMPACTED
ABC AGGREGATE BASE
6• -
COMPACTED BACKFILL
VARIES J
12' 12'
PIPE WIDTH
NOTES:
1. THE PAVEMENT SHALL BE DEFINED BY A STRAIGHT EDGE, PREFERABLY A MACHINED SAW CUT.
2. THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH DRY SOIL OR ABC STONE TO THE BOTTOM OF
THE PROPOSED SUBGRADE. THE BACKFILL SHALL BE PLACED AND COMPACTED IN ACCORDANCE WITH THE
PROJECT SPECIFICATIONS.
3. WITHIN ROADS MAINTAINED BY NCDOT, THE TRENCH SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE
WITH NCDOT STANDARDS.
4. THE ENTIRE THICKNESS/VERTICAL EDGE OF THE CUT SHALL BE TACKED.
5. THE SAME DEPTH OF PAVEMENT MATERIAL WHICH EXISTS SHALL BE REINSTALLED, BUT IN NO CASE SHALL
THE ASPHALT BE LESS THAN 2" THICK.
6. THE ASPHALT PAVEMENT MATERIAL SHALL BE INSTALLED AND COMPACTED THOROUGHLY TO ACHIEVE A
SMOOTH LEVEL PATCH.
D
TYPICAL PAVEMENT CUT AND PATCH
NOT TO SCALE
2" X 2" DURABLE 2" X 2" DURABLE
HARDWOOD STAKE _� HARDWOOD STAKE
1 WOOD MULCH OR 3"
3" COMPOST TO Y2
MIN. 16" DIA. HEIGHT OF WATTLE } MIN. 16" DIA.
WATTLE WATTLE
FLOW-��� FLOW �� ;
AREA TO BE _ AREA TO BE
- _ II
-11-III-III=111J PROTECTED � 1110111=III
PROTECTED
=IIII_( I I -I I1=1I1= III I I I II I I II j I 11=1I ( I I I I II I I I I II I I I I1=1I1=1I1=1I1= I I I_I � I_I � 1=1I I I I1= � ! I I I I II I I I I1=1I1=1I1=1I1= I_I I1= -I I I_I I1=1I1=1I I-
_ _III III -I IIIIOIIiI_li1=111= _II-III-III_I11_III_I11-
11-III- 12" MIN.
12" MIN. TRENCH INTO
GROUND 4" MIN.
ENTRENCHED INSTALLATION UNTRENCHED INSTALLATION
NOTES:
1. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS AND DEBRIS GREATER
THAN 1" THAT MAY INTERFERE WITH PROPER FUNCTION.
2. PLACE WATTLE BARRIER ON GENTLY SLOPING GROUND AND TURN ENDS OF
WATTLE SLIGHTLY UPSLOPE TO PREVENT RUNOFF FROM GOING AROUND THE
ENDS.
3. USE OAK OR OTHER DURABLE HARDWOOD STAKES DRIVEN VERTICALLY
THROUGH THE CENTER OF THE WATTLE. INSTALL STAKES ALONG THE LENGTH
OF THE WATTLE AT A MAXIMUM INTERVAL OF 4' BETWEEN STAKES FOR
UNTRENCHED INSTALLATION AND A MAXIMUM INTERVAL OF 8' BETWEEN
STAKES FOR ENTRENCHED INSTALLATION. STAKES SHOULD BE DRIVEN TO A
MINIMUM DEPTH OF 12", WITH A MINIMUM OF 3" EXTENDING ABOVE THE TOP
OF THE WATTLE.
4. INSPECT WATTLE BARRIERS WEEKLY AND AFTER RAINFALL EVENTS OF 0.5" OR
GREATER AND REMOVE ACCUMULATED SEDIMENT AND/OR DEBRIS.
9 STANDARD WATTLE BARRIER
SD-1 NOT TO SCALE
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
o�U u�
o°o °
NOTE: o a'°0000
SILT FENCE FABRIC TO OVERLAP .0114 o °
HARDWARE CLOTH BY 12 INCHES o Soo 0 0
°0000 0
o°O O�o °6 O�
off°°°o0 000o O ° l,
STEEL FENCE POST
WIRE FENCE SILT FENCE FABRIC
HARDWARE CLOTH ON WIRE FENCE
FILTER OF 1 INCH DIAMETER -
# 57 WASHED STONE g�
0o O
o
oc oO°g�OC
FLOW DIRECTION 60- 0 . 0o0 18"
­O°°COC�O°°U o`<
o�qO o� oo ll GRADE
ul r
w
II
SIDE VIEW
u
SIL
FAI
GRP
n
2"-3" COARSE
AGGREGATE
NOTE:
1. ENTRANCE APPLICABLE AT ALL POINTS OF INGRESS AND EGRESS UNTIL SITE IS STABILIZED.
2. CONSTRUCTION ENTRANCE SHALL BE PLACED FOR MAXIMUM UTILITY BY ALL CONSTRUCTION
VEHICLES.
3. PERIODIC TOP DRESSING AND ROUTINE MAINTENANCE SHALL BE PROVIDED ON ENTRANCE
AS REQUIRED. CONTRACTOR SHALL STOCKPILE FRESH STONE ON SITE.
4. ANY MATERIAL THAT MAKES IT TO EXISTING PUBLIC ROADWAY SHALL BE REMOVED AND
CLEANED IMMEDIATELY.
Q8 TEMPORARY CONSTRUCTION ENTRANCE
SD-1 NOT TO SCALE
= 8'-0" MAX.
f_
SILT FILTERING FABRIC
STONE FILTER OF 1" GRAVEL PLACED
AGAINST FENCE WHERE REQUIRED
8'-0" MAX.
14 GAUGE
APPROVED WIRE BACKING
SILT FILTERING (6"x6" MAX.
FABRIC OPENING)
® 1.33 LB/FT
STEEL POSTS
FRONT
WIRE MESH
o
rn ° ,o<:
°
r
° o80o�
°p
1 00 o°O
- 91,
M � ANCHOR
ch z DITCH
Lu
w
SECTION
NOTES:
1. POSTS SET AT DEPTHS OF 4' FOR EARTH BACKFILL. ANCHOR DITCH IS 9" x 9" AND FILL IS TO
BE COMPACTED.
2. PROVIDE ADEQUATE EXCAVATION AHEAD OF SILT FENCE TO ACT AS A VELOCITY BREAK AND
SILT TRAP.
3. CONTRACTOR MAY USE ALTERNATE MATERIAL OR METHOD UPON APPROVAL FROM ENGINEER.
oD-
SILT FENCE
NOT TO SCALE
oU 0 0 oo U O oU o O �Lg6 ��o= � U16Uz05ooV O0o lP
)00° on�oO�o°() � nC)°O�o ()nC)°=n0.'�n n=n�nn0.'On°rinC)°=n0.'��°
HARDWARE CLOTH STEEL FENCE POST
ON WIRE FENCE
PLAN VIEW NOTE:
USE SILT FENCE OUTLETS ONLY WHEN
DRAINAGE AREA DOES NOT EXCEED 1/4
ACRE AND THERE IS A LOW AREA. USE
AS A REPAIR OF SILT FENCE FAILURES.
STEEL FENCE POST SET
FRONT VIEW AND SILT
THE TR NCHNCE FABRIC 6 INCHES INTO
ii STANDARD SILT FENCE OUTLET
SD-1 NOT TO SCALE
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
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M7/2024
DESIGNED BY:
CWS
DRAWN BY:
PMD
CHECKED BY:
CWS
PROJECT NO.:
2896-AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
SD-1

CONCRETE COLLAR TO
ROUND SURFACE M.H. RING AND COVER
FOR H-20 LOADING
FINISH GRADE, GROUT AROUND RING
SEE NOT 1 \ TOP OF PAVEMENT
BUTYL MASTIC ROPE
GRADE RINGS 8" MAX. 2'-0" SEALANT, (TYP.)
a ECCENT CONE SECTION
BUTYL MASTIC ROPE SEALANT, (TYP.) \
a POLYOLEFIN BACKED
EXTERIOR JOINT WRAP TO
SEAL EXTERIOR JOINTS
DIAMETER MAIN DEPTH OF
SIZE INSTALL. Z /
8" TO 12" 0' TO 15' Z
5' - 0" 15" TO 30" 15' TO 30'
6' - 0" 36" & GREATER 30' & GREATER____
a
SEE
MONOLITHIC BASE a . NOTE
#3 wor
�. °. GROUT CHANNEL
INV. ELEV.
SEE NOTE #2 6"
8" MIN. #57 STONE °
AGGREGATE BASE
OMPACTED SUBGRADE
NOTES:
1. THE DISTANCE FROM THE OP OF M.H. RING AND COVER MAY VARY WIDELY. SEE GRADI PLAN,
AND/OR MANHOLE SCH ULE
2. INVERT ELEV. SHOWN N THE PLANS OR MANHOLE SCHEDULE ARE AT THE INLET AND OUT L OF
MANHOLE UNLESS ERWISE NOTED
3. CARRIER PIPE TO NHOLE CONNECTIONS SHALL BE RUBBER SLEEVE WITH DUAL S.S. BANDS
4. ALL MANHOLES E TO BE EXTENDED BASE
5. ALL INTERIOR INTS AND LIFTING POINTS SHALL BE SEALED WITH GROUT
6. MANHOLES S ILL NOT HAVE STEPS
1 STANDARD MANHOLE
SD-2 NOT TO SCALE
RE UIREMENTS FOR ABOVE GROUND INSTALLATIONS OF REDUCED
PR SURE PRINCIPLE AND DOUBLE CHECK VALVE ASSEMBLIES
1. The b kflow preventer must be installed a Maximum distance of five (5) feet
from t meter service or before any wyes, tees, or bypasses. Installation of
backflow reventers within the DOT right-of-way will not be accepted, it must
be install d on the customers property.
2. Reduced p assure principle assemblies must be installed in a horizontal position
and s0 10c ed in which no portion of the assembly can become submerged un er
any circur nces.
3. Double check valves can be installed in a vertical position provided the water lows in
an upward dir tion.
4. All backflow pre enters must be installed above ground. Backflow preventers installed
inside must be minimum of twelve (12) inches above the floor, and no igher
than four (4) fee above the floor. Customer must maintain adequate cl rance
around the assemb for testing, and/or repair of the assembly. Wherev a reduced
pressure principle b kflow preventer is installed inside a building an air gap drain of
adequate size must e installed. Below ground installations are prohib' ed for RP's.
Surface or Sub-surfa obstacles which prohibit the installation of t e device in
accordance with the sp cifications shall be subject to the review a approval of the
Engineering Director for Iternative locations.
5. Backflow prevention asse blies installed outside must be protecte with a ASSE 1060
approved enclosure. The a sembly must maintain a minimum dis nce of twelve (12)
inches and a maximum Cis nce of thirty (30) inches above th ground. Landscaping
is allowed around any assem ly provided it does not interfere ith the testing and/or
repairing of the assembly.
6. Protective enclosures must be sed to prevent freezing or v ndalism for backflow
prevention assemblies installed utside above ground. Freez proof enclosures that
meet of exceed North Carolina umbing Code Standards e acceptable provided that
the insulation is at least 7.05 R ctor, and have the 10 0 ASSE approval plate.
Adequate drainage shall be provide by a hinged door o drain ports along the
bottom walls of the protective encI ure. The enclosur will require to be mounted
to the ground or existing grade. If t e structure is n removable it must be
accessible by doors large enough for ntrance and r air.
7. Backflow prevention assemblies two an one half (2 2) inches or larger must be
supported to allow for the weight of th backflow revention assembly. Support
construction can consist of concrete blo , brick r steel. Supports must have a proper
footing to rest on. Supports should be sp ced s they do not cause interference
with the testing and/or repair of the ass, blie .
8. All piping must be of ductile iron, pvc, co pp r or brass.
9. All backflow prevention assembly installations hall be inspected by the Onslow Water
and Sewer Authority Technical Operations Set n or an authorized representative prior
to initial connection to the potable water s Ste .
10. Before installation of any backflow prevent r, Co tact the Backflow Cross Connection
ORC at 910-455-0722 to assist in prop selec n and installation.
Note: Appendices within these regulations are subject to hange periodically or as required by the State of North Carolina.
3 STRAND BARB WIRE
TOP RAIL
u X x x I
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_A 1.
I- TENSION WIRE
0
-CONCRETE ENCASEMENT
(TYPICAL)`
16'-0" (TYP.)
I I
LDOU
GATE
HINGES
NOTES:
1. DOUBLE GATE SHALL HAVE A LOCKING MECHANISM, DROP ROD, AND TRUSS ROD.
2. ALL FENCE COMPONENT MATERIALS SHALL BE THERMALLY FUSED AND BONDED
VINYL COATED (GREEN OR BLACK) WITH A 9 GAUGE CORE
0SD-2
STANDARD FENCING
NOT TO SCALE
23 1/2'
2 1/8'
SECTION "A"
7 1/2' /
I_
LAGSHIELDS MAY ONLY
BE USED IN ROADWA
APPLICATIONS.
COVER 120 LBS. MINIMUM
2 5'
33 1/4'
5/8" X 3" LAGSHIELD IN HOL
/NHOLES
DRILLED INTO CONE OR RING WI
ANH FRAMES SHALL BE ANCHOR SUNK TO DESIGN DEPTH,
TI LY CAST AND 5/8" X 3" HOT DIPPED
HALL BE A MINIMUM WEIGHT OF GALVANIZED LAG BOLT AND WASHER.
S.
SHALL WEIGH A MIN. OF 120 LBS.
LES WITHIN PAVED SURFACES
BE CONSTRUCTED IN ACCORDANCE
ETAIL.AL SHALL BE USED BETWEEN RING
ONE
2 STANDARD MANHOLE COVER AND FRAME
SD-2 NOT TO SCALE
6 L
EX. SEW PIPE,
TOP FREMOVED
WI IN MANHOLE
VERT KCHANNEL
NEW SEWER MASONRY
811 LINE SEAL
w
MIN
= 811
CONC. EX. SEWER
D
BE D '. PIPE riC�
ii D D i 1
o Nc: SLAB %
#4 @ 12" 12" MIN CONC. BENCH
O.C.E.W. #67 STONE
SEAL FOR OGHOUSE
TYPICAL SECTION STYLE PIPE NING
3 DOGHOUSE MANHOLE
SD-2 NOT TO SCALE
= rn
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J _
FROM ❑NWASA'S WATER MAIN / TO CUSTOMER o A
MMd
m
REDUCED PRESSURE
5'
ASSEMBLY
NOTES:
1. THE INSTAL HAS THE OPTION TO INSTALL THE GATE OR BALL VALVES AND THE PRESSURE REDUCING VALVE
INSIDE OF E ENCLOSURE.
2. IN ORD TO PREVENT OBSTRUCTION DURING THE TESTING OR REPAIR OF THE ASSEMBLY, IT IS RECOMMENDED
THAT E GATE OR BALL VALVES AND THE PRESSURE REDUCING VALVE BE INSTALLED OUTSIDE THE ENCLOSURE.
5 STANDARD METER AND 211 RPZ
SD-2 NOT TO SCALE
DUCTILE IRON
FLANGED TEE
DUCTILE
IRON BLIND
FLANGE
SIPHON BREAK
NOTE:
HOSE BIB SHALL ACCOMMODATE
STANDARD 3/4" GARDEN HOSE.
PRECAST C C. COLLAR STANDARD 1. 5' //
SET 1" ABO VALVE VALVE BOX LID
BOX TOP YP.)
1'
TAMP BACKFILL
CONCRETE PLAIN ENDxFLANGED END
LLAR DUCTILE IRON PIPE
GATE STANDAR
VALVE VALVE BOX
)E CONCRETE
MJ TEE ON / I BLOCKING
FORCE MAIN
WITH THRUST
BLOCKING
RESTRAINED MJxMJ
RESTRAINED CONCRETE DUCTILE IRON E 90 DEG BEND WITH
JOINTS SUPPORT (RESTRAINED JOI CONCRETE THRUST
IF MORE THAN ONE BLOCKING
FULL SECTION)
NOTES:
1. EMERGENCY BYPASS CONNECTION ASSEMBLIES SHALL BE
MINIMUM 6-INCH DIAMETER (PIPING, FITTINGS, VALVES,
ETC.). LARGER DIAMETER ASSEMBLIES MAY BE REQUIRED
AS DIRECTED BY ONWASA.
2. ALL JOINTS SHALL BE RESTRAINED
9 STANDARD EMERGENCY BYPASS CONNECTION
SD-2 NOT TO SCALE
TOP OF SLAB
' t_ 12" �
TYPE K, 1" DIAMETER COPPER WITH
THREADED TO COMPRESSION FITTING AT
HYDRANT.
STANDARD YARD HYDRANT
NOT TO SCALE
STANDARD CONCRETE VALVE COLLAR
(IF NOT IN ASPHALT)
(IF IN ASPHALT, VALVE BOX TO
MATCH ASPHALT GRADE)
FINISHED GRADE
1'
a
V
COVER < • \\ \\ \
i\ /X
z
TAMPED CAST IRON VALVE BOX
Li
D BACKFILL
-CMo O
CAST IRON GATE VALVE
- STANDARD MJ GLANDS
-- NOTE: RESTRAINT GLANDS
-_ MAY BE USED AS OPTION
IF NEEDED
TAMPED
BACKFILL
CONCRETE
SUPPORT
(/'4 STANDARD INLINE VALVE
SD-2 NOT TO SCALE
.. _ Tr_,
1 - Rhino # TVF86UB - Rhino TriVlew Flex" ...66" The TriGHip Anchor Raps"" shall be extarded priorty to
Blue with Black trap OR burial of the Rost. Soil shall be compacted :hiring
1 - Rhine # NiI66UW2 - Rhino TriViaw"' Test Station, placement of marker post.
86", 2 Inside Terminals, Blue with White Cap All materials shall be provided byRhino Markin &
1-Cap Lock -TS-LOCK for Test Stations Protection Syteans,Inc.
g
3 - Decal # SD-B516K Custom Decals
i 4'-0" (OR AS INDICATED) 1/8" RADIUS
EXPANSION JOINTS 40'-0" OC MAX (BOTH SIDES)- DINT SEALER
FINISH 1 /8" TO 1 /4"
GRADE- N, CONTROL JOINTS 5'-0" OC MAX
1"
- x x x- JOINT FILLER
1/� f
2" CLR W2.9 X W2.9 (6X6) WWF TRANSVERSE EXPANSION
TY? �f JOINT IN SIDEWALK
SECTION VIEW JOINT DETAIL
AL CONTRACTION JOINT
40' MAX SPACING BETWE
1/2" EXPANSION JOINT , 5'-0"
---4" THICK CONCR WALK_---,,",,
\ VARIES,
SEE PLAN
FOR WIDTH
1 /2" EXPA ION JOINT MATL HEN WIDTH OF SIDEWAL4 PAD, ETC
REQUIRE WHEN WALK ABUTS EXCEEDS 6', LONGITUDINAL CONTRACTION
RIGID RUCTURES JOINTS SHALL BE PLACED AS REQUIRED
PLAN VIEW
�o TYPICAL SIDEWALK
SD- NOT TO SCALE
Install above -ground utility markers at horizontal bends,
nrairaline valve boxes (not within I D feet [sf a fire hydrant
assembly branch), ends of directional bores, bank edge
of all channels crossed by direeionl bores, each side of a
roadway crossing, and along the piping alignment The
maximum spacing for the above -ground udliity markers
shall be 50C linear feet. In locations where them are
multiple horizontal bends in dose proximity, one marker
- Dili be suf'iiciant to +d : e..:,,:: the change in dirwdon.
Utility markers designed to plrarli& nuumm bD trawr wire
d-al be installed at every third u arker or every 10130 Peet
of pipe, whdwv r is Lesser_ Trace' wire accersiF_ ahwe-
grrx nd utility Rite hers shatl a%o fre installed at otitis of
Ij directional bums.
ll - AP
Il EL �l j
II RI AP
A I I T E
E E ¢l E L
31 RI
E E P
48' -- .AP
TE
EL
RI
N
E
i
GroffA IL
Mlnlmum bury
Lure ciepth 18"
Anchor Dea
00 STANDARD VALVE BOX
SD-2 NOT TO SCALE
WIDTH AS SPECIFIED ON PLANS /
-- NEW ASPHALT 4" CONCRETE
PAVEMENT
WWF 6X6-W1 . 4X1 . 4
- 6" OT #57 STONE (3" MIN. COVER. TYP.)
BASEC RSE
.� x
0 0 D0 0 0 0 0 0 /i0
7 /
Oo oC � D �oO
�o0�oa0o0\ I Zo oC)0 oaC�
OOo O 00� 01 0 ' o COMPACTED SUBGRADE
0 n�0/1C ��U�000 - (
�� BEND #4@12
NOTES:
1. STANDARD SIDEWALK WI HIS SHALL BE AS SHOWN
ON THE PLAN SHEETS D THICKNESS SHALL BE 4"
UNLESS OTHERWIS ENOTED.
2. A GROOVE JOI 1" DEEP WITH 1/8 " RADIUS SHALL BE
REQUIRED HE CONCRETE SIDEWALKS AT 5' INTERVALS.
ONE 1/2 " XPANSION JOINT WILL BE REQUIRED AT 40'
INTER S. A 1/2 " EXPANSION JOINT WILL BE REQUIRED
WH E THE SIDEWALK JOINS ANY RIGID STRUCTURE.
ii TURNDOWN SIDEWALK
SD-2 NOT TO SCALE
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
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3/27/2024
DESIGNED BY:
CWS
DRAWN BY:
PMD
CHECKED BY:
CWS
PROJECT NO.:
2896-AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
SD-2

V)
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A=
CARRIER PIPE SEE
SCHEDULE
VARIES ACCORDI TO
PIPE SIZE (APP X 4 1/2"
TOTAL ADJUS ENT)
�ADJUSTA E SADDLE
WITH S PORT PIPE, MSS
TYPE 8, SEE SCHEDULE A
(M TYPE 37, AS REQD)
XPANSION ANCHOR BOLT
(D) (2 REQD EA SUPPORT -
SEE SCHEDULE A
ll
u
ll
c.1
1= B
=
SINGLE
PIPE
ADJUSTABL ADDLE
SCHEDUL A
ADJUSTABLE SADDLE (DIM I
NCHES)
PIPE SIZE
A B
C
D
DIA x LG
3
2 1/2 7
1 1/
5/8 x 5
4-12
3 7 1/2
2 1/2
5/8 x 5
1 16
4 9
3
5/8 x 5
/18-20
6 11
3 1/2
3/4 x 6
r
24-36
6 11
4
3/4 x 6
1
PIPE SUPPORTS
SD-3
NO SCALE
0 6" PIPE DIA 6"
O
2 1/2" x 5/16"
STRAP(GALV
O AFTER FAB)
U- _ _ 5/8"0 GALV _
t- O BOLTS
(12" LONG)
w • \ •
< 3 LAYERS OF
>' GRADE FELT W/GRAPHILu
O
z
• • • w
- #5 DWL 12"
w #3T S@12" \ w
z U- � y =
C° z A - A- A 0
fV Lu
w
O OI
#5 BARS @12" EW y \11+(2xA) -
NOTEV (BOTTOM MAT)
/4D-3NO
ION "A"=4" FOR HEIGHT UP TO 6'-0"
ION "A"=8" FOR HEIGHT 6'-0" TO 12'-0"
USE FOR HEIGHT OVER 12'-0", SEE STRUCTURAL DWGS.
E SUPPORT - CONCRETE PIER
E
- FLOOR DRAIN, JO M 30000, JAY R
FINI FLOOR -FORM 2'-0" 0 SMITH 2O05, Z N Z-415 OR EQUAL
DISH ERE REQUIRED
450 WYE AND 450 BEND /
FOR VENT LINE IF REQD /
DEEP SEAL "P" TRAP
NOTE: I
INTERIOR FL00 DRAIN AND CLEANOUTS TO HA\THAVE
EL BRONZE
TOPS. EXTE R FLOOR DRAINS AND CLEANOU
LACQUERE AST IRON TOPS.
5 FLOOR DRAIN
SD-3 NOT TO SCALE
- CONCRETE WALL
2 1/2" x 2 1/2" x 1/4"
ANGLE ,
= 2'-0" M /I
SEE PLANSNl"-2 1/2" x 1/4" SST
STRAP
PIPE
1/2" x 1 1/4" SST BOLTS
(2 REQ)
1/2" SST BOLTS (2 REQ)
8 PIPE WALL SUPPORT BRA�ET
-3 NO SCALE
NOTES: STANDARD THRUST BLOCKING
1•)
THRUST BLOCKING SHALL BE USED AT BENDS, TEES,
OR WHERE DIRECTED BY ENGINEER.
2.)
CONCRETE THRUST BLOCKS, ARCHES, ENCASEMENTS, FLOWABLE FILL,
ETC. SHALL
BE FORMED USING PLYWOOD OR SANDBAGS TO PROVIDE REQ'D
SHAPE.
3.)
CONCRETE SHALL BE 3000 PSI MINIMUM.
4.)
CONCRETE SHALL NOT ENCASE OR CONTACT BOLTS OR
OR ENDS OF MECHANICAL JOINT FITTINGS.
WRAP PIPE WITH 4 ML POLYETHYLENE PLASTIC TO PREVENT
BOND.
CONCRETE THRUST BLOCK SCHEDULE*
PIPE BEND
DESIGN
SIZE 90 7TEE 45 0 22 1/2 0 11 1/4
0
PLUG
PRESSURE
(IN) H L H L H L H
L
C
D
(PSI)
<4 1.3 2.6 1.0 2.0 0.7 1.4 0.5
1.0
0.5
1.5
150
1 6 1.7 3.4 1.3 2.5 0.9 1.8 0.6
1.3
0.8
2.0
150 1
8 2.3 4.5 1.7 3.3 1.2 2.4 0.8
1.7
1.0
2.5
150
12 3.3 6.6 2.4 4.9 1.7 3.5 1.2
2.5
1.4
2.7
150 1
1 16 4.3 8.7 3.2 6.4 2.3 4.6 1.6
3.2
1.8
3.0
150 1
1 20 5.2 10.4 3.9 7.5 2.8 5.4 2.0
4.0
2.0
4.0
150 1
24 6.4 12.9 4.7 9.5 3.4 6.8 2.4
4.8
2.3
5.0
150
30 8.0 16.0 5.9 11.8 4.2 8.4 3.0
6.0
3.0
6.0
150
1 36 9.6 19.1 7.0 14.1 5.0 10.1 3.6
7.1
3.5
7.5
150 1
1 42 11.1 22.2 8.2 16.4 5.8 11.7 4.1
8.3
4.0
9.5
150 1
48 12.7 25.4 9.3 18.7 6.7 13.3 4.7
9.5
4.5
12.0
150
* BASED ON AVERAGE SOIL PASSIVE BEARING
STRENGTH OF 2000 PSF USING SAFETY FACTOR
OF 1.5
UNDISTURBED
EARTH
b
AS REQUIRED 311 VARIES 3
11
ANC\SE
OLTS, PER PER SIZE
3" MIN BAS
2" MIN I PUMP OR EQUIP 1" NON-METALLIC
= I = BASE F NON -SHRINK
1200 I I GROUT (AS REQ'D) STANDARD ASE BEND ° 0Ln N
i Lu. Lnn
ASPHALT \ Q
IMPREGNATED w CONC PIER a
FILLER w o CONC BASE 0 0 0 0 O O I
ce
N I } I 6" MIN
CL ANCHOR - I #4@1 W I I SEE MECH DWGS
#3 @ 12" TIES #4 12" EF, TYP BOLTS
REQUIRED
REQUIRED
COVER + 1" ONC FLOOR 8" MIN, COVER + 1" 8" MIN, PLAN VIEW
SEE NOTE MAX /NR SEE NOTE
MAX =
� E VE
#5 DOWELS @12" EF I #5 DOWELS @12"
SEE NOTE DOWEL ADHESIVE/DE
DO LS @12
L OUND, SEE NOTE ALL AROUND,
/Ro TE HOOK 90° FROM SHOWN SO THAT SEE NOTE
OK IS PARALLEL TO PIPE, TYP. STANDARD BASE BEND
AY BE CAST IN WITH 90° HOOK
OTE: DOWELS MAY BE CAST IN WITH 900 HOOK 0 H DOWEL ADHESIVE AT CONTRACTO OPTION.
ANCHORED WITH DOWEL ADHESIVE AT CONTRACTO OPTION. IS 8" THICK OR LESS, USE #4 DOWELS BEDDED ANCHOR BOLTS, PER 3" VARIES 3"
WHERE FLOOR IS 8" THICK OR LESS, USE #4 DOWELS BEDDED F BOTTOM OF FLOOR SLAB. BASE SIZE TYP TYPLu
TO WITHIN 2" OF BOTTOM OF FLOOR SLAB.PICAL E UIPMENT BA E NON-HRINKLLIC wCRADLE PIPE SUPPORT Q`GROUT (AS REQ'D) SCALE �I
SD-3 NOT TO SCALE i
I
_ 18" _
X MIN.
TRENCH WIDTH
X (O.D. + 18" MIN) 12"
CLASS B
4S o CONCRETE u o, 0
z _ j� a
N
11
TYPICAL SECTION
TEE OR BEND
1/2 L 1/2 L
CLASS B
Q z_ CONCRETE
U_
UNDISTURBED
EARTHrNI
\
TYPICAL PLUG
UNDISTURBED
WRAP PIPE WITH 4 ML \ \\ EARTH
POLYETHYLENE PLASTIC
TO PREVENT BOND
PLAN - TEE PLAN - BEND
9 STANDARD THRUST BLOCKING
SD-3 NOT TO SCALE
TYPL
PIPE (SEE PLANS
FOR DIA)
2" X 3/16" SST STRAP
1/2" 0 SST ANCHOR (4"
EMBED) TYP OF 2
1/2" 0 SST ANCHOR (4"
EMBED) TYP OF 2
o - STAINL STEEL NUT AND
W RS
Ll> 2" X 3/16" SST STRAP
o PIPE (SEE PLANS
0
FOR DIA)
D 211
MIN
o '
TOP OF WALL
SEE PLANS \ '
SST WASHE P
a
D � D - m � - 2"x3/16" BACKING
3 1/4" THICK
- - NEOPRENE PAD - PLATE
TYP � N
CONCRE ALL CONCRETE WALL
ALL HARDWARE SHALL BE TYPE 304 STAINLESS S UNO. ALL WARE SHALL BE TYPE 304 STAINLESS STEEL UNO.
CONTRACTOR HAS OPTION OF USING WE TYPE, ADHESIVE TYPE OR CONTRACTOR S OPTION OF USING WEDGE TYPE, ADHESIVE TYPE OR
CAST -IN -PLACE BOLTS. CAST -IN -PLACE B S.
TOP WALL SIDE WALL
6 DETAIL - TYPICAL PIPE STRAP
SD-3 NO SCALE
NOTE: NO ENCASEMENT REQUIRED FOR
SPACE GREATER THAN 12"
\%\%
6" PIPE 6" o
Z O.D. Z
FLOWABLE FILL
FULL TRENCH WIDTH
(SEE NOTE 1)
' EXIST
PROPOSED Q PIPE
�
PIPELINE a ��
o Qo 0
a 6- MIN
------------------
t6" MIN 12" MAX
12" MAX
a
D
a oo D
_ EXIST . PROPOSED
PIPE PIPELINE
1" THICK
COMPRESSIBLE
JOINT FILLER
12" MATERIAL
MIN
PROPOSED PIPELINE PROPOSED PIPELINE
OVER EXIST PIPE UNDER EXIST PIPE
10 TYPICAL PIPE CROSSING
SD-3 NOT TO SCALE
s
#4 STIRRUPS 0
Lu
@8" OC MAX I z
Cu
0 W
0 w
2" CLR m z
#4 STIRRUPS J ID
@8" OC MAX s g = w
G J
O L
0
CONC PIER a
a L
W �
J �
COLD JOINT m
s 0
A
REQUI D
COVER 1" 8" MIN,
MAX DO L SEE NOTE
ADH IVE
r
#5 D ELS @12"
ALL AR LIND,
SEE NO
ELEVATION
NOT . DOWELS MAY BE CAST IN WITH 900 HOOK OR
AN CRIED WITH DOWEL ADHESIVE AT CONTRACTORS OPTIO
W RE FLOOR IS 8" THICK OR LESS, USE #4 DOWELS EMBEDDE
T WITHIN 2" OF BOTTOM OF FLOOR SLAB.
CHOR BOLT SIZE SHALL BE /4" LESS THEN STANDARD BASE HOL SIZE
7 TYPICAL BASE BEND SUPPO T
SD-3 NOT TO SCALE
SLOPE TOP FOR
POSITIVE WATER RUNOFF /
6" DIA SCH 40 STEEL PIPE
FILLED WITH CONCRETE
AND PAINTED PER SPE03
a IL
O N -1 O
04 PAVEMENT N
EDGE OF CONC SLAB
STEM WALL o }
co Z 2 LAYERS -1/2" OINT FILLE ATL
30# FELT °
PAPER CLASS -B C CRETE
TOF \� \ ENCASEME o
O En 1/2- NT FILL MATL p
Z w
o Y 8" IA SCH 40 STE PIPE o
EEVE, PAINT PER s =
SPECS, SECTION 9A ° o co
NOTE:
6" / 6" UNLESS OTHERWISE 6" \TYl
/ NOTED ALL BOLLARDS
SHALL BE TYPE 1
BOLURD TYPE 2 BOLLA
11 TYPICAL BOLLARD
SD-3 NOT TO SCALE
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
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3/27/2024
DESIGNED BY:
CWS
DRAWN BY:
PMD
CHECKED BY:
CWS
PROJECT NO.:
2896-AM
DATE:
MARCH 2O24
SCALE:
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING
IS NOT TO FULL SCALE
SD-3

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Onslow Water & Sewer Authority
USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, latest revision"
ON WAS
µ gam° ° TMce,ry
AIR RELEASE/VACUUM VALVE SCALE: DETAIL#
Not To Scale SS ARV
SEWER REVISION DATE: SHEET #:
May, 2016 1 of 1
�P
EQUAL
�90° III- -SEE NOTE 1
1EE1I.
1LI- -I I 1 I LEI_
EQUAL o> .90. I I �TI It -I I I=I 1 1-I i L_
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a EQUAL
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90' 90°
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EQUAL
Q a
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II_j� =_1�lil ��L_I�I-ICI -ICI-I'
FOR ALL BEND FITTINGS. FOR TEE FITTING
WIDEN TRENCH TO ACCOMMODATE
ANCHOR IF REQUIRED
} Ili �_II _rl II lu I -I 1 I Y I I�Ir
III- TRENCH WIDTH PHI
1SEE TRENCHING- DETAILS
III -II I I III
I � III ICI-li
III- I -III-_ 42' MIN
1=TI-
i
EQUAL ° v 3' MIN 1= L
v -III-
EQUAL _ I=1I1- i
-III=L I-1 I (- 3' MIN
��1-1�1 III IIII�IIII �IIIII�11111�11� 11=I11- }
UNDISTURBED
•T"��
EARTH
SECTION A -A
NOTES:
1. CONCRETE BLOCKING IS TO BE FORMED TO ENSURE ACCESSIBILITY TO FITTINGS AND POURED AGAINST
UNDISTURBED EARTH.
2. ALL FITTINGS SHALL BE WRAPPED IN POLYETHYLENE TO PREVENT CONCRETE FROM CONTACTING
FITTINGS, BOLTS, OR ENDS OF MECHANICAL JOINT BENDS.
3. CONCRETE TO BE MINIMUM 3,000 PSI ® 28 DAYS.
4. WHEN SACKRETE IS TO BE USED, IT SHALL BE PROPERLY MIXED PER MANUFACTURER SPECIFICATIONS.
5. FOR REQUIRED DIMENSIONS, SEE WS_TB2
Onslow Water & Sewer Authority
N WAS USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, latest revision"
O rz... - ^" " A SCALE: DETAIL#
`/~ THRUST BLOCKING Not To Scale WS_T
REVISION DATE: SHEET #:#:
May, 2016 1 of 4
TYPE 1
(NOTE 1)
FLAT BOTTOM TRENCH WITH LOOSE DIRT
(FLAT BOTTOM IS DEFINED - UNDIST... -
EARTH)
TYPE 2
FLAT BOTTOM TRENCH WITH BACKFILL LIGHTLY
CONSOLIDATED TO CENTERLINE OF PIPE
(FLAT BOTTOM IS DEFINED AS UNDISTURBED
EARTH)
YTPE3
PIPE BEDDED IN 4" MINIMUM LOOSE SOIL WITH
BACKFILL
LIGHTLY CONSOLIDATED TO TOP OF PIPE
(LOOSE SOIL IS DEFINED AS NATIVE SOIL
EXCAVATED FROM THE TRENCH, FREE OF ROCK,
ORGANIC MATERIAL, FOREIGN MATERIALS ANT'
FROZEN EARTH.)
TYPE 4
PIPE BEDDED IN SAND, GRAVEL, OR CRUSHED
STONE TO A DEPTH OF 1/8 PIPE DIAMETER, 4"
MINIMUM WITH BACKFILL COMPACTED TO TOP
OF PIPE.
(APPROXIMATELY 80 PERCENT STANDARD
PROCTOR, AASHTO T-99)
TYPE
PIPE BEDDED TO IT'S CENTERLINE IN
COMPACTED GRANULAR MATERIAL, 4" MIN MUM
UNDER PIPE. COMPACTED GRANULAR oR
SELECT MATERIAL TO TOP OF PIPE.
(APPROXIMATELY 90 PERCENT STANDAED
PROCTOR, AASTO T-99)
(SELECT MATERIAL IS DEFINED AS NATIVE SOIL
EXCAVATED FROM THE TRENCH, FREE bF
ROCKS, ORGANIC MATERIAL, FOREIGN MATERIALS
AND FROZEN EARTH)
NOTES:
1. FOR NORMAL PIPE SIZES 14 INCH AND LARGER, CONSIDERATION SHOULD BE
GIVEN TO THE USE OF LAYING CONDITIONS OTHER THAN TYPE 1.
2. CONSIDERATION OF THE PIPE -ZONE EMBEDMENT CONDITIONS INCLUDED IN
THIS FIGURE MAY BE INFLUENCE BY FACTORS OTHER THAN PIPE STRENGTH.
FOR ADDITIONAL INFORMATION ON PIPE BEDDING AND BACKFILL, SEE
ANSI/AWWA C600.
N WASA
Onslow Water & Sewer Authority
USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, Iale, I revision"
SCALE: DETAIL#
SEWER FORCE MAIN Not To Sc Ile SS_F M E D
EMBEDMENT DETAIL REMay,216TE: SHEET#:
May, 2016 1 1 of 1
TEST PRESSURE = 150 PSI
TEST PRESSURE
= 200
PSII
PIPE TYPE
DIMENSIONS (FT)
VOLUMEI CONCRETE
TYPE
DIMENSIONS
DIMENSIONS (FT)
VOLUMECONCRETE
SIZE FITTING
CU. YD,
SPIPE IZE
FITTING
CU. YD,
I
I
11 1/4' ----
---- ---- ----
11 1/4' 1.00
1.00
1.00
0.04
<4 122 1/2' 1.00
1,00 1.50 0.06
<4 22 1/2' 1.00
1.00
1.50
0.06
INCHES 45° 1.00 I
1,00 1,50 0.06
INCHES 45° 1,00
I 1.00
1.50
0.06
90• 1.00 I
1.00 2.50 0,09
I 900 1.50
I 1.50
2.50
0.15
TEE 1.00 I
1.00 2,00 0,07
1 TEE 1.50
ISO
2.00
0.12
I11 1/4' 1.00
1.00 2.50 0.09
11 1/4' 1.00
1.00
2.50
0.09
4 122 1/2• I 1.00 I
1.00 2.50
0.09
4 122 1/2' 1.00
1.00
I 2,50
0.09
INCHES I 45• I 1.00 I
1.00 2.50
0.09
INCHES I 45- I 1.50
1.50
I 2.50
0.15
I 90- I 1.50
1.50 2.50 I 0.15
0' I 1.50
1.50
I 2.50
0.15
TEE I 1,50
1.50 2,00 I 0.12
rTEE1 1.50
1.50
1 2.00
0.12
11 1/4'
1,50
1.50 2.50
0.15
1/,
I 1.50
1.50
I 2.50
0.15
6 122 1/2-1 1.50
1.50 I 2.50 I 0.15
6 122 1/2-1 1.50
1.50
I 2.50 I
0,15
INCHES I 45- I 1,50
1.50 I 2.50 I 0.15
INCHES I 45' 1 1.50
1.50
I 2.50 1
0,15
1 90° 1 2.00
2.00 1 3.00 I 0.28
I 90- 1 2.50
2.00
I 3.00 I
0.33
TEE I 2.00 1
2.00 1 2.50 I 0.23
I
I TEE 1 2.50
2.00
2.50 I
0.28
�11 1/4'
2.00
2.00
I 2,50
0.23
it 1/4•
I 2.00
2.00
2.50 I
0.23
g
22 1/2' 2.00 I
2.00 1 2,50
0.23 I
8 122 1/2• I 2.00
I 2.0a
2.50 I
0.23
INCHES I 45• 2.00 I
2.00 I 2,75
0,25 I
INCHES I 45- 2100
2.00
2.75
0.23
I 90, 3.00 I
2.00 I 3.00 I 0.39
I 90° 4,00
2.00
3.00
0.50
I TEE 3.00 I
2.00 2.50 0.32 1
1 TEE 4.00
i 2.00
2.50
0.42
11 1/4'
2100
2.00 3,00
0.26
Il 1/4' 2.00
( 2.00
300
0,28
12 122 1/2' I 2,00
2,00 3.00 I 0.28 I
12 122 1/2' 3.00
1 2.00
I 3.00
0,39
INCHES I 45' I 3.00
2,50 3.00 I 0,47 I
INCHES I 45' I 4.00
2.50
I 3.00
0.61
I 90• I 4.50
3.00 3.50 I 0.94 I
I 90- 1 5.50
3.00
1 3.50
1.13
TEE I 4,50
3.00 I 3.00 I 0.81 I
I TEE I 5,50
3.00
I 3.00 I
0.97 1
Il 1/4'
2.00
2.00
3.00
0.28
11 1/4'
I 2.00
2.00
3.00
0.28
16 122 1/2'1 3.00
2.00 I3.00 I 0.39 I
22 1/2'1 4.00
I2.00
3.00 1
0.50
INCHES I 45- I 4.00
3.00 1 3.50 I 0.84 I
INCHES I 45- 1 5.50
I 3.00
3.50 I
1.13
I 90• I 650 I
3.50 1 3.50 I 1.54 I
190' 1 7.50
I 4.00
3.50 I
2.01
�I TEE 1 6.50 _
3.50 1 3.00 I 1.32 I
I TEE 1 7.50
I 4.00
3.00 I
1.72
CHART NOTES_
1. IF BLOCKING EXCAVATION
IS IN LIGHTLY COMPACTED FILL
AREAS, OR IN AREAS WHERE BOULDERS OR STUMPS HAVE
BEEN REMOVED, BLOCKING SIZE MUST BE RE -SIZED FOR
THE SPECIFIC LOCATION/CIRCUMSTANCE
BY A NC
LICENSED
PROFESSIONAL ENGINEER.
2. BLOCKING SIZES SHOWN IN THESE TABLES ASSUME THE FOLLOWING:
a. BLOCKING IS CONSTRUCTED IN RESIDUAL SOILS AS SHOWN IN DETAIL
b. SOIL BEARING PRESSURE = 2000 PSF
c. VELOCITY OF FLOW = 15 FPS
3. THIS DETAIL NOT APPLICABLE TO REDUCING BENDS.
4. NEITHER THE WEIGHT OF THE CONCRETE BLOCKING NOR FRICTION BETWEEN CONCRETE BLOCKING
AND SOIL WAS ADDED
INTO BLOCKING SIZES COMPUTATION. THEREFORE, BLOCKING SIZE IS CONSERVATIVE.
Onslow Water & Sewer Authority
USE
WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and
DETAILS, latest revision"
WASA
Not
SCALE:
To Scar
DETAIL #
ws_TB2
THRUST BLOCKING
REVISION DA rE:
SHEET #:
May, 2016
2 of 4
Parts LW
.
1 - Rhino * T Flextu, W
The TnGrip Anchor Flaly "I ';sttatt be exitlin" pdocty to
Gram With Stack Cap OR
burial of the post. Sall iEIali 5-e ctmpecillihd during
1- Rhino r TVT€ +Ea - Rhirm TdVOW10 Test Station.
placmient of marker "_
+Ea6"', 2 Inside, Tennin s, &een wfth VVWbe, Cap
Ail materiaLs shaft be provided by Rhino Mlladdrpq
1 - Loa - TS-Lt' m *or Vast Stabom
Protectim S+ytetrws, lwe
3 - Decsit St 1 aK Guisla ra DoGalls
IrrsWI above-+jroufid. unity markm at horilimnU berm.
rroir-i ne voAve boxes (Trot vAll in 10 feet of a fro hydirant
assembly bwnch� +Burls of ditechonal borw, edge
a g) trX:l<
d all drannels ctosqed by bows. each �Ade of a
wig, and along the pong aligntTrarlL The
inazirrium spamg for theabove-ground utiGiy markers
shall to 50D 1 new feet. In lomations where ftra are
rriWrlple horlzonkiill bends. In dose pro WEnity, one Marker
-
W" be SUMdOnt to LX� the Change in d& Ucti Ml.
Utakty rriarkers designedpromdeaccess totracer wire
shall be InstMed of every third trlarluer, of every 1000 feet
olf pipe, whictrever Ls lesser. Tracer wire amble abuve-
�t p
ground utility markers stidl aLia txc Installed at errr€!s of
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USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, latest revision"
ONWASSTANDARD
ha
UTILITY MARKER NoSCALE: DETAIL#
t To Scale SS FMRK
FOR SEWER FORCE MAIN REVISIONDATE: SHEET#:
1
May, 2016 1 of 1
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USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and
DETAILS, latest revision"
SCALE: DETAIL #
THRUST BLOCKING
Not To Scale WS_TB3
REVISION DATE: SHEET#:
May, 2016 3 or 4
0011101Ma]IIIIZ
5' BEYOND
TOE OF
SLOPE OR
EDGE OF
PAVEMENT
OR RR TRACK
SHOULDER
DITCH
PAVEMENT 01! z
z
to
N N
� II
STEEL PIPE
CASING
MASONRY ENCLOSURE
AT EACH END
TYPICAL PIPE CROSSING
ENCASEMENTS SHALL EXTEND
FROM DITCH LINE TO DITCH
LINE IN CUT SECTIONS, FIVE
(5) FEET BEYOND THE TOE OF
SLOPES IN FILL SECTIONS, AND
TEN (10) FEET BEYOND EDGE
OF PAVEMENT IN SECTIONS
WITH NO DITCH OR FILL AREA.
END SEAL
RESTRAINED
JOINT DUCTILE
IRON CARRIER
PIPE
NOTES:
1. STEEL ENCASEMENT PIPE SHALL CONFORM TO THE REQUIREMENTS OF THE
PROJECT SPECIFICATIONS.
2. CARRIER PIPE SHALL BE ADEQUATELY SUPPORTED THE ENTIRE LENGTH
WITHIN THE CASING BY USING SPACERS OR "SPIDER" STEEL SUPPORTS AT A
MAXIMUM OF 9 FOOT CENTERS (ONE AT EACH JOINT AND ONE INTERMEDIATE).
OTHER METHODS MUST MEET APPROVAL OF THE ENGINEER.
Onslow Water & Sewer Authority
USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, latest revision"
ONMM
DRY BORE AND JACK SCALE: DETAIL #
Not To Scale WS_B&J
PIPE ENCASEMENT REE: SHEET#:
Mayy,,22016016 1 of 1
May,
I.D. PIPE
6" - 36"
48" & greater
I.D. PIPE
6" - 36"
48" & greater
RESTRAINT GLAND
(
UNDISTURBED SOIL
BAR
• a
l 7° 1I
4
3' MIN.
"Y"
"•V W.."
BAR
3" MIN.
CLEARANCE
"B"
CLEARANCE
REINFORCING REQUIREMENTS
REBAR SIZE
i"X" BAR LENGTH
"X" BAR WEIGHT
"Y" BAR LENGTH
"Y" BAR WEIGHTI NO. REQUIRED 1
#5
12'-2"+ O.D. PIPE
1.043 LBS/FT I
1'-1"
1.1 LBS. EACH X-24, Y-12
#6
13'-0"+ O.D. PIPE
1.502 LBS/FT
1'-3"
1.9 LBS. EACH I X-24, Y-12 1
THRUST COLLAR, AND THRUST SCHEDULE
"A"
B.
I "C-6"-16",
20"-24", 30"-36",
48"
1, 4"
1'-7"
I 2"
3" 4"
11
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NOTES:
1. CONCRETE SHALL BE 3000 PSI AND TRANSIT MIXED.
2. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER.
3. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION SHALL BE THE MINIMUM WIDTH
AS SHOWN ON STANDARD EMBEDMENT DETAIL.
4. BACKFILL TAMPED IN 6" LIFTS PER STANDARD EMBEDMENT DETAIL.
DESIGNED BY:
CWD
DRAWN BY:
EBM
CHECKED BY:
KTP
PROJECT NO.:
2896-AM
Onslow Water & Sewer Authority DATE:
W USE WITH "ONWASA MANUAL OF SPECIFICATIONS, STANDARDS and DETAILS, latest revision" MARCH 2024
n A SCALE: DETAIL# SCALE:
O°"�°""� "ff�"° " `/~l THRUST BLOCKING Not To Scale WS_TB4
REVISION DATE: SHEET #: HORZ.. 1 "=40'
May, 2016 4 of 4 VERT.: 1 "=4'
0 112 1
IF THIS BAR DOES NOT
MEASURE I" THEN DRAWING IS
FINAL DRAWING NOT TO FULL SCALE
FOR REVIEW PURPOSES ONLY
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EACH END OF BORE -
Z O (n
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C
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V O , (TYP.)
.ZJ
NOTES:
1. A PROFILE AND PLAN SHALL BE PROVIDED FROM ENTRY TO EXIT FOR EACH
DIRECTIONAL BORE SECTION BY THE DIRECTIONAL BORE CONTRACTOR.
2. ALL BORE SECTIONS SHALL BE HYDROSTATICALLY TESTED, PER SPECIFICATIONS
UPON COMPLETION OF INSTALLATION AND PRIOR TO CONNECTION TO THE MAIN
WATER LINE.
3. LENM GTH OF CROSSING, LOCATION OF INSPECTION/OBSERVATION EXCAVATION,
NUMBER OF P.E. PIPE JOINTS, LOCATION OF BORE MACHINE, AUGER ENTRANCE
LOCATION, AND TIE-IN POINTS ARE TO BE APPROVED BY ONWASA PRIOR TO
ANY START OF WORK OR ORDERING MATERIALS,
4. CONCRETE MARKERS SHALL BE PLACED AT THE BOTH THE ENTRY AND EXIT
POINT OF ALL DIRECTIONAL BORES, REFERENCING THE TYPE OF UTILITY
UNDERGROUND.
5. THE BORE DEVELOPED FOR THE LEAD IN END OF THE PIPE SHALL BE KEPT AT
AM I NIMUM DIAMETER FOR THE PIPE INSTALLATION. THE LEAD IN END SHALL BE
PULLED THROUGH WITHOUT THE M.J. FLANGE ATTACHED FOR LARGER THAN 6"
PIPE INSTALLATION. THE M.J. FLANGE FOR SAID LEAD IN END SHALL BE
INSTALLED AFTER THE PIPE INSTALLATION WITH THE USE OF A SPLIT M.J.
FLANGE.
6. IF BURIED OBSTRUCTIONS ARE LOCATED IN THE LENGTH OF THE DIRECTIONAL
BORE, DIRECTIONAL BORE CONTRACTOR SHALL AVOID CONFLICT WITH THESE
OBSTRUCTIONS BY GOING UNDER A MINIMUM OF 12" WITH PROPOSED PIPE
UNLESS OTHERWISE SPECIFIED OR IDENTIFIED IN GENERAL NOTES ON SHEET, OR
IN SPECIFICATIONS.
P.E. PIPE TO BE INSTALLED WITH A MIN. OF
10' HORIZONTAL RUN. INSPECTION HOLE ONLY
ALLOWED THIS LOCATION.
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NOTES:
1. ONLY FULL 1E' OR 20' JOINTS OF DUCTILE IRON PIPE SHALL BE USED ON EACH SIDE OF UPPER BENDS, UNLESS OTHERWISE APPROVED.
2. IF APPROVED FOR USE, RESTRAINING RODS SHALL BE STAINLESS STEEL OR GALVANIZED RODS WITH FIELD -APPLIED BITUMINOUS COATING.
3. PIPE UPSTREAM AND DOWNSTREAM OF UPPER BENDS, UNDER CREEK, AND BETWEEN UPPER BENDS TO BE RESTRAINED JOINT D.I.P.
4. THRUST AND GRAVITY BLOCKING NOT REQUIRED ON GRAVITY SEWER LINE.
5. OPEN CUT OF CREEKS IS ONLY ACCEPTABLE WHERE SHOWN ON PLAN AND PROFILE
6. EACH FITTING SHALL BE SECURED BY TWO FORMS OF RESTRAINT. RESTRAINING GLANDS AND CONCRETE THRUST BLOCKING ARE PREFERRED.
WEDGE -ACTION RESTRAINT GLANDS (i.e. MEGALUGS) ARE APPROVED ONLY FOR USE ON DUCTILE IRON PIPE. FULL -CIRCUMFERENTIAL PIPE
RESTRAINT GLANDS (i.e. GRIP RINGS) MAY BE USED ON PVC OR DUCTILE IRON PIPE. ALL RESTRAINT GLANDS SHALL BE SPECIFICALLY
DESIGNED FOR USE ON THE TYPE OF PIPE FOR WHICH THEY ARE BEING INSTALLED. OTHER FORMS OF RESTRAINT SUCH AS THREADED ROD,
BELL RESTRAINT, HARNESSES, ETC. MAY BE APPROVED BY ONWASA ON A CASE -BY -CASE BASIS.
1 FULL JOINT OF DIP _
(TYP.)
WATER LINE ORJ
SEWER FORCE MAIN
ANCHOR STRAPS
NOTES
4'
MIN.
TYP.
45' M.J.
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(TYP.)
LIMITS OF CULVERT CROSSING
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2. IF APPROVED FOR USE, RESTRAINING RODS SHALL BE STAINLESS STEEL OR GALVANIZED RODS WITH FIELD -APPLIED BITUMINOUS COATING.
3. PIPE UPSTREAM AND DOWNSTREAM OF UPPER BENDS, UNDER CREEK, AND BETWEEN UPPER BENDS TO BE RESTRAINED JOINT D.I.P.
4. THRUST AND GRAVITY BLOCKING NOT REQUIRED ON GRAVITY SEWER LINE.
5. EACH FITTING SHALL BE SECURED BY TWO FORMS OF RESTRAINT. RESTRAINING GLANDS AND CONCRETE THRUST BLOCKING ARE PREFERRED.
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RESTRAINT GLANDS (i.e. GRIP RINGS) MAY BE USED ON PVC OR DUCTILE IRON PIPE. ALL RESTRAINT GLANDS SHALL BE SPECIFICALLY
DESIGNED FOR USE ON THE TYPE OF PIPE FOR WHICH THEY ARE BEING INSTALLED. OTHER FORMS OF RESTRAINT SUCH AS THREADED ROD,
BELL RESTRAINT, HARNESSES, ETC. MAY BE APPROVED BY ONWASA ON A CASE -BY -CASE BASIS.
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ONWASA PROJECT No. CIP-028
ONSLOW COUNTY NORTH CAROLINA
SOUTHEAST SERVICE AREA WASTEWATER CAPACITY IMPROVEMENTS
CONTRACT 1 - TRANSMISSION SYSTEM Ilooten
STANDARD DETAILS
120 North Boylan Avenue • Raleigh, NC 27603-1423
[phone] • thewootencompany.com
License Number: F-0115

PROJECT MANUAL
FOR
SOUTHEAST SERVICE AREA WASTEWATER CAPACITY IMPROVEMENTS
CONTRACT 1 —TRANSMISSION SYSTEM
PROJECT NO. CIP-28
tit oNwr�
ONSLOW WATER AND SEWER AUTHORITY
March 2024
Revised June 2024
DWI Project No. SRP-W-ARP-0189
TWC NO. 2896-AM
RELEVANT FINAL SPECIFICATIONS - FOR REVIEW PURPOSES
ONLY
NOT RELEASED FOR CONSTRUCTION
FOR
THE SUMMERHOUSE WRF NON -DISCHARGE PERMIT (WQ0029945)
MAJOR MODIFICATION
Prepared by:
\1 ooten
120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
License Number: F-0115

CERTIFICATION PAGE
A. Civil Engineering Design
I, Carl Scharfe, P.E., hereby certify that the attached relevant specifications and drawings for the
Summerhouse WRF non -discharge permit (WQ0029945) minor modification was prepared by me
or under my supervision.
SEAL

RELEVANT SPECIFICATIONS FOR THE SUMMERHOUSE WRF NON -DISCHARGE PERMIT
(WQ0029945) MAJOR MODIFICATION
TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
SECTION PAGE
DIVISION 1 -GENERAL REQUIREMENTS
01100
SUMMARY OF WORK
1-5
01270
UNIT PRICES
1-5
01330
SUBMITTAL PROCEDURES
1-5
01450
QUALITY CONTROL
1-3
01500
TEMPORARY FACILITIES AND CONTROLS
1-3
01600
PRODUCT REQUIREMENTS
1-2
01700
EXECUTION REQUIREMENTS
1-4
DIVISION 2 - SITE CONSTRUCTION
02082
SPECIALTY VALVES AND GATES
1-4
02230
CLEARING AND GRUBBING
1-3
02300
EARTHWORK
1-9
02315
TRENCHING FOR UTILITIES
1-9
02370
EROSION CONTROL
1-3
02445
BORE & JACK
1-4
02447
DIRECTIONAL DRILLING
1-6
02530
SANITARY SEWER SYSTEM
1-17
02606
PRECAST UTILITY STRUCTURE
1-5
02700
PAVEMENT AND APPURTENANCES
1-3
02920
LAWNS AND GRASSES
1-5
DIVISION 11 -EQUIPMENT
11307 SUBMERSIBLE PUMP STATION 1-12
DIVISION 13 - SPECIAL CONSTRUCION
13440 TELEMETRY EQUIPMENT 1-16

Relevant information for the Summerhouse WRF non -discharge permit major modification
SECTION 01100
SUMMARY OF WORK
PART 1 GENERAL
1.01 WORK COVERED BY CONTRACT DOCUMENTS
A. Work described in this Project Manual includes the provision of labor, materials,
equipment, and services required to complete the Southeast Area Wastewater
Capacity Improvements: Contract 1 Transmission System project for the Onslow
County Water and Sewer Authority (ONWASA).
B. Contractor shall coordinate for telemetry/SCADA, forcemain tie-ins and pump
station commissioning with the following Contractors for the following projects which
are expected to be occurring concurrent with this project:
1. Upgrade of the existing Summerhouse Wastewater Treatment Plant (WWTP) at
the Summerhouse Pump Station site. ONWASA is currently upgrading existing
process units, adding new screens, membrane units, UV disinfection, and
SCADA system controls. Telemetry for Contract 1 will need to be coordinated
with the SCADA system installed in the Summerhouse WWTP upgrade project.
This project is currently under construction and is scheduled to be completed in
October/November 2024.
2. Southeast Area Wastewater Capacity Improvements: Contract 2 Transmission
System. This project will be for the installation of a new 18-inch diameter raw
wastewater force main from the termination of the 18-inch force main on this
Contract 1 to the North Topsail Wastewater Treatment Plant (WWTP) influent
diversion box. The length of this force main is approximately 6.5 miles. This
project is currently under design and is anticipated to start construction in
April/May of 2025. This force main must be completed in order to put the new
Summerhouse and Holly Ridge Pump Stations in full operation.
3. A third contract for construction of a new screen and grit headworks at the
diversion box area at the North Topsail WWTP is also planned. However, this
may affect Contract 2 above but should not affect Contract 1 work.
1.02 CONTRACTS
A. Project construction will be let under one Contract with construction including, but
not limited to, the following major work items:
1. Construction of a new Holly Ridge Pump Station at the existing Holly Ridge
Wastewater Treatment Plant (WWTP) site. New pump station to include
submersible wet well, new submersible pumps, valve vault, meter vault,
monorail pump lift crane under roof, back-up diesel pump, emergency
generator, electrical building with electrical and telemetry equipment, and
associated piping, appurtenances, roads, and site work.
2. Construction of a new Summerhouse Pump Station at the existing
Summerhouse Wastewater Treatment Plant (WWTP) site. New pump station to
include submersible wet well, new submersible pumps, valve vault, meter vault,
monorail pump lift crane under roof, back-up diesel pump, emergency
generator, electrical building with electrical and telemetry equipment, and
associated piping, appurtenances, roads, and site work.
SE Area Wastewater Capacity Improvements Summary of Work - 01100-1
Contract 1: Transmission

3. Installation of transmission lines including: 12-inch raw wastewater forcemain
from the new Holly Ridge Pump Station to the new Summerhouse Pump
Station along Homestead, Stump Sound, Moores Landing and Holly Ridge
Roads; 18-inch raw wastewater forcemain from the new Summerhouse Pump
Station to the intersection of Holly Ridge Road and Dolph Everett Road; and 8-
inch reclaimed water line from the existing Reclaimed Water Pump Station at
the Summerhouse WWTP along Holly Ridge Road and then north Dolph
Everett Road to the existing Holly Ridge Spray Field Storage Pond.
4. Replacement of existing reclaimed water pumps, addition of VFDs, and
replacement of pump control panel at the existing Reclaimed Water Pump
Station. Also the addition of a tee and two automated valves on the 8-inch
Reclaimed Water force main after the existing diversion box to the 5-day
storage pond at the Summerhouse WWTP. Through the automated valves and
SCADA system, effluent flow from the Summerhouse WWTP will be directed
either to the existing infiltration basins or to the Holly Ridge Spray Field Storage
Pond.
5. Holly Ridge Pump Station will pump to the Summerhouse WWTP, and flow will
be split before the new screens at the Summerhouse WWTP and flow to either
the new screens or to the new Summerhouse Pump Station. Pinch valves and
flow meters are to be used to split this flow.
1.03 WORK SEQUENCE
A. The following construction sequence is intended to aid the Contractor in project
scheduling. This sequence does not cover all details of the project and is not
intended to replace the Contractor's schedule required by the specifications.
1. All erosion control measures shall be installed prior to the start of all other
construction activities.
2. Coordinate and install construction entrances with designated ingress/egress
point as shown on the plans.
3. Contractor shall not allow bypassing of sewage during construction.
Construction activities that interfere with normal operation of the existing Holly
Ridge WWTP, Summerhouse WWTP or Holly Ridge spray field shall be
specifically noted on construction schedule. For each of these activities, provide
a detailed construction sequence, which shall prevent bypassing of the sewage
treatment process.
4. Contractor is responsible for all bypass pumping required to construct the
project as shown. Construction activities that interfere with normal operation of
existing facilities shall be specifically noted on construction schedule. For each
of these activities provide a detailed construction sequence showing the bypass
pumping arrangement.
5. Indicate switchovers and cut -ins between new work and existing facilities on the
construction schedule. Submit proposed date for switchover in writing to
Engineer and Owner a minimum of seven (7) days and again 24-hours in
advance of actual field work. Owner shall have the right to delay Work due to
operational requirements, without additional cost to Owner.
6. Perform switchovers and cut -ins during low flow periods at the facility. This shall
normally require night / weekend operations by Contractor at no additional
compensation.
7. Critical path considerations:
a. Critical path activities for each work location (Holly Ridge PS,
Summerhouse PS, Summerhouse Reclaim Water PS and force mains)
SE Area Wastewater Capacity Improvements Summary of Work - 01100-2
Contract 1: Transmission

may be addressed as separate projects with no portion of one path
infringing on the work of another path.
b. The Holly Ridge and Summerhouse Pump stations and forcemains cannot
be made fully operational until the new 18-inch forcemain to Topsail WWTP
is completed in Contract 2. The Reclaimed Water Pump Station cannot be
made fully operational until the 8-inch reclaimed water line to the existing
Holly Ridge Spray field Storage Pond is complete.
c. Holly Ridge Pump Station
1) Construct pump station. Holly Ridge WWTP will continue to operate
during pump station construction and after construction as required by
Owner.
2) Construct new forcemain up to the connection tie-in point to the
existing 12-inch forcemain.
3) Connection to the existing 12-inch forcemain cannot commence until
the Summerhouse PS and associated forcemains are installed and
ready to receive the flow from the new Holly Ridge Pump Station.
4) Contractor to test the pump station and line with water. The location for
the disposal of the test water must be determined by the Contractor
and approved by the Owner.
5) The pump station cannot be made operational until the Summerhouse
Pump Station is operational.
6) Once Summerhouse Pump Station is operational, make new tie-in to
existing 12-inch influent sewer along Holly Ridge Road.
d. Summerhouse Pump Station
1) Relocate existing chemical pipe before installation of new wet well.
2) Construct new pump station and yard piping. (Note that there is an
existing well at the location for the new Summerhouse Pump Station.
The well is to be removed and/or abandoned by the owner prior to
construction. The Contractor may not start pump station or line work
until after this well is removed and/or abandoned; and permission is
obtained from ONWASA to being work).
3) Summerhouse WWTP is to remain operational during construction,
except as approved by the Owner.
4) Construct 18-inch diameter forcemain on Summerhouse WWTP site
and along Holly Ridge Road.
5) Contractor to test the pump station and line with water. The location for
the disposal of the test water must be determined by the Contractor
and approved by the Owner.
6) The pump station cannot be made operational until the 18-inch
forcemain to the North Topsail WWTP is completed.
7) Contractor shall remobilize to the site to retest and startup the pump
station once the North Topsail WWTP is ready to receive flow. At this
time, the Summerhouse Pump Station will also be ready to receive
flow from the Holly Ridge Pump Station and the existing
Summerhouse WWTP. (Note that there may be as much as a six-
month delay between completion of the pump station and when the
North Topsail WWTP is ready to accept flow).
8) The Summerhouse WWTP will remain operational after the
Summerhouse Pump Station is made operational.
e. Reclaimed Water Pump Station
SE Area Wastewater Capacity Improvements Summary of Work - 01100-3
Contract 1: Transmission

1) Coordinate with Owner on shut down of existing reclaimed pump
station for installation of pumps, control panel, and new piping/valves.
2) Contractor can by-pass pump treated effluent from the manhole
downstream of the new UV structure and pump treated effluent from
this manhole to the 5-day storage pond for a total of up to two, 24-hour
days.
3) Install new control panel and control wiring from new control panel to
Summerhouse WWTP SCADA system. Install new doghouse valve
vault around existing 8-inch reclaimed water piping.
4) Install new pumps, piping/valves, valve box and connect power and
control wiring to the new control panel.
5) As soon as the 8-inch reclaimed water force main is installed and
tested and the Reclaimed Water Pump Station is ready, make the
system operational.
8. Complete final grading, seeding, and paving at pump stations and along
forcemain alignments.
1.04 OWNER OCCUPANCY
A. Owner will occupy site during entire period of construction.
B. Contractors shall cooperate with Owner to minimize conflict, and to facilitate
Owner's operations.
1.05 CONTRACTOR COORDINATION
A. Other Contractors may be on site performing construction activities related to this
project while the work required by this contract is underway.
1. We anticipate that work for the Summerhouse WWTP upgrade will be
completed prior to or be close to substantial completion when this contract
starts. However, it is possible there will be some work areas that will overlap,
especially regarding telemetry/SCADA work.
2. We anticipate that Contract 2 for the construction of the 18-inch force main to
the North Topsail WWTP will commence in April/May 2025 and be completed
and ready for operation in October/November of 2026.
3. It is anticipated that this contract (Contract 1) will commence in
November/December of 2024 and be completed by approximately April 2026.
Thus, there will be an approximate 6-month period when the pump stations will
be idle before being fully operational. (Reference 1.03 7d above for Contract 1
responsibilities upon Contract 2 completion).
B. It is the Contractor's responsibility to communicate with the Owner, Engineer, and
any other Contractors to coordinate his work with all other activities on site and in
proximity to the sites. There will be no additional compensation for the contractor's
coordination efforts nor for any alleged delays or inconveniences because of the
activities of others on site or in proximity to the sites.
C. The Contractor shall attend all coordination meetings with the owner, engineer, and
other contractors to facilitate the project's progress.
D. While every effort will be made to phase the project to minimize potential conflicts
working alongside of other contractors, the Contractor will nonetheless be expected
to adjust the phasing and sequencing of his work as necessary to accommodate the
work of others for the overall benefit of the project.
SE Area Wastewater Capacity Improvements Summary of Work - 01100-4
Contract 1: Transmission

E. Staging areas will be provided for the use of all contractors. The Contractor will be
expected to relocate stored materials and/or equipment should it be necessary to
accommodate the materials of others.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
SE Area Wastewater Capacity Improvements Summary of Work - 01100-5
Contract 1: Transmission

SECTION 01270
UNIT PRICES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Delineation of measurement and payment criteria applicable to Work performed
under Contract by the unit price payment method.
1.02 FIELD MEASUREMENT
A. Take measurements and compute quantities for submittal of the monthly pay
request unless specified otherwise in the measurement paragraphs as indicated in
this Section.
1.03 CHANGE IN QUANTITIES
A. Increase in the quantity of a bid item above what is indicated in the Bid Form shall
only be made by a Change Order as required by the Contract Documents.
B. A final adjusting Change Order shall be made for adjustment of the actual quantities
installed prior to submittal of the final pay request.
1.04 GENERAL
A. Items with a "(X)" and/or "(Y)"in the title of the following bid items represents the size
or depth as indicated on the Bid Form.
1. (X)-inch: (X) is the place holder for the pipe or casing size.
2. (Y)-inch: (Y) is the place holder for the pipe size.
B. Method of measurement for the individual Bid Items shall be as specified below.
C. Payment for each item shall be in accordance with the Contract Unit Price times the
number of units installed in accordance with the Contract Documents.
D. Work for each bid item shall include, but not be limited to, the work listed below, and
the labor, materials, equipment, and services required and reasonably implied by
the Contract Documents for a complete installation.
1.05 MOBILIZATION
A. Measurement shall not be made for this item.
B. Work shall include administrative cost including, but not limited to, mobilization,
bonds, insurance, project signage, shop drawing submittal, as -built documentation,
and construction trailers. General office administration for the Project construction
shall be included in the individual unit price items.
C. Bid Price for Mobilization shall not exceed 3 percent of the total bid. Half of the
mobilization may be requested on the first pay request and the remainder on the
second.
1.06 UTILITY PIPING
A. Measurement: Measure horizontally or from station to station as shown or indicated
on the Drawings for the various types and sizes of pipes installed.
1. (X)-inch Force Main: No deduction will be made for space occupied by valves
or fittings.
SE Area Wastewater Capacity Improvements Unit Prices - 01270-1
Contract 1: Transmission

B. Work shall include, but not be limited to (unless specifically noted otherwise on the
Bid Form and this specification Section), the following:
1. Clearing and grubbing where necessary.
2. Traffic control.
3. Temporary removal and restoration or temporary support of, but not limited to,
existing mailboxes, signs, fences, shrubs, plants (under 6 feet in height), guard
rails, power and telephone poles.
4. Excavating, shoring and bracing where required, dewatering as required,
installing, backfilling (including Class I material as specified for the pipe
bedding, haunching, and initial backfill).
5. Installation of warning / identification tape over utilities.
6. Installation of tracer wire on non-metallic utilities.
7. Temporary support and protection of existing underground facilities.
8. Pipe, concrete blocking and encasement, connection to existing piping, and
fittings.
9. Flushing and testing.
10. Repair to damaged new and existing utilities.
11. Cutting and removal of existing paved surfaces. Patching of existing paved
surfaces shall be paid as indicated in the paragraph, "Patching of Asphalt and
Concrete Pavement."
12. Grade disturbed areas to original surface profile prior to seeding.
13. Clean up and seeding.
C. Payment: The first Application for Payment will be approved based on the utilities
installed during the agreed upon payment period without testing. Subsequent
Application for Payments shall not be approved by the Engineer unless utilities
installed during the previous payment period have passed the specified tests and
clean up and seeding is complete.
1.07 BID ITEMS LISTED BY THE UNIT "EACH" (EA)
A. Measurement: By the number installed.
B. Sanitary sewer work items:
1. (X)-inch Valve and Box: Valve, valve box, valve marker, concrete setting pad,
and concrete top collar.
2. Sewer Air Release Valve and Manhole: Combination air release valve, tee, pipe
tap, and manhole (including stone base, frame and cover).
1.08 (X)-INCH STEEL ENCASEMENT PIPE WITH (Y)" CARRIER FORCE MAIN BY BORE
AND JACK
A. Measurement: Along the centerline of the various sizes of steel encasement pipes
installed.
B. Work: Excavation and backfilling for bore pit, encasement pipe, and carrier pipe
installed in encasement pipe with spacers and casing seals. Include costs for the
provision of bonds, insurance and inspection fees required by the respective agency
or authority in charge of inspection of the encasement pipe. No payment shall be
made for failed attempts to install pipe by bore and jack.
1.09 (X)-INCH FUSIBLE C900 PVC FORCE MAIN BY HORIZONTAL DIRECTIONAL DRILL
A. Measurement: Measurement for one complete directional drill installed.
SE Area Wastewater Capacity Improvements Unit Prices - 01270-2
Contract 1: Transmission

B. Work: Complete installation from station to station as indicated on the Drawings
including, but not limited to, clearing, access to launching and target pits,
excavating, installing, horizontal directional drilling, backfilling, (including class I
material as specified for the pipe bedding, haunching, and initial backfill), off -site
borrow material, compacting, testing, flushing, pipe material (including FPVC,
RJDIP, and DI piping, MJ adapter, reducer, and fittings), valves, transition to open
cut installation, as necessary, seeding, mulching and tacking, associated erosion
control measures, and all labor, materials, and accessories required for a complete
installation. No payment shall be made for failed attempts to install pipe by
directional drill.
1.10 UNDERCUT AND BACKFILL WITH #57 STONE
A. Measurement: Measure along the centerline of the trench times the undercut depth
below the pipe bedding as approved by Engineer times the pipe OD plus two feet.
Measure unstable soils at manholes on the maximum basis of 1-foot greater
diameter than the outside diameter of the manhole and a depth as approved by the
Engineer. Measurement shall be based on the actual quantities removed but not
exceeding the maximum specified trench dimensions. Measure unstable soils at
pump station structure excavations areas times depth below subgrade as approved
by Engineer. Take measurements in the presence of the Engineer. Maintain daily
log sheets of measured quantities. Log sheets must be signed by Engineer and
submitted with payment request. Payment shall not be made for quantities that have
not been field verified by the Engineer.
B. Work: Complete removal and disposal of unstable soil including, but not limited to,
excavating, loading, hauling, properly disposing of excavated material, and
providing stone for backfill. Providing stone material for backfilling shall include, but
not be limited to, material, loading, hauling, placing and compacting.
1.11 GEOTEXTILE FABRIC
A. Measurement: Measure by the square yard of fabric installed. Payment shall not be
made for fabric overlaps.
B. Work: Installation in accordance with the manufacturer's recommendations and as
directed by the Engineer. Payment shall include all labor, materials and accessories
required for a complete installation including fine grading of surface on which the
fabric is placed.
1.12 SELECT BACKFILL
A. This item shall be paid for at the unit bid price per cubic yard of off -site select backfill
for backfill and compaction of pipeline trench or structure backfill where on -site
material is not suitable. Payment shall include only the cost of off -site material as
placement and compaction of the trench or structure is already included in the unit
bid price of the pipeline or structure. Material will only be placed at the direction of
the Owner's representative.
B. Payment: Payment shall be based upon the actual cubic yardage as measured in
the field and verified by the Owner's representative. Pay width based on pipe OD
plus two feet for material placed above initial backfill. For structures, pay quantity
based on volume calculation verified by Engineer.
SE Area Wastewater Capacity Improvements Unit Prices - 01270-3
Contract 1: Transmission

1.13 ASPHALT PAVEMENT PATCHING
A. Measurement: Measure by the square yard along centerline of pavement cut times
the pipe OD plus two feet. Payment shall not be made for pavement repair required
due to excessive open cut caused by Contractor.
B. Work: Backfilling, compacting, stone sub -base, asphalt at the depths as specified.
1.14 CONCRETE PAVEMENT PATCHING
A. Measurement: Measure by the square yard along centerline of pavement cut times
the pipe OD plus two feet. Payment shall not be made for pavement repair required
due to excessive open cut caused by Contractor.
B. Work: Backfilling, compacting, stone sub -base, concrete at the depths as specified.
1.15 GRAVEL DRIVEWAY REPAIR
A. Measurement: Measure by the square yard along centerline of pavement cut times
the pipe OD plus five feet for stone placed and compacted to a depth of 6 inches.
Loss of material due to inadequate backfill compaction shall be replaced at no
additional cost. Engineer shall approve location and dimension of repair area to be
used prior to placement. Payment shall not be made for pavement repair required
due to excessive open cut caused by Contractor.
B. Work: Stone, hauling, placement, and compacting
1.16 EROSION CONTROL
A. Measurement shall not be made for this item.
B. Payment for the erosion control shall be in accordance with the Contract lump sum
price for the installation of erosion control measures as required by the Contract
Documents. Payment shall be for the labor, material, equipment, and accessories
required for a complete installation including, but not limited to, the cost of installing,
maintaining, and removal of the individual erosion control devices. Erosion control
devices shall include, but not be limited to, the following:
1. Silt fence.
2. Silt fence outlet.
3. Riprap.
4. Inlet protection.
1.17 HOLLY RIDGE PUMP STATION
A. Measurement: Measurement for one station installed
B. Work: Complete installation including, but not limited to, the cost of the pumps,
piping (both pressure and gravity), wet well, manholes, valves, valve vault, surge
relief valve, jib crane, meter and meter vault, sump pump, hatches, stilling well,
floats, connections, miscellaneous concrete, transformer pad, control panel,
generator, electrical control and power wiring and conduits, electrical building, site
work (including access road, site piping, water line to connection at water main,
lawn hydrant, fencing, and electrical service), excavation, backfilling, compacting,
start up, testing, SCADA and all other related work as indicated on the drawings for
a complete and operational pump station. Price includes any remobilization required
for re -testing and start-up when downstream facilities are ready to accept flow.
1.18 SUMMERHOUSE PUMP STATION
A. Measurement: Measurement for one station installed.
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Contract 1: Transmission

B. Work: Complete installation including, but not limited to, the cost of the pumps,
piping (both pressure and gravity), wet well, valves, valve vault, surge relief valve,
monorail and trolley system, gates, meter and meter vault, sump pump, hatches,
stilling well, floats, connections (including that to the WWTP), miscellaneous
concrete, transformer pad, pre-engineered metal canopy, control panel, generator,
electrical, control and power wiring and conduits, electrical building, site work
(including access road, site piping, water line to connection at water main, lawn
hydrant, fencing, and electrical service), excavation, backfilling, compacting, start
up, testing, SCADA and all other related work as indicated on the drawings for a
complete and operational pump station. Price includes any remobilization required
for re -testing and start-up when downstream facilities are ready to accept flow.
1.19 SUMMERHOUSE RECLAIM WATER PUMP STATION
A. Measurement: Measurement for one station installed
B. Work: Complete installation including, but not limited to, the cost of the pumps,
piping, automated valves, valve vault, control panel, electrical control and power
wiring and conduits, piping including connections to existing, site work (including
access road, site piping, and electrical service), excavation, backfilling, compacting,
start up, testing and all other related work as indicated on the drawings for a
complete and operational pump station. Price includes any remobilization required
for re -testing and start-up when downstream facilities are ready to accept flow.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
SE Area Wastewater Capacity Improvements Unit Prices - 01270-5
Contract 1: Transmission

SECTION 01314
PROJECT MEETINGS
PART 1 GENERAL
1.01 MEETINGS
A. Pre -construction conference shall be held prior to the beginning of the Work.
B. Construction progress meetings shall be held monthly.
C. Project close-out conference shall be held during the final phases of the Work.
D. Engineer may schedule additional meetings.
E. Meetings scheduled by the Engineer shall be held at the
F. Contractor's project superintendent shall attend meetings.
G. Notify suppliers and subcontractors to attend meetings as appropriate or as required
by Engineer.
H. Contractor shall schedule pre -installation conferences as required in the individual
specification sections.
I. Notify Engineer of project meetings scheduled by the Contractor.
J. Engineer will schedule and administer meetings throughout the progress of the
Work, except for meetings held by the Contractor for normal coordination of the
Work.
K. Meeting agenda shall include, but not be limited to, the following: Project
Administration, Submittals, Construction Schedules and Methods, Safety and Health
Regulations, Project Coordination, Payment Application, Change Orders, and Site
Inspections.
L. Engineer will prepare agenda with copies to participants, preside at meetings,
prepare minutes and distribute to participants for meetings scheduled by the
Engineer.
PART2 PRODUCTS
NOT USED
PART 3 EXECUTION
NOT USED
END OF SECTION
SE Area Wastewater Capacity Improvements Project Meetings - 01314-1
Contract 1: Transmission

SECTION 01330
SUBMITTAL PROCEDURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This Section includes, but is not limited to, requirements for the following:
1. Submittal procedures.
2. Construction progress schedule.
3. Schedule of values.
4. Proposed product list.
5. Project record documents.
6. Certificates of compliance.
7. Catalog data.
8. Shop drawings.
9. Manufacturer's installation procedures.
10. Samples.
11. Test reports.
12. Operation and maintenance instructions.
13. Warranties.
14. Spare parts and maintenance materials.
1.02 SUBMITTAL PROCEDURES
A. Transmit each submittal with cover letter to Engineer at The Wooten Company, 120
N. Boylan Avenue, Raleigh, NC 27603.
B. Sequentially number transmittal forms. Re -submittals to have original number with
an alphabetic suffix.
C. Cover letter for each submittal package shall list the following:
1. Contractors name:
2. Owners name: ONWASA
3. Project name: SOUTHEAST AREA WASTEWATER CAPACITY
IMPROVEMENTS -CONTRACT 1
4. Wooten Job No.: 2896-AM
D. Individual submittals shall each be listed by the following information:
1. Submittal reference no.
2. Specification section number.
3. Drawing and detail number when appropriate.
4. Equipment.
5. Type submittal.
6. Supplier.
7. Manufacturer.
E. Apply Contractor's stamp to each submittal, signed or initialed and dated, certifying
that Contractor has reviewed submittal for conformance with requirements of
Contract Documents, and has coordinated submittal with related work.
SE Area Wastewater Capacity Improvements Submittal Procedures 01330-1
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F. Schedule submittals to expedite Project, and deliver to coordinate submission of
related items. Allow a minimum of fifteen (15) working days for Engineer's review.
G. Identify variations from Contract Documents and Product limitations as they relate to
the satisfactory performance of the Project.
H. Provide space for Contractor and Engineer review stamps.
Revise and resubmit submittals as required; identify changes made since previous
submittal.
J. Distribute copies of reviewed submittals to concerned parties. Instruct parties to
promptly report inability to comply with provisions.
K. Work requiring submittal review by Engineer shall not be started until review has
been obtained.
L. Engineer's review of submittals shall not relieve Contractor of responsibility for
complete compliance with Contract Documents.
1.03 ADMINISTRATIVE SUBMITTALS
A. Construction Progress Schedule
1. Submit five (5) copies of the initial progress schedule 15 days after date of
Owner -Contractor Agreement. One copy shall be returned to the Contractor.
2. Progress schedule shall be, as a minimum, a horizontal bar chart with a
separate line for each major section of Work. Identify the first workday of each
week.
3. Show complete sequence of construction by activity, identifying Work of
separate stages and other logically grouped activities. Indicate the early and
late start, early and late finish, float dates, and duration.
4. Indicate the expected monthly pay requests.
5. Submit revised schedule with each Application for Payment as required for
updating, identifying changes since previous version. Indicate estimated
percentage of completion for each item of Work at each submission.
6. Indicate submittal dates required for critical shop drawings, product data,
samples, and product delivery dates .
7. Indicate specific work sequences and requirements as indicated in Section,
Summary of Work.
B. Schedule of Values
1. Submit three (3) copies of the schedule of values at least three (3) weeks prior
to the first partial payment request. Schedule shall divide the lump sum contract
items into major work tasks. Use the table of contents as a guide for itemizing
the schedule. Schedule will be used only as a basis for review of the
Contractor's request for payment.
2. Engineer may request additional delineation of work tasks and supporting data
of the values, as he deems appropriate. Revise schedule and resubmit.
3. Revise schedule to list approved Change Orders, with each request for
payment.
C. Project Record Documents
1. Maintain on site, one set of the following record documents; record actual
revisions to the Work:
a. Contract Drawings.
b. Project Manual.
SE Area Wastewater Capacity Improvements Submittal Procedures 01330-2
Contract 1: Transmission

c. Addenda.
d. Change Orders and other Modifications to the Contract.
e. Reviewed submittals.
2. Store Record Documents separate from documents used for construction.
3. Record information concurrent with construction progress.
4. Specifications: Legibly mark and record at each Product section description of
actual Products installed, including the following:
a. Manufacturer's name and product model and number.
b. Product substitutions or alternates utilized.
c. Changes made by Addenda and Modifications.
5. Record Documents and Shop Drawings: Legibly mark each item to record
actual construction including:
a. Measure elevations of structures in relation to NAD1988 datum.
b. Measure and reference horizontal and vertical locations of underground
utilities and appurtenances to existing permanent surface improvements
that are indicated on the Drawings.
c. Measure and reference location of internal utilities and appurtenances
concealed in construction to visible and accessible features of the Work.
d. Field changes from construction Drawings.
e. Details not on original Contract Drawings.
6. Submit documents to Engineer with final Application for Payment.
1.04 TECHNICAL SUBMITTALS
A. General
1. Submit the following as required by the individual sections of the technical
specifications.
2. Unless noted otherwise, submit the number of copies that Contractor requires,
plus three (3) copies that will be retained by Engineer.
B. Certificates of Compliance
1. Certificates shall certify that the Products delivered to the project are in
conformance with the specifications.
2. Certificates may be recent or previous test results on Product but must be
acceptable to Engineer.
3. Certification shall not relieve the Contractor of responsibility for complying with
requirements of the specifications.
4. When using federal CWSRF and / or DWSRF funds, a Certification will be
required for all products including iron and steel to document conformance to
the American Iron and Steel (AIS) requirement. This shall be in the form of a
step certification. It shall be on company letterhead from each different
manufacturer in the process (e.g., melting, bending, coating, galvanizing, etc.).
At a minimum, the certification shall state that the products and / or materials
for the subject project are in full compliance with the AIS requirements as
mandated by EPA's State Revolving Fund programs and shall include the
company name, company address, list the items/materials, where the process
took place (physical location).
C. Catalog Data
1. When shop drawings are not required, the catalog data shall include the
following as a minimum:
a. Parts schedule that identifies the materials to be used in each of the
various parts.
SE Area Wastewater Capacity Improvements Submittal Procedures 01330-3
Contract 1: Transmission

b. Sufficient detail to serve as a guide for assembly and disassembly of the
product and to serve as guide for ordering parts.
2. Mark each copy to identify applicable products, models, options, and other
data. Supplement manufacturers' standard data to provide information unique
to this Work in the Shop Drawing submittal.
D. Shop Drawing
1. Shop drawings shall consist of drawings, diagrams, illustrations, schedules,
performance charts, brochures and other data, prepared specifically for a
portion of the Work.
2. Shop drawings shall indicate the type, size, quantity, arrangement, location,
mode of operation, component materials, utility connections, wiring and control
diagrams, anchorage's, supports, factory applied coatings, and other
information necessary to ensure satisfactory fabrication, installation and
operation of the completed Work.
3. Shop drawings shall establish the actual detail of manufactured or fabricated
items, indicate proper relation to adjoining work, amplify design details of
mechanical and electrical equipment in proper relation to physical spaces in the
structure, and incorporate minor changes to design and construction to suit
actual requirements.
E. Manufacturer's Installation Procedures
1. Installation procedures should indicate manufacturer's recommendations for
proper installation of Product.
F. Samples
1. Submit samples as required by the individual specification sections. Samples
shall be physical examples to illustrate the materials and workmanship. Submit
in sufficient size and quantity to clearly illustrate the functional characteristics of
the Product, with integrally related parts and attachment devices, and the full
range of color to be provided.
G. Test and Start -Up Reports
1. Submit three (3) copies of report to the Engineer within seven (7) days of
performing the test.
2. Report shall include the following as a minimum:
a. Owners name: ONWASA
b. Project name: SOUTHEAST AREA WASTEWATER CAPACITY
IMPROVEMENTS -CONTRACT 1
c. Wooten job number: 2986-AM
d. Firm performing work.
e. Individual performing work.
f. Specification section no.:
g. Product tested or started.
h. Date and time of work.
i. Type of test or start-up.
j. Specific location in the Project: (i.e., Structure name and location within the
structure by a rough sketch.)
k. Results.
I. Opinion of firm doing the work as to the test or start-up being in compliance
with the Contract Documents.
3. When requested by Engineer, the testing or start-up firm shall provide
additional interpretation of results.
SE Area Wastewater Capacity Improvements Submittal Procedures 01330-4
Contract 1: Transmission

H. Operation and Maintenance Instructions
1. Submit three (3) copies of operation and maintenance instructions within 45
days after approval of the shop drawings.
2. Submit instructions in a navy blue vinyl, loose leaf binder containing the name
of the equipment covered on the front and the spine of the binder. Provide tab
dividers appropriately labeled.
3. As a minimum, the submittal shall contain complete operation and maintenance
instructions, drawings, and complete parts list.
4. In addition, for equipment requiring periodic lubrication, provide two (2)
lubrication charts; one shall be included in the binder, and the other shall be
provided in weatherproof 10 mil. laminated plastic and shall be permanently
affixed to the equipment. Charts shall contain pertinent information concerning
the lubricating requirements including manufacturer's name, name of
equipment, recommended service interval, and recommended lubricant,
location of each of the points of lubrication.
Warranties
1. Provide duplicate notarized copies.
2. Assemble documents from Subcontractors, suppliers, and manufacturers.
3. Provide Table of Contents and assemble in three D side ring binder with
durable plastic cover.
4. Submit prior to final Application for Payment.
5. For items of Work delayed beyond date of Substantial Completion, provide
updated submittal within 10 days after acceptance, listing date of acceptance
as start of warranty period.
Spare Parts and Maintenance Materials
1. Provide products, spare parts, maintenance, and extra materials in quantities
specified in individual specification Sections.
2. Deliver to Project site and place in location as directed by the Owner. Obtain
Owner's signature and date bill of materials as delivered to the site as required
by this paragraph. Provide a copy of signed bill of materials to Engineer with
request for payment.
3. Provide recommended manufacturer's list of spare parts, maintenance, and
extra material as specified in individual specification sections.
4. Submit to Engineer.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
SE Area Wastewater Capacity Improvements Submittal Procedures 01330-5
Contract 1: Transmission

SECTION 01450
QUALITY CONTROL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Quality assurance and control of installation.
B. Inspection and testing laboratory services.
C. References.
D. Field samples.
E. Manufacturers' field services and reports.
1.02 QUALITY ASSURANCE/CONTROL OF INSTALLATION
A. Manufacturer shall have the minimum number of years of proven successful
experience required in each section in the design, manufacture, and servicing of
Products specified.
B. In lieu of the required experience, manufacturer may provide a cash deposit or bond
equal to the cost of the Product, but pro -rated to the number of years of actual
experience.
C. Products from a manufacturer who does not meet the experience requirements
must meet technical requirements.
D. Monitor quality control over suppliers, manufacturers, Products, services, site
conditions, and workmanship, to produce Work of specified quality.
E. Comply fully with manufacturers' instructions, including each step in sequence.
F. Should manufacturers' instructions conflict with Contract Documents, request
clarification from Engineer before proceeding.
G. Comply with specified standards as a minimum quality for the Work except when
more stringent tolerances, codes, or specified requirements indicate higher
standards or more precise workmanship.
H. Perform work by persons qualified to produce workmanship of specified quality.
I. Secure Products in place with positive anchorage devices designed and sized to
withstand stresses, vibration, physical distortion, or disfigurement.
1.03 INSPECTION AND TESTING LABORATORY SERVICES
A. Provide the services of an independent firm to perform soil and material inspections,
testing and other services specified in the individual specification sections of this
Contract Document.
B. Testing laboratory shall be authorized to operate in the state in which Project is
located.
C. Testing laboratory shall have a full-time registered Engineer on staff to review
services.
SE Area Wastewater Capacity Improvements Quality Control - 01450-1
Contract 1: Transmission

D. Testing equipment shall be calibrated at reasonable intervals with devices of an
accuracy traceable to either National Bureau of Standards (NBS) standards or
accepted values of natural physical constants.
E. Prior to start of Work, submit testing laboratory name, address, and telephone
number, names of full-time registered engineer, field inspector, and responsible
project manager. Laboratory subject to the approval of the Engineer.
F. The same independent firm shall perform retesting. Contractor shall pay for
retesting required by the failure of the initial test to meet the requirements of the
specifications.
1.04 LABORATORY RESPONSIBILITIES
A. Testing Laboratory shall have the following responsibilities for the Project:
1. Attend pre -construction conferences and progress meetings as required by the
Engineer.
2. Collect and test samples of mixes.
3. Provide qualified personnel at site. Cooperate with Engineer and Contractor in
performance of services.
4. Perform inspection, sampling, and testing in accordance with Contract
Documents and specified standards.
5. Ascertain compliance of soil compaction and material mixes with requirements
of Contract Documents.
6. Promptly notify Engineer and Contractor of observed irregularities or
nonconformance of Work or Products.
7. Perform additional inspections and tests required by Engineer when specified
tests have failed.
1.05 LIMITS ON TESTING LABORATORY AUTHORITY
A. The authority of the Testing Laboratory is limited as follows:
1. May not alter requirements of Contract Documents.
2. May not approve or accept any portion of the Work.
3. May not assume duties of Contractor.
4. Has no authority to stop the Work.
1.06 LABORATORY REPORTS
A. After each inspection and test, the independent testing firm shall submit report(s) as
specified in Section, Submittal Procedures.
1.07 CONTRACTOR RESPONSIBILITIES
A. Unless specified otherwise, deliver to laboratory at designated location, adequate
samples of materials proposed to be used that require testing. The proposed mix
designs shall be included with delivery.
B. Cooperate with laboratory personnel, and provide access to the Work and to
manufacturer's facilities as specified.
C. Provide incidental labor and facilities to provide access to Work to be tested, to
obtain and handle samples at the site and at source of products to be tested, to
facilitate tests and inspections, storage, and curing of test samples.
D. Notify Engineer and laboratory 24 hours prior to expected time for operations
requiring inspection and testing services.
Highway 24 Utility Corridor Improvements Quality Control - 01450-2
Contract 1: Transmission

1.08 REFERENCES
A. Conform to reference standard by date of issue current to date of Bid opening.
B. Should specified reference standards conflict with Contract Documents, request
clarification from Engineer before proceeding.
C. Contractual relationship of parties to the Contract shall not be altered from the
Contract Documents by mention or inference otherwise in any reference document.
1.09 FIELD SAMPLES
A. Install field samples at site as required by individual specification sections for
review.
B. Acceptable samples represent a quality level for the Work.
C. Remove field samples and clean area prior to final inspection unless specified
otherwise in the individual specification sections.
1.10 MANUFACTURERS' FIELD SERVICES AND REPORTS
A. Require suppliers and manufacturers to provide a qualified technician for required
services as outlined by the individual equipment and material specification sections.
B. Submit qualifications of technician to Engineer 30 days in advance of required work.
Technician subject to approval of Engineer.
C. Technicians shall report observations, site decisions, and instructions given to
Contractor, installers, and Owner's staff that are supplemental or contrary to
manufacturers' written instructions directly to the Engineer.
D. Submit test and start-up report as specified in Section, Submittal Procedures.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
SE Area Wastewater Capacity Improvements Quality Control - 01450-3
Contract 1: Transmission

SECTION 01500
TEMPORARY FACILITIES AND CONTROLS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Temporary Utilities: Electricity, lighting, telephone service, water, and sanitary
facilities.
B. Work on public right-of-way.
C. Traffic control.
D. Temporary Controls: Barriers, enclosures and fencing, water control, dust control,
erosion and sediment control, and protection of the work.
E. Construction Facilities: Access roads, parking, progress cleaning, project signage,
and field offices.
1.02 TEMPORARY UTILITIES
A. Electricity
1. Electrical Contractor shall make arrangements for and provide equipment
necessary for temporary electrical service to the site for the use of all
Contractors at the Site.
2. General Contractor shall pay the monthly cost for the temporary electrical
service, which will include the electrical usage by all contractors, Owner and
Engineer at the site.
B. Lighting
1. Provide and maintain lighting for construction operations as required by
Contractor.
2. Provide and maintain lighting to exterior staging and storage areas after dark
for security purposes as required by Contractor.
C. Telephone Service
1. Provide, maintain and pay for telephone service to field office as required by
Contractor.
D. Water
1. Owner will provide suitable quality water used for construction. Exercise
measures to conserve water during construction. Contractor will be billed for
water usage in excess of normal construction requirements at Owner's
published water rates. Contractor shall provide any necessary metering and
backflow prevention as required by Owner.
2. Contractor shall be required to extend water lines or provide hauling as required
for Contractor's use from existing site hydrants as designated by the Owner.
E. Sanitary Facilities
1. Provide and maintain required facilities and enclosures as necessary to comply
with the laws and ordinances of the authority having jurisdiction and the State of
North Carolina.
2. General Contractor shall provide the above sanitary facilities for all contractors,
sub -contractors, Owner and Engineer at the Project Site.
3. Existing facilities shall not be used.
SE Area Wastewater Capacity Improvements Temporary Facilities - 01500-1
Contract 1: Transmission

1.03 TEMPORARY CONTROLS
A. General
1. Temporary controls shall be the responsibility of each Contractor for their
respective work unless noted otherwise.
B. Barriers
1. Provide barriers to prevent unauthorized entry to construction areas for the
safety of the public, the protection of the work, and to protect existing facilities
and adjacent properties from damage from construction operations.
2. Provide protection for plant life designated to remain. Replace damaged plant
life.
3. Protect vehicular traffic, stored materials, site, and structures from damage.
C. Water Control
1. Grade site to drain. Provide, operate, and maintain pumping equipment to
maintain excavations free of water.
2. Protect site from running water.
D. Dust Control
1. Execute Work by methods designed to minimize raising dust from construction
operations.
2. Provide positive means to prevent airborne dust from dispersing into
atmosphere.
E. Erosion and Sediment Control
1. Provide Erosion and Sediment Control as indicated on the Drawings and
specified in Section, Erosion Control.
F. Protection of Installed Work
1. Protect installed Work and provide special protection where specified in
individual specification Sections.
2. Provide temporary and removable protection for installed Products. Control
activity in immediate work area to minimize damage.
3. Prohibit traffic from landscaped areas.
1.04 CONSTRUCTION FACILITIES
A. General
1. Construction facilities shall be the responsibility of each Contractor for their
respective work unless noted otherwise.
B. Access Roads
1. Contractor shall construct and maintain temporary drives as necessary to
access public thoroughfares and existing drives to serve the construction area.
2. Provide means of removing mud from vehicle wheels before entering streets.
C. Parking
1. When site space is not adequate, arrange for temporary off site surface parking
areas to accommodate construction personnel.
2. Do not allow vehicle parking in existing right-of-way or to block existing drives.
3. Do not allow vehicle parking on private property without prior approval.
D. Progress Cleaning
1. Maintain areas free of waste materials, debris, and rubbish. Maintain site in a
clean and orderly condition.
SE Area Wastewater Capacity Improvements Temporary Facilities - 01500-2
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2. Remove waste materials, debris, and rubbish from site periodically and dispose
off site.
E. Project Signage
1. Contractor shall provide project sign of exterior grade plywood and wood frame
construction, painted, with exhibit lettering by professional sign painter. Submit
layout based on example in Supplementary General Conditions, to Engineer for
approval.
2. List title of Project, name of Owner, Engineer, and Contractor.
3. Erect on site at location established by Engineer.
4. No other signs are allowed, without Owner's permission, except those required
by law.
F. Field Offices
1. Contractors shall locate a temporary office trailer at the Project Site. Each office
shall be equipped with a phone for use by the Contractor's Superintendent.
2. Contractor shall provide office facilities for the Engineer and his representative.
The office shall have minimum floor area dimensions of 8' x 10', contain
windows, cylinder locked door and raised floor. Heating and air conditioning
equipment shall be provided. Lighting shall provide a minimum of 50 foot-
candles. Provide a minimum of three receptacles. Furniture shall consist of a
desk, chair, legal size four -drawer file cabinet, and drafting board.
3. Locate field office as approved by Engineer.
1.05 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS
A. Remove temporary above grade or buried utilities, equipment, facilities, and
materials, prior to Final Inspection.
B. Clean and repair damage caused by installation or use of temporary work.
C. Restore existing facilities used during construction to original condition. Restore
permanent facilities used during construction to specified condition.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
SE Area Wastewater Capacity Improvements Temporary Facilities - 01500-3
Contract 1: Transmission

SECTION 01600
PRODUCT REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Products.
B. Transportation and handling.
C. Storage and protection.
D. Product options.
E. Substitutions.
1.02 PRODUCTS
A. Products: Means new material, machinery, components, equipment, fixtures, and
systems forming the Work. Does not include machinery and equipment used for
preparation, fabrication, conveying, and erection of the Work. Products may also
include existing materials or components specified in the Contract Documents for
reuse.
1.03 TRANSPORTATION AND HANDLING
A. Transport and handle Products in accordance with manufacturer's instructions.
B. Ship fabricated assemblies in largest sections permitted by carrier regulations and
properly marked for ease of field erection.
C. Promptly inspect shipments to assure that Products comply with specified
requirements, quantities are correct, and Products are undamaged.
D. Provide equipment and personnel to handle Products by methods to prevent soiling,
disfigurement, or damage.
1.04 STORAGE AND PROTECTION
A. Keep on site storage of material to a minimum.
B. Store and protect Products in accordance with manufacturer's instructions in
unopened original packages, with seals and labels intact and legible. Store sensitive
Products in weather -tight, climate -controlled enclosures.
C. For exterior storage of fabricated Products, place on sloped supports, above
ground.
D. Provide off site storage and protection when site does not permit on site storage.
E. Cover Products subject to deterioration with impervious sheet covering. Provide
ventilation to avoid condensation.
F. Store loose granular Products on solid flat surfaces in a well drained area. Prevent
mixing with foreign matter.
G. Arrange storage of Products to permit access for inspection. Periodically inspect to
assure Products are maintained under specified conditions.
SE Area Wastewater Capacity Improvements Product Requirements - 01600-1
Contract 1: Transmission

1.05 DAMAGED PRODUCTS
A. Remove damaged Products from Project site.
1.06 PRODUCT OPTIONS
A. Products Specified by Reference Standards: Product meeting standard and specific
requirements of these specifications.
B. Products Specified by Naming One or More Manufacturers: Products of
manufacturers named and meeting specifications, no options or substitutions
allowed.
C. Products Specified by Naming Three Manufacturers with an "or equal" Provision for
Substitutions: Submit a request for substitution for manufacturer not named during
the shop drawing submittal.
1.07 SUBSTITUTIONS
A. Engineer will consider requests for Substitutions for items not listed in Equipment
Materials List in the Bid Form Attachment as noted in Instructions to Bidders.
B. Substitutes shall not be allowed from the list submitted with the Bid Form, except for
the following reasons:
1. Item of equipment is no longer available.
2. "Or approved substitute" product is not approved by Engineer.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not used
END OF SECTION
01600-2 Product Requirements SE Area Wastewater Capacity Improvements
Contract 1: Transmission

SECTION 01700
EXECUTION REQUIREMENTS
PART 1
GENERAL
1.01 SECTION
INCLUDES
A.
Examination.
B.
Cutting and patching.
C.
General installation provisions.
D.
Cleaning and protection.
E.
Final inspection and tests.
F.
Adjusting.
G.
Close-out procedures.
1.02 EXAMINATION
A. Verify that existing site conditions and substrate surfaces are acceptable for
subsequent Work. Beginning new Work means acceptance of existing conditions.
B. Verify that existing substrate is capable of structural support or attachment of new
Work being applied or attached.
C. Examine and verify specific conditions described in individual specifications
sections.
D. Verify that utility services are available, of the correct characteristics, and in the
correct locations.
1.03 CUTTING AND PATCHING
A. General
1. Do not cut, or alter the work of other contractors without written approval of the
Engineer.
2. Work removed shall be replaced or repaired by the Contractor who removed or
damaged the work, and a craftsman, skilled in the trade that the particular
replacement requires, shall do the work. (i.e.: A mason, not an electrician, shall
replace masonry removed by the Electrical Contractor.)
3. Conduct removal operations in a manner that will eliminate hazards to persons
and property and prevent the release of dust and rubbish into the air. Existing
work, which is to remain and is damaged by contract operations shall be
replaced with new materials at no additional cost to the Owner.
4. For replacement of work removed, comply with specifications for type of work to
be done.
B. Inspection
1. Inspect existing conditions of work including elements subject to movement or
damage during cutting and patching, and excavating and backfilling.
2. After uncovering work, inspect conditions affecting installation of new products.
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C. Preparation prior to cutting
1. Provide shoring, bracing, and support as required to maintain structural integrity
of project.
2. Provide protection for other portions of project.
3. Provide protection from elements.
D. Performance
1. Execute fitting and adjustment of products to provide finished installation to
comply with specified tolerances, finishes.
2. Execute cutting and demolition by methods to prevent damage to other work
and provide proper surfaces to receive installation of repairs and new work.
3. Execute excavating and backfilling as specified in Section, Trenching for
Utilities.
4. Restore work, which has been cut or removed; install new products to provide
completed work in accordance with requirements of contract documents.
5. Refinish entire surfaces as necessary to provide an even finish.
a. Continuous Surfaces: To nearest intersections.
b. Assembly: Entire Refinishing.
1.04 GENERAL INSTALLATION PROVISIONS
A. Require Installer of each major component to inspect conditions under which Work
is to be performed. Clean substrate surfaces prior to applying next material or
substance. Do not proceed until unsatisfactory conditions have been corrected.
B. Comply with manufacturer's recommendations to the extent that they are more
explicit or stringent than requirements contained in Contract Documents.
C. Provide attachment and connection devices and methods necessary for securing
Work. Secure Work true to line and level. Allow for expansion and building
movement.
D. Provide uniform joint widths in exposed Work. Arrange joints in exposed Work to
obtain the best visual effect. Refer questionable choices to the Engineer for final
decision.
E. Check dimensions before starting each installation.
F. Install each component during weather conditions and Project status that will ensure
the best possible results. Isolate each part of the completed construction from
incompatible material as necessary to prevent deterioration.
G. Coordinate temporary enclosures with required inspections and tests, to minimize
the necessity of uncovering completed construction for that purpose.
H. Where mounting heights are not indicated, install individual components at standard
mounting heights recognized within the industry for the particular application
indicated. Refer questionable mounting height decisions to the Engineer for final
decision.
1.05 CLEANING AND PROTECTION
A. During handling and installation, clean and protect construction in progress and
adjoining materials in place. Apply protective covering where required to ensure
protection from damage or deterioration.
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B. Clean and maintain completed construction as frequently as necessary through the
construction period. Adjust and lubricate components as required to ensure proper
operation.
C. Limiting Exposures: Supervise construction activities to ensure that no part of the
construction, completed or in progress, is subject to harmful, or dangerous exposure
during the construction period. Where applicable, such exposures include, but are
not limited to, the following:
1. Excessive static or dynamic loading.
2. Excessive internal or external pressures.
3. Excessively high or low temperatures.
4. Thermal shock.
5. Air contamination or pollution.
6. Water or ice.
7. Abrasion.
8. Heavy traffic.
9. Misalignment.
10. Improper shipping or handling.
11. Theft.
12. Vandalism.
D. Clean Project prior to final inspection. Project clean up shall include, but not be
limited to, the following:
1. Clean glass.
2. Clean surfaces exposed to view as recommended by manufacturer.
3. Remove temporary labels.
4. Vacuum carpeted areas.
5. Clean fixtures to a sanitary condition.
6. Repaint damaged paint surfaces.
7. Clean debris from roofs, gutters, down spouts, and drainage systems.
8. Sweep paved areas.
9. Rake clean landscaped surfaces.
10. Remove waste and surplus materials.
11. Remove temporary construction facilities.
1.06 FINAL INSPECTION AND TESTS
A. Prior to final acceptance place equipment in operation and make necessary
adjustments for proper operation. Test equipment under normal operating conditions
in the presence of Engineer. Test shall show conclusively that requirements of the
specifications have been fulfilled.
B. Complete punch list items within 30 days of receipt from Engineer. Owner may have
work not completed within 30 days performed by others with the cost deducted from
Contractor's final payment. Additional engineering and inspection services required
as a result of Contractor not completing punch list within 30 days shall be at
Contractor's expense.
1.07 ADJUSTING
A. Adjust operating Products and equipment to ensure smooth and unhindered
operation.
B. Provide proper fluids in equipment.
C. Provide proper filters in equipment.
SE Area Wastewater Capacity Improvements Execution Requirements - 01700-3
Contract 1: Transmission

1.08 CLOSE-OUT PROCEDURES
A. Submit written certification that Contract Documents have been reviewed, Work has
been inspected, and is complete in accordance with Contract Documents and ready
for Engineer's inspection.
B. Provide submittals to Engineer that are required by governing or other authorities.
C. Submit set of Record Documents indicating changes during construction as required
in Section, Submittal Procedures.
D. Submit final Application for Payment identifying total adjusted
previous payments, and final amount due.
E. Submit the following with final Application for Payment:
1. Affidavit of Release of Liens
2. Consent of Surety for Final Payment
3. Affidavit of Payment of Debts and Claims
4. Final Certified Payroll Information
F. Submit warranties as required by individual equipment specifications.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
Contract Sum,
SE Area Wastewater Capacity Improvements Execution Requirements - 01700-4
Contract 1: Transmission

SECTION 02082
SPECIALTY VALVES AND GATES
PART 1 GENERAL
1.01 SCOPE
A. The Section includes, but is not limited to, the following:
1. Piston Actuated Valves
a. Surge Anticipator
2. Valve Accessories
a. Valve Boxes, Below Ground
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02315 Trenching for Utilities
1.03 REFERENCES
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. American Water Works Association (AWWA) Publications:
a. C513 Open Channel Fabricated Metal Slide Gates
b. C550 Protective Epoxy Interior Coatings for Valves and Hydrants.
2. National Sanitation Foundation (NSF)
a. 61 Drinking Water System Components - Health Effects
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. The equipment to be furnished for the Project shall be clearly
indicated including all options to be provided.
a. Surge Anticipator
2. Test Reports: Upon testing of the installed system, field test reports shall be
submitted in booklet form showing field tests performed to adjust each
component and field tests performed to prove compliance with the specified
performance criteria. Each test report shall indicate the final position of controls.
3. Operation and Maintenance Instructions: Submit complete operation and
maintenance manual for the total system.
PART 2 PRODUCTS
2.01 SURGE ANTICIPATOR
A. The surge anticipator valve shall be of wye (globe) body configuration or angle style
as shown on the drawings, with cast iron body containing a securely fastened
stainless steel ring.
B. The valve disc will have a resilient replaceable seat firmly held in place by a
stainless steel ring fastened to the disc with screws. In the closed position with the
SE Area Wastewater Capacity Improvements Specialty Valves and Gates - 02082-1
Contract 1: Transmission

line pressures below the spring setting, the valve shall provide driptight closure. The
disc movement shall be guided for proper alignment throughout its stroke and
provide for full opening of the pipe line area when required.
C. The valve, normally closed, shall open when the system pressure exceeds the
spring adjustment setting. Its opening stroke shall be limited to that which is
necessary to provide protection against surge exceeding the spring setting. The
valve shall close at a slow speed consistent with adjustment of a self-contained oil
cushion chamber that is provided with the valve. The cushioning device shall permit
a range of adjustment for closing speeds to prevent water hammer.
D. External springs shall be enclosed in protective casings and shall be in
compression. Springs that appear to be under extension are not permitted. The disc
stem bushing shall be bronze capped with a lantern type gland vented to
atmosphere for revealing gland leakage.
E. Valve shall be full ported constructed of cast iron or ductile iron body with bronze
trim and 125 lb flanges.
F. Factory pre-set pressure relief settings:
1. Holly Ridge Pump Station: 90 psi
2. Summerhouse Pump Station: 40 psi
2.02 PINCH VALVES WITH ELECTRONIC MOTOR ACTUATOR
A. Valves shall be 4" or smaller, of the full cast metal body, mechanical pinch type
with flange joint ends. The valve length shall be as given in ISA S75.08. The flanges
shall be drilled and tapped to mate with ANSI B16.1, Class 125 / ANSI B16.5, Class
150 flanges.
B. The sleeve trim shall be one-piece construction with integral flanges drilled to be
retained by the flange bolts. The sleeve trim shall be reinforced with calendared
nylon or calendared polyester fabric to match service conditions. The sleeve trim
shall be connected to the pinch bar by tabs imbedded in the sleeve trim reinforcing
ply. All internal valve metal parts are to be completely isolated from the process fluid
by the sleeve trim. For full port and reduced port sleeves the port areas shall be
100% of the full pipe area at the valve ends. For Cone and Variable Orifice sleeves
the port area at the inlet shall be 100% of the full pipe area, reducing to a smaller
port size at the outlet.
C. The solid steel pinch mechanism shall be single acting, closing the sleeve from the
top only. The mechanism shall be supported in the valve body. There shall be no
cast parts in the operating mechanism. The mechanism shall be connected to the
electrically actuated actuator through an ACME threaded stem. The electric motor
shall be as specified. The pinch mechanism shall be adjustable for stroke without
removing the valve from the line. Valve shall be manufactured in the USA.
D. Manufacturer: All valves shall be of the Series 5200E as manufactured by the Red
Valve Co., Inc. of Pittsburgh, PA 15220 or approved equal.
SE Area Wastewater Capacity Improvements Specialty Valves and Gates - 02082-2
Contract 1: Transmission

E. Electronic Motor Actuator
1. Function: An electric motor rotates a threaded nut pushing a threaded stem into
the valve body, pinching the sleeve closed. Reversing the direction of the electric
motor pulls the stem out of the valve body, opening the sleeve.
2. All electric actuators shall conform to the requirements of AWWA Standard C-540.
3. Actuators shall contain motor, gearing, manual override, limit switches, torque
switches, drive coupling and integral motor controls (where required).
4. Valve closing time will be 60 seconds, unless otherwise noted.
5. The motor shall be specifically designed for actuator service. The motor will be of
the induction type with class F insulation and protected by means of thermal
Project ID : 03/22/2024 40 05 53 - 7 Specialty Valves and Gates switches
imbedded in the motor windings. Motor enclosure will be totally enclosed,
nonventilated.
6. Motors will be capable of operating on 460V/3ph/60Hz power, or as specified by
the job.
7. Actuator housing shall be NEMA 4 (watertight) and suitable for short-term
submersion in water to a depth of 8 feet for 30 minutes.
8. All gearing shall be grease lubricated and designed to withstand the full stall
torque of the motor.
9. Manual operation shall be available by means of a handwheel. Return from
manual to electric operation will be automatic upon motor operation. A seized or
inoperable motor shall not prevent manual operation.
10. Limit switches will be furnished at each end of travel. Limit switch adjustment will
not be altered by manual operation. Limit switch drive shall be by countergear.
Limit switches must be capable of quick adjustment requiring no more that (5)
turns of the limit switch adjustment spindle. One set of normally open and one set
of normally closed contacts will be furnished and available for use by the plant
control system at each end of travel where indicated. Contact shall be of silver
and capable of reliably switching a low voltage DC source from the control
system furnished by others.
11. Mechanically operated torque switches shall be furnished at each end of travel.
Torque switches will trip when the valve load exceeds torque switch setting. The
torque switch adjustment device must be calibrated directly in engineering units
of torque.
12. All wiring shall be terminated at plug and socket connector.
13. Actuators will be capable of operating in an ambient temperature range of —20 to
+175 degrees F.
14. Mechanical dial position indicator will be furnished on all valves. Two wire
position feedback transmitter (4-20 mADC signal) will be furnished where
indicated.
15. All actuators in open/close service will be furnished with integral, motor controls
consisting of reversing starters, control transformer, phase discriminator, monitor
relay, positioner, "open -stop -close" pushbuttons, "local -off -remote" selector
switch in addition to red and green indicating lights. The positioner shall be
capable of accepting a 4-20 mADC signal from the controller and positioning the
valve by comparing the command signal with the present valve position as
indicated by the feedback potentiometer mounted inside the actuator. The
positioner shall be field adjustable to fail in the "open", "closed" or "last' position
on loss of 4-20 mADC command signal.
16. All actuators shall be manufactured by AUMA Actuators, Inc. of Pittsburgh, PA
SE Area Wastewater Capacity Improvements Specialty Valves and Gates - 02082-3
Contract 1: Transmission

2.03 VALVE ACCESSORIES
A. General:
1. Provide accessories required for proper and accessible operation of valve at
location indicated on the Drawings.
2. Accessories shall be compatible to proper valve operation as recommended by
valve manufacturer.
B. Valve Box, Below Ground: Box shall be high strength cast iron of the screw or
telescopic type. Box shall consist of a base section, center extension as required,
and a top section with cover marked "DRAIN," "SEWER," or "WATER," as
applicable.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install valves, gates, and accessories indicated on the Drawings and in complete
accordance with the manufacturer's recommendations.
3.02 START UP SERVICES
A. Provide the services of manufacturer's representative to check the valve(s)
installation, supervise initial start up, and instruct Owner's personnel in proper
operation and maintenance of the valve(s). A minimum of one trip to the site will be
required, consisting of a minimum of one 8 hour working day. Regardless of the time
spent at the site, services will not be considered complete until the valve operates
as intended for a minimum of one (1) week of operation.
B. Operate valve under actual field service to demonstrate that the valve performs to
the specified flow capacity and head conditions. During the field test, make
adjustments as necessary for proper operation.
C. Submit copy of tests and checks performed in the field, complete with recordings,
where applicable, to the Engineer.
3.03 PAINTING
A. Equipment shall receive the manufacturer's standard coating for the intended
application. Coatings shall be suitable in every way for the intended application.
END OF SECTION
SE Area Wastewater Capacity Improvements Specialty Valves and Gates - 02082-4
Contract 1: Transmission

SECTION 02230
CLEARING AND GRUBBING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work shall include, but not be limited, to the following:
1. Access roads.
2. Clearing and grubbing.
3. Removal of surface debris.
4. Demolition and removal of existing paving and structures.
5. Temporary and permanent ground cover.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02370 Erosion Control
2. Section 02920 Lawns and Grasses.
1.03 WARRANTY AND FINES
A. Contractor is liable for damages to public and private property and fines as may be
placed on the Project by the governing agencies due to failure to provide adequate
erosion control devices.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 PROTECTION
A. Take reasonable care during construction to avoid damage to vegetation outside of
clearing limits.
B. Locate and protect property corners and survey control stakes prior to start of
clearing operations.
C. Provide temporary gates and fences as necessary to prevent unauthorized vehicular
access to the site.
D. Mark clearing limits.
E. Refer to paragraph 4.04 of the General Conditions and 4.04.A.2 of the
Supplementary Conditions concerning the protection of Underground Facilities.
3.02 ACCESS ROADS AND STAGING AREA
A. Clear for access roads.
B. Limit clearing and grubbing for access roads to a maximum width for two-way traffic
of 30 feet for 20-foot drive and 5 foot shoulders.
SE Area Wastewater Capacity Improvements Clearing and Grubbing 02230-1
Contract 1: Transmission

C. Access roads shall have the following:
1. Provide "Temporary Construction Entrance" per the standard detail on the
Drawings at connection to State Roads.
2. 6 inches of ABC stone.
3. Provide temporary seeding of shoulders as access drives are installed.
4. Provide storm pipes under drives at points of concentrated water flow.
D. Clear for a staging area as directed by the owner. Total area to be cleared shall be
approved by the Engineer. Area for parking and storage of material shall have 6
inches of ABC stone.
E. Allow reasonable use of access drive by other Contractors, Owner, Engineer, and
others authorized to be on the site by the Owner.
F. When no longer required remove stone and restore access drives and staging area
to original contours. Scarify and seed access drives and staging areas.
3.03 INSTALL EROSION CONTROL DEVICES
A. Clear areas required to install erosion control devices, which shall be in place and
operational prior to other land disturbing activity. Install erosion control devices in
accordance with Section, Erosion Control.
3.04 BORROW AND DISPOSAL AREAS
A. Obtain and pay for erosion control permit for borrow and disposal areas as required
by Contractor.
B. Install and maintain erosion control devices in accordance with Contractor's
approved plan.
3.05 CLEARING AND GRUBBING
A. Clear and grub vegetation within right-of-way as necessary to construct.
B. For open cut installation, clear and grub total width of permanent easement. Clear
within temporary construction easement only as necessary for construction. Do not
grub within the temporary construction easement. For horizontal directional drill
installation, do not clear and grub beyond installation pits unless required to
complete construction.
C. Clearing shall consist of cutting and removal of vegetation to the existing ground
surface and removal of debris. Debris shall include, but not be limited to, fences,
steps, walls, chimneys, footings, foundation slabs, basements, signs, junked
vehicles, and other rubble.
D. Grubbing shall consist of the removal of roots over 3 inches in diameter, matted
roots, stumps, and other vegetable matter to 12 inches below existing grade.
E. Do not precede grading operation by grubbing operation by more than seven days.
F. When the depth of embankment exceeds 6 feet, cut sound stumps off at the existing
ground level and do not grub. Remove decayed stumps to a depth of approximately
2 feet below the existing grade.
G. Fill holes and depressions and bring cleared and grubbed area to a uniform contour
to match existing grade. Provide positive drainage.
SE Area Wastewater Capacity Improvements Clearing and Grubbing 02230-2
Contract 1: Transmission

H. Remove and properly dispose of cleared and grubbed material from the site. Make
reasonable effort to channel timber resulting from clearing operations into a
beneficial use.
Burning shall not be permitted at the site.
END OF SECTION
SE Area Wastewater Capacity Improvements Clearing and Grubbing 02230-3
Contract 1: Transmission

SECTION 02300
EARTHWORK
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Provide labor, equipment, and material to perform site preparation and earthwork as
specified herein and indicated on the Drawings. Work shall include, but is not limited
to, the following:
1. Survey staking as required for construction.
2. Topsoil stripping and stockpiling.
3. Dewatering.
4. Protection of existing facilities.
5. Site grading.
6. Excavation, trenching, and backfilling for structures and foundation including
stone base as indicated on the Drawings.
7. Borrow material including, but not limited to, material, excavating, hauling,
placing, and compacting.
8. Maintenance and stability of site.
9. Disposal of waste and surplus material.
10. Soil testing.
B. Examine the site to determine the extent of excavating, grading, and related items
necessary to complete the work.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02230 Clearing and Grubbing
2. Section 02315 Trenching for Utilities
3. Section 02370 Erosion Control
1.03 MEASUREMENT AND PAYMENT PROCEDURES
A. Work in this section shall be included in the lump sum Base Bid, unless specifically
noted otherwise, and shall include, but not be limited to, the following:
1. Topsoil stripping, stockpiling and spreading after the completion of the grading.
2. Backfilling of area stripped of topsoil and filling from existing grades to new
subgrade elevation. Providing borrow material for backfilling and filling.
3. Excavating for structures.
4. Stone base as indicated on the Drawings.
5. Dewatering.
6. Use of explosives.
7. Protection of existing service lines and utility structures.
8. Maintenance and Stability of site grading.
9. Disposal of waste and surplus material.
10. Soil Testing.
SE Area Capacity Improvements Earthwork - 02300-1
Contract 1 - Transmission

1.04 REFERENCES
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. American Society of Testing Materials (ASTM)
a. C33 Concrete Aggregates.
b. D698 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures
Using 5.5-lb (2.49 Kg) Rammer and 12-inch Drop (Standard
Proctor).
c. D1556 Density of Soil in Place by the Sand -Cone Method.
d. D1586 Penetration Test and Spilt -Barrel Sampling of Soils.
e. D2167 Density and Unit Weight of Soil in Place by the Rubber Balloon
Method.
f. D2216 Laboratory Determination of Water (Moisture) Content of Soil,
Rock, and Soil -Aggregate Mixtures.
g. D2487 Classification of Soils for Engineering Purposes.
h. D2922 Density of Soil and Soil -Aggregate in Place by Nuclear Methods
(Shallow Depth).
1.05 DEFINITIONS
A. Backfill: A specified material used in refilling a cut, trench, or other excavation,
placed at a specified degree of compaction.
B. Capillary Water Barrier: A layer of clean, poorly graded crushed rock, stone, or
natural sand or gravel having a high porosity, which is placed beneath a building
slab with or without a vapor barrier to cut off the capillary flow of water to the area
immediately below the slab.
C. Compaction: Process of mechanically stabilizing a material by increasing its density
at a controlled moisture condition. "Degree of compaction" shall be expressed as a
percentage of the maximum dry density obtained by the test procedure presented in
ASTM D698 (Standard Proctor).
D. Excavation: The removal of soil or rock to obtain a specified depth or elevation.
E. Fill: Specified material placed at a specified degree of compaction to obtain an
indicated grade or elevation.
F. Hard Material: Solid, homogeneous material which are not included in the definition
of "rock" but which usually require the use of heavy excavation equipment with
ripper teeth. Material having a standard penetration resistance as determined by
ASTM D1586 60 and 150 blows per foot is defined as "hard material."
G. Lift: Layer of soil placed on top of a previously prepared or placed soil.
H. Rock: Solid, homogeneous material which cannot be removed without the
systematic drilling and blasting exceeding one (1) cubic yard in volume. Material
having a standard penetration resistance as determined by ASTM D1586 greater
than 150 blows per foot is defined as "rock." Removal of "hard material" will not be
considered rock excavation because of intermittent drilling and blasting that is
performed merely to increase production.
I. Soil classification shall be in accordance with ASTM D2487.
1. Satisfactory materials: Soils classified as GW, GP, GC, GM, SP, SC, SM, SW,
ML, and CL.
SE Area Capacity Improvements Earthwork - 02300-2
Contract 1 - Transmission

2. Unsuitable materials: Soils considered as unsatisfactory shall be materials that
do not comply with the requirements of satisfactory above and include, but shall
not be limited to, the following:
a. Soil containing organic matter, debris, stones larger than 6 inches, or
frozen material. Stones greater than 4 inches will not be permitted in the
top 12 inches.
b. Soils classified as Pt, CH, MH, OH, and OL.
3. Cohesionless: Classified as GW, GP, SW, and SP. Soils classified as GM and
SM shall be classified as cohesionless only when the fines have a plasticity
index of less than 10.
4. Cohesive: Classified as GC, SC, ML, CL, MH, and CH. Soils classified as GM
and SM shall be classified as cohesive only when the fines have a plasticity
index greater than 10.
J. Subgrade: Lowest elevation upon which fill or other work will be placed in the
absence of unsuitable material.
K. Topsoil: Natural, friable soil, representative of productive soils in the vicinity of the
site. Topsoil shall be free from roots, stones larger than 1 inch, objectionable weed
seeds, toxic substances, and materials that hinder grading, planting, and
maintenance operations.
1.06 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following.
a. Geotextile fabric.
2. Manufacturer's Installation Procedures.
a. Structural fabric
3. Test Reports: Submit for the following:
a. Moisture -density relations of soils.
b. Field moisture content.
c. Soil classification.
d. In -place field density.
e. Geotechnical engineer's daily field reports.
4. Permits
a. Erosion control permits for borrow and disposal site(s).
PART 2 PRODUCTS
2.01 MATERIAL
A. Capillary water barrier: A clean crushed stone, crushed gravel, or uncrushed gravel
conforming to ASTM C33 coarse aggregate grading size 57.
B. Stone Base: A clean crushed stone, crushed gravel, or uncrushed gravel
conforming to ASTM C33 coarse aggregate grading size ABC
C. Geotextile Fabric: Provide nonwoven geotextile fabric specifically designed and
manufactured to stabilize soft soils under an aggregate base in structural areas,
provide separation, and allow filtration such as Mirafi 160N or equivalent. Fabric
shall provide a permeable layer, planar flow, and tensile reinforcement for retaining
the soil matrix. Fabric shall be inert to commonly encountered chemicals,
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hydrocarbons, resistant to mildew, rot, and ultraviolet light exposure, and meet or
exceed the following test standards:
1. Test
ASTM
2. Fabric weight (oz / sq yd)
D-1910
6
3. Grab tensile strength (lbs.)
D-4632
160
4. Grab tensile elongation (%)
D-4632
50
5. Trapezoid tear strength (lbs.)
D-4533
60
6. CBR Puncture strength (lbs.)
D-6241
410
7. Apparent Opening Size (sieve)
D-4751
70
8. UV Resistance (%)
D-4355
80
PART 3 EXECUTION
3.01 GENERAL
A. Provide erosion control measures as specified in Section, Erosion Control and
clearing and grubbing as specified in Section, Clearing and Grubbing.
B. Protect existing structures and features to remain.
C. Dispose of excavated material in such a manner that it will not obstruct the water
flow, endanger existing improvements or Work in progress, impair the use or
appearance of the existing facilities, or be detrimental to the completed Work.
D. It is recommended that grading operations take place during the drier months from
May to October, if practical.
E. Weather Limitations: Proceed with fill and backfill operations based on the following
weather conditions:
1. Temperature must be above freezing.
2. In windy, hot, or arid conditions with a high rate of evaporation add moisture to
the material to maintain the optimum moisture content.
3. Do not proceed in rain or on saturated subgrade.
F. Repair or undercut and backfill soils that become damaged by construction activity
or unsuitable due to being left exposed to the weather at no additional cost.
G. Do not place material on surfaces that are muddy, frozen, or contain frost.
H. Excavation carried below the elevation indicated on the Drawings shall be backfilled
and compacted in accordance with these specifications.
I. Remove and properly dispose of unsatisfactory and excess material from the site.
3.02 CONSTRUCTION STAKING
A. Provide construction staking as indicated in paragraph 4.05 of the General
Conditions. Engineer will only provide key reference points and benchmarks.
B. Contractor shall report to Engineer whenever a reference point or property
monument is lost or destroyed or requires relocation because of necessary changes
in grades or locations. Contractor shall be responsible for the accurate replacement
or relocation of such reference points or property monuments by a registered
professional surveyor in the State of North Carolina.
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3.03 PROTECTION OF UNDERGROUND FACILITIES
A. Refer to paragraph 4.04 of the General Conditions and 4.04.A.2 of the
Supplementary Conditions concerning the protection of Underground Facilities.
B. Investigate underground facility locations prior to the start of construction.
C. Repair damage to existing facilities at no additional cost to the Owner.
D. A change in conditions may be considered due to the location of the existing
facilities as allowed in the General Conditions. This does not include the cost for
repair of damaged facilities not properly located in advance of construction.
3.04 WATER CONTROL
A. The geotechnical investigation found the upper soils were conducive to temporary
development of perched groundwater conditions during periods of wet weather.
B. Inspect the site prior to mobilizing to determine the appropriate equipment for site
grading and foundation work.
C. Perform work to prevent surface water from accumulating in excavations, and
unfinished fill areas. Perform grading and excavation so the work area and affected
operations shall be continually and effectively drained.
D. The geotechnical investigation found a high ground water table at the site,
approximately 4 to 11 feet below the existing ground surface. Fluctuations of the
groundwater table may be expected during the year due to seasonal and climatic
changes.
E. Install a dewatering system prior to excavating beneath the ground water table.
Maintain the water table approximately 2 feet below the bottom of the excavation.
F. Maintain dewatering until backfilling has proceeded above the natural ground water
level and the structural weight is sufficient to prevent "floating" of the structure.
Provide a job superintendent experienced in dewatering work.
G. Horizontal seepage at the contact between clayey soil layers and overlying sandy
soils may result in seeps in construction excavation slopes at these contacts, even
when the groundwater level is controlled 2 feet below the construction excavation
grade. If significant seepage occurs at these contacts that potentially destabilizes
the construction excavation slope, it may be necessary to intercept and control the
seepage with slope drains.
H. Water from dewatering operations must be disposed of in accordance with the North
Carolina Sedimentation Pollution Control Act.
3.05 USE OF EXPLOSIVES
A. Explosives may not be used on the Project.
3.06 TOPSOIL
A. A thin veneer of topsoil was encountered at the each pump station site. Strip topsoil
from areas to be disturbed such that the underlying "clean" soils remain intact and
stockpile separate from other excavated material. Locate topsoil so that the material
can be used readily for the finished grading. Protect and maintain topsoil until
needed. Place topsoil in thin lifts of 6-inch thickness or less after completion of work
in accordance with Section, Lawns and Grasses.
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B. Perform stripping with wide track dozer or other appropriate equipment to minimize
disturbance to subgrade soils. Do not use rubber -tired equipment.
3.07 SITE GRADING
A. Following topsoil stripping, identify unsuitable subgrade areas as determined by the
Engineer. Based on the very loose near -surface soils and shallow groundwater at
the site, the ground surface is not expected to support rubber -tired construction
equipment. It is anticipated that loose near -surface soils (estimated to be 3 to 4 feet
in depth) will require undercut and replacement in the footprints of all structures and
pavements at the site, plus 5 feet outside. The undercut excavations will require
dewatering as recommended in Paragraph 3.04 of this section. The undercut
bottoms shall be observed by the Engineer to determine if sufficient undercut has
occurred prior to fill placement. Payment for in place repair or undercutting and
backfilling of unsuitable areas shall be as indicated in the Measurement and
Payment paragraph.
B. Perform undercutting of unsuitable soils with tracked excavators, top loading dump
trucks or similar equipment approved for the use by the Engineer. Backfill undercut
areas immediately.
C. In -Place repair shall consist of discing and recompaction of existing soils to a depth
of approximately 12 inches.
D. At the direction of the Engineer provide a structural fabric for stabilization of
unsuitable soil areas. Install fabric in accordance with the manufacturer's
recommendation and the following minimum requirements.
1. Provide a fabric overlap of 24 inches.
2. Back dump and spread aggregate over fabric at the aggregate specified
thickness.
3. Compact aggregate with vibratory roller prior to allowing additional construction
traffic.
E. Site grading shall be unclassified except as specifically indicated otherwise. Perform
grading within the limits of the Project. Finished surface shall conform to the grades
and cross sections indicated on the Drawings and be uniformly sloped for a positive
drainage away from structures.
F. Excavate rock encountered in cut sections to a depth of 6 inches below finished
subgrade and backfill with satisfactory material.
G. Scarify the existing subgrade surface to a minimum depth of 6 inches and
recompact if subgrade density is less than the degree of compaction for the
proposed fill material. Plow or bench existing ground surfaces steeper than one
vertical to four horizontal in such a manner that the fill material will bond with or be
keyed to the existing surface. Use compaction equipment suitable for the soil being
compacted. Moisten or aerate material as necessary to obtain the optimum moisture
content within plus or minus one percent to obtain specified compaction.
H. Approved compacted subgrade that is disturbed by construction or adverse weather
shall be scarified and re -compacted as specified previously. Re -compaction over
utilities shall be by hand tamping.
3.08 FILL AND BACKFILL
A. The soil types encountered within the anticipated excavation depths at this site
include silty and clayey sands and low to high plasticity clays with SPT resistances
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between 0 and 21 bpf. The silty and clayey sands and low plasticity soils may be
used as backfill provided compaction moisture is maintained near optimum during
placement. The moisture levels of these soils are expected to be well above
compactable levels (especially those soils below the water table) and drying of
these soils will be required prior to placement and compaction. Use of lime may be
required if natural drying is not effective.
B. Offsite borrow should consist of sandy soils having Unified soil classifications of SW,
SM, SC, and SP. SW and SP soils are preferable as the initial fill lift in undercut
bottoms. These soils shall have standard Proctor maximum dry unit weights of at
least 110 pcf, a maximum plasticity index of 15 percent, and maximum particle size
of 2 inches.
C. Settlements due to the 3 to 4 feet of new site fill shall be allowed to substantially
complete prior to construction of settlement -sensitive structures. All site grading
shall be completed prior to any structure construction.
D. Place and compact fill and backfill material adjacent to structures in a manner that
prevents wedging and eccentric loading on or against structures. Do not use
equipment adjacent to structures that may overload structure. Backfill against
structure only after concrete has attained the specified 28-day compressive
strength. It is recommended that no self-propelled compaction equipment be used
within 5 feet of structure walls.
E. Stone Base: Structures shall have a compacted crushed stone subgrade to the
depth of 12 inches with a nonwoven geotextile placed below the bottom of the stone
layer.
F. All structural fill shall be placed in 8 to 10-inch loose lifts (6 to 8 inches for utility
trench backfill) and compacted to at least 95 percent of the standard Proctor
maximum dry density (MDD) (ASTM D 698). The moisture content of structural fill
shall be maintained within +/- 3% of optimum moisture during compaction. The top
12 inches beneath pavements and structures shall be compacted to at least
G. Place backfill and fill material in accordance with the following:
1. Maximum uniform loose lifts: 8-10 inches (6-8 inches for utility trench
backfill)
2. Optimum moisture content: ± 3 percent of optimum
3. Percent compaction at optimum moisture content (MDD) (ASTM D 698):
a. From ex. grade to within one (1) foot of struc. subgrade: 95
b. Final foot to subgrade under floor slabs and pavements: 98
H. Under sidewalks and grass areas: 90
I. Fill placement and compaction shall be observed by a qualified soil technician
working under the supervision of the Engineer. An appropriate number of soil
density tests shall be conducted to confirm that adequate fill compaction is
achieved.
J. Fill for asphalt pavement areas shall have soil classifications of SW, SM, SC, or SP,
and a CBR of at least 10 percent. If off -site soils are placed at design subgrade,
laboratory CBR testing shall be performed on these soils to confirm the CBR
exceeds 10 percent.
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3.09 EXCAVATION FOR STRUCTURES
A. Provide shoring or side slopes of excavations as necessary to protect workmen, and
existing and new structures. Use, install, and remove shoring in accordance with
State and Federal OSHA regulations.
B. Furnish, erect, and maintain required guardrails at exposed boundaries of
excavation.
C. Perform excavation for utilities in accordance with Section, Trenching for Utilities.
Install utilities to a minimum distance of five (5) feet beyond the face of the structure.
D. Make excavation to the dimensions and elevations for the structures as indicated on
the Drawings. Extend excavation a sufficient distance from walls and footings to
allow for placing and removal of forms.
E. Remove unsatisfactory material below required grade and replace with select
backfill material as directed by Engineer.
F. Excavation carried below the depths indicated, without specific directions, shall be
backfilled and compacted as specified herein to the proper grade. In excavations for
footings the concrete shall be extended to the bottom of the over excavation. Work
caused by over excavation shall be at the Contractor's expense.
G. The upper 9-inches of the subgrade after excavating for each structure should be
compacted in place to at least 95% standard Proctor maximum dry density. The
subgrade should be proof -rolled using a vibratory roller weighing a minimum of 10
tons (static load) until settlement from the last four complete passes does not
exceed 1/8 inch. Any soft, unsuitable or unacceptable soils encountered in the
subgrade should be replaced with structural fill placed and compacted to 95% of the
standard Proctor maximum dry density.
3.10 ROCK EXCAVATION
A. Notify Engineer immediately in the event that rock is encountered.
3.11 BORROW MATERIAL
A. Provide borrow material required for fill and backfill to bring the site to the elevations
indicated on the Drawings. Borrow material shall be subject to the approval of the
Engineer. Notify Engineer as to the site selected for inspection and approval prior to
transporting borrow material to the site.
B. Obtain erosion control permit as necessary for borrow pit grading operations.
C. Provide soil analysis for each type of material from proposed borrow pit(s) for
Engineer's approval prior to placing borrow material. Contractor shall do necessary
work to bring the borrow material to within plus or minus 1-1/2 percent of the
optimum moisture content. A minimum of one sample per structure shall be
obtained for analysis.
3.12 MAINTENANCE AND STABILITY
A. Maintain fills and embankments to the grade and cross section indicated on the
Drawings until the final completion and acceptance of the Project. Repair areas that
are damaged.
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3.13 DISPOSAL OF SURPLUS MATERIAL
A. Dispose of surplus material not required or unsuitable for filling, backfilling, or
grading in an approved spoil area in accordance with local ordinances.
B. Obtain erosion control permit as necessary for disposal site(s).
3.14 SOIL TESTING
A. Provide the services of a soil -testing firm as specified in Section 01450, Quality
Control.
B. The testing laboratory soil specialist, as a minimum, shall be at the project site for
the following:
1. Monitor proofrolling of existing soils to determine requirements for undercutting
unsuitable soils
2. Monitor grading for the separation and wasting of unacceptable soils.
3. Providing tests in accordance with the following schedule:
a. Optimum moisture and laboratory maximum density: Provide one (1) test
per type of material to determine optimum moisture and maximum density
values in accordance with ASTM D698.
b. Moisture content: Provide two (2) tests per day per type of material in
accordance with ASTM D2216.
4. Provide in -place field density in accordance with ASTM D1556 or other
approved test and the following schedule:
a. Provide a minimum of one (1) in -place bearing capacity test for every 1,200
sq ft of subgrade area under structures prior to the start of foundation work.
b. While filling activities are in progress for structures and paved areas.
Provide a minimum of one (1) in -place density test for every 1,200 sq ft of
lift with a minimum of one (1) test for every lift.
c. Provide a minimum of one (1) in -place bearing capacity test for every 100
feet of foundation trench.
C. Submit test reports and soil specialist daily logs in accordance with Section 01450,
Quality Control.
END OF SECTION
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SECTION 02315
TRENCHING FOR UTILITIES
PART 1 GENERAL
1.01 SCOPE
A. Provide labor, equipment, and material to perform required excavating, backfilling,
and compacting for utilities and related structures as specified herein and indicated
on the Drawings. Work shall include, but not be limited to, the following:
1. Survey staking as required for construction.
2. Protection of existing improvements.
3. Location of installed utilities.
4. Use of explosives.
5. Dewatering.
6. Excavating, backfilling, and compacting for utilities.
7. Installation of electronic marker balls.
8. Installation of warning / identification tape and tracer wire.
9. Borrow material.
10. Disposal of surplus material.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02230
Clearing and Grubbing
2. Section 02370
Erosion Control
3. Section 02530
Sanitary Sewer System
4. Section 02920
Lawns and Grasses
5. Section 11307
Submersible Pump Stations
1.03 REFERENCED STANDARDS
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. N.C. Department of Transportation - Standard Specifications for Roads and
Structures (NCDOT).
2. American Society of Testing Materials (ASTM)
a. D698 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures
Using 5.5-lb (2.49 Kg) Rammer and 12-inch Drop (Standard
Proctor).
b. D1556 Density of Soil in Place by the Sand -Cone Method.
c. D1586 Penetration Test and Spilt -Barrel Sampling of Soils.
d. D2049 Test for Relative Density of Cohesionless Soils.
e. D2216 Laboratory Determination of Water (Moisture) Content of Soil,
Rock, and Soil -Aggregate Mixtures.
f. D2487 Classification of Soils for Engineering Purposes.
3. Uni-Bell PVC Pipe Association
a. B-5-89 Recommended Practice for the Installation of Polyvinyl Chloride
(PVC) Sewer Pipe.
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1.04 DEFINITIONS
A. Backfill: A specified material used in filling the excavated trench and placed at a
specified degree of compaction.
1. Materials: Materials listed herein include processed materials plus the soil
classifications listed under the Unified Soil Classification System, (USCS)
(Method D2487 and Practice D2488). The soil materials are grouped into five
broad categories according to their suitability for this application.
a. Class I: Angular, 6 to 40-mm (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 shell. For these purposes of these
specifications, Class 1 materials shall be NCDOT #57 or #67 stone.
b. Class II: Coarse sands and gravels with maximum particle size of 44 mm
(1-1/2 in.), including various graded sands and gravels containing small
percentages of fines, generally granular and noncohesive, either wet or
dry. Soil Types GW, GP, SW, and SP are included in this class.
c. Class III: 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.
d. Class IV: 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. These materials are not recommended for
bedding, haunching, or initial backfill.
e. Class V: This class includes the organic soils OL, OH, and PT as well as
soils containing frozen earth, debris, rock larger than 40 mm (1 1/2 in.) in
diameter, and other foreign materials. These materials are not
recommended for bedding, haunching, or initial backfill.
2. Backfill Zones: Each backfill zone shall extend the full width of the trench
bottom.
a. Foundation: Extending down from the bottom of bedding zone as defined
below.
b. Pipe Embedment
1) Bedding: Extending from 4 inches below the pipe bottom to the pipe
bottom for 30-inch diameter and smaller and 6 inches below the pipe
for pipes larger than 30 inches in diameter.
2) Haunching: Extending from the bedding (bottom of the pipe) to the
pipe spring line.
3) Initial Backfill: Extending from the haunching (pipe spring line) to 1 foot
above the top of the pipe.
c. Final Backfill: Extending from the initial backfill to the finish ground
elevation.
B. Laying Conditions:
1. Type 1: Flat bottom trench with loose backfill.
2. Type 2: Flat bottom trench with backfill lightly consolidated to centerline of pipe.
3. Type 3: Pipe bedded in 4 inches minimum of loose soil and backfill lightly
consolidated to top of pipe.
4. Type 4: Pipe bedded on Class I material to 1/8 pipe diameter (4 inch minimum)
Backfill compacted to top of pipe a minimum of 80 percent of standard proctor.
5. Type 5: Pipe bedded in compacted Class I material to pipe centerline with 4-
inch minimum under pipe. Backfill to top of pipe with Class I, II, or III and
compact to 90 percent of standard proctor.
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C. Compaction: Process of mechanically stabilizing a material by increasing its density
at a controlled moisture condition. "Degree of compaction" shall be expressed as a
percentage of the maximum dry density obtained by the test procedure presented in
ASTM D698 (Standard Proctor).
D. Excavation: The removal of soil or rock to obtain a specified depth or elevation.
E. Hard Material: Solid, homogeneous material which is not included in the definition of
"rock" but which may require the use of heavy excavation equipment with ripper
teeth. Amount must exceed 1 cubic yard in volume. Material having a standard
penetration resistance as determined by ASTM D1586 between 60 and 150 blows
per foot is defined as "hard material."
F. Lift: Layer of soil placed on top of a previously prepared or placed soil.
G. Rock: Solid, homogeneous material which cannot be removed without the
systematic drilling and blasting exceeding 1 cubic yard in volume. Material having a
standard penetration resistance as determined by ASTM D1586 greater than 150
blows per foot is defined as "rock." Removal of "hard material" will not be
considered rock excavation because of intermittent drilling and blasting that is
performed merely to increase production.
H. Pipe Springline: A line running horizontally through the center of the pipe.
I. Topsoil: Natural, friable soil, representative of productive soils in the vicinity of the
site. Topsoil shall be free from roots, stones larger than 1 inch, objectionable weed
seeds, toxic substances, and materials that hinder grading, planting, and
maintenance operations.
1.05 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Warning / Identification tape.
2. TEST REPORTS: SUBMIT THE FOLLOWING:
A. Moisture -density relations of soils.
B. Field moisture content.
C. Soil classification.
D. In -place field density.
E. Geotechnical engineer's daily field reports."
PART 2 PRODUCTS
2.01 STONE
A. Class I material shall be #57 or #67 stone in accordance with NCDOT specifications
Section 1005, General Requirements for Aggregate.
2.02 WARNING AND IDENTIFICATION TAPE
A. Tape shall be a minimum 3-inch wide polyethylene plastic tape manufactured
specifically for identification of buried utilities with means of enabling detection by a
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metal detector to a depth of 18 inches below finished grade. Tape shall be laid
continuously along utility line. Tape shall be color coded and continuously imprinted
with warning and identification markings in bold black letters to read "CAUTION -
BURIED (utility) LINE BELOW." Color and printing shall be permanent, unaffected
by moisture or soil and shall be as follows:
Utility
Color
1. Water
Blue
2. Gravity Sewer
Green
3. Force Main
Green
4. Electric
Red
5. Gas
Yellow
6. Telephone
Orange
7. SCADA
Orange
Marking
Caution -
Buried Water Line Below
Caution -
Buried Sewer Line Below
Caution -
Buried Force Main Below
Caution -
Buried Electric Line Below
Caution -
Buried Gas Line Below
Caution -
Buried Telephone Line Below
Caution -
Buried SCADA Line Below
B. Tape shall be by Blackburn Manufacturing, Joseph G. Pollard Co., or Reef
Industries Inc.
2.03 TRACER WIRE
A. Tracer wire shall be #12 solid copper wire, coated in insulation, suited for direct
bury. Insulation color shall meet the APWA color code standard for identification of
buried utilities. Wire shall be affixed to the pipe and tied off on valves. All
connections shall be by wire nuts and taped
B. Splices in tracer wire are to be kept to a minimum and joined with copper split nuts
of appropriate size.
PART 3 EXECUTION
3.01 PROJECT SAFETY
A. Contractor is responsible for Project safety.
B. Perform work in conformance with applicable State and Federal safety regulations
including, but not limited, to the following:
1. North Carolina Safety and Health Standards for the Construction Industry
(29CFR 1926 Subpart P).
2. NC OSHA Industry Guide No. 14, Excavations.
3. NC OSHA Industry Guide No. 20, Crane Safety.
C. Provide barriers, warning lights, and other protective devices at excavations as
necessary for safety of workers and the public.
D. Provide sloping of bank, shoring, sheeting, or other means of maintaining the
stability of the trench in accordance with the requirements of the Associated
Contractor's Manual of Accident Prevention OSHA, Part 1926.P.
3.02 PROTECTION OF UNDERGROUND FACILITIES
A. Approximate locations of existing underground facilities at the site are indicated on
the Drawings based on information available to the Engineer. Engineer and Owner
do not take responsibility for the accuracy of the information.
B. Investigate underground facility locations prior to the start of construction.
C. Repair damage to existing facilities at no additional cost to the Owner.
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D. A change in conditions may be considered due to the location of the existing
facilities as allowed in the General Conditions. This does not include the cost for
repair of damaged facilities not properly located in advance of construction.
E. Separation distances shall be in accordance with utilities requirements.
3.03 CONSTRUCTION STAKING
A. Provide construction staking as indicated in paragraph 4.05 of the General
Conditions. Engineer will only provide key reference points and benchmarks.
3.04 LOCATION OF INSTALLED UTILITIES
A. Contractor shall be responsible for locating contract installed utilities as requested
by third parties proposing to dig in the contract area until the date that the entire
contract is recommended for final payment by Engineer to Owner.
3.05 WATER CONTROL
A. Prevent surface water from entering the trench.
B. When trench bottom is below the existing ground water table, install a dewatering
system to maintain water table 1 foot below trench bottom. Provide a supervisor
experienced in dewatering work at the job site.
C. Maintain dewatering until backfilling has proceeded above the existing ground water
level.
D. Dispose of water from dewatering operations in accordance with the North Carolina
Sedimentation Pollution Control Act.
3.06 USE OF EXPLOSIVES
A. Explosives may not be used on the Project.
3.07 EXCAVATING
A. Excavation shall be by open cut, unless otherwise indicated on the Drawings or
specified herein. Short sections of trench may be tunneled or direct bored with the
approval of the Engineer.
B. Stockpile excavated material in such a manner that it will not obstruct the flow of
runoff, streams, endanger Work, impair the use or appearance of existing facilities,
or be detrimental to the completed Work.
C. Contractor shall segregate excavated material so as to maintain material suitable for
backfill separate from material that is unsuitable.
D. Trench dimensions at the pipe embedment and foundation zone unless noted
otherwise shall be as follows:
1. Minimum width: Pipe outside diameter plus 18 inches.
2. Maximum width: Pipe outside diameter plus 24 inches.
3. Sides shall be vertical to a minimum of one foot above the top of pipe.
E. Shape trench bedding to provide uniform bearing for the full pipe length. Bottom
shall be free of protrusions that could cause point loading on pipe. Provide bell holes
as required for properly making pipe joint.
F. Do not over excavate. Excavation below grade without approval of Engineer shall be
backfilled with Class I material at no additional cost.
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G. Undercut soils that become unsatisfactory by construction activity or by being left
exposed to the weather and backfill with Class I material at no additional cost.
H. Remove shoring, bracing, and sheeting, unless otherwise noted, as the trench is
backfilled. Engineer shall have the authority to require that the sheeting be left in
place.
1. Excavation of trench shall not advance more than 200 feet ahead of the installation.
In no case should the excavation extend beyond that which can be backfilled by the
end of the workday.
J. Correct unstable soil conditions encountered at trench foundation by:
1. Excavate below grade as approved by Engineer and backfill with Class I
material or approved substitute material at unit price bid or the cost to be
included in pipe unit bid price as indicated in Section, Unit Prices.
K. Rock and Hard Material
1. Excavate rock and hard material to a minimum depth of 4 inches below the pipe
for pipes smaller than 30 inches and 6 inches for pipes 30 inches and larger.
L. Pressure Lines:
1. Provide a minimum 3 feet of cover, unless indicated otherwise on the Drawings.
2. Excavate trenches to provide vertical curve chords that will not exceed the pipe
manufacturer's recommended joint deflection.
3. Provide concrete thrust blocks having a compressive strength of 3,000 psi at 28
days at change in horizontal and vertical direction and reduction in the pipe
size, in addition to other restraint systems are indicated otherwise on the
Drawings. Cut trench sides vertical and square to receive concrete. Provide
bearing area against trench wall as indicated on the Drawings.
M. Gravity Lines:
1. Excavate trench to the alignment and grade indicated on the Drawings.
N. Utility Structures: Provide a minimum of 12 inches below subgrade and backfill with
Class I compacted to 95 percent maximum density. If the soil conditions are found
to be unsuitable for structural stability of the manhole, Engineer may require
additional depth of Class I material.
3.08 BACKFILLING
A. Weather Limitations: Proceed with backfill operations based on the following
weather conditions:
1. Temperature must be above freezing and rising.
2. In windy, hot, or arid conditions with a high rate of evaporation add moisture to
the material to maintain the optimum moisture content.
3. Do not proceed in rain or on saturated subgrade.
4. Do not place material on surfaces that are muddy, frozen, or contain frost.
B. General
1. Maintain backfill operation within 200 feet from pipe laying operation.
2. Backfill trench to existing ground surface with select excavated material at the
specified compaction.
3. If excavated material is unsuitable to obtain specified compaction, provide
suitable off -site borrow material for backfill.
4. Re -excavate trenches improperly compacted. Backfill and compact as
specified.
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5. Provide appropriate tamping equipment, and water to obtain proper moisture
content, to achieve specified compaction of backfill.
6. Conduct operation of heavy equipment above pipe installation as to prevent
damage to pipe.
7. Install warning / identification tape over utilities. Bury tape one foot below
finished grade above the utility.
8. Install tracer wire for non-metallic pressure pipe. Bury tracer wire with pipe.
Wire shall be looped into valve boxes to allow access for direct contact location.
C. Backfill in pipe embedment zone (bedding, haunching, and initial backfill).
1. General:
a. Backfill with material as specified below. Material shall be free from objects
larger than 2 inches.
b. Where rock and hard material has been excavated below pipe bottom,
backfill and compact bedding with Class I material. Class II or III material
may be used for bedding with Engineer's approval.
c. Place backfill material to assure placement of material under pipe
haunches.
d. Take care during placement and compacting of material to avoid
movement of pipe.
2. Place backfill in bedding and haunching zones in 6 inch maximum lifts and
compact to 90 percent density. Place initial backfill in one lift do not compact.
Provide backfill material in pipe embedment zone as specified below.
a. Pressure Lines (Flexible and Rigid Pipe)
1) Excavation in Class I, Class II, Class III, and stable Class IV soils
suitable for bedding, the bedding surface shall provide a firm
foundation of uniform density. Backfill with select excavated material.
2) Excavation in Class V, unstable Class IV soils, running water, and
other unstable soil conditions, excavate a minimum of 4 inches below
pipe bottom and provide Class I material for bedding and haunch zone.
Backfill with Class I, II, or III material in initial backfill.
D. Final Backfill
1. Backfill with materials free of stones and debris larger than 6 inches in
dimension. Place backfill in lifts not exceeding the thickness and compacted to
the minimum density specified below.
2. Trench backfilled with noncohesive materials may be compacted with water
flooding; except under roadways, shoulders of roadways, and other areas
subject to vehicular movement, provided the method of compaction is approved
by the Engineer and provides the degree of compaction required.
3. Lifts and density:
a. Undeveloped areas (i.e., forests, fields, and, croplands): Trench may be
filled with bulldozer blade provided material fall will not damage pipe.
Mound soil over the trench area sufficiently to settle level over time. Degree
of compaction shall be 85 percent.
b. Lawns: Backfill in 12-inch lifts and compact to 90 percent. Top 12 inches
shall be free of material with a dimension over 2 inches.
c. Roads (including Rights -of -way), drives, parking areas (including areas
within 20 feet), and adjacent to existing utilities: Backfill in 6 inch lifts
compact to 95 percent.
d. Within 20 feet of foundations: Backfill in 6-inch lifts compacted to 95
percent.
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E. Utility Structures: Bring backfill to grade in even lifts on all sides. Lift depths and
compaction densities shall be as specified according to area of installation for pipe
above. Backfill against cast -in -place concrete structure only after concrete has
attained the specified 28-day compressive strength.
3.09 SOIL TESTING
A. Provide services of a soil -testing firm as specified in Section, Quality Control.
B. Testing laboratory soil specialist, as a minimum, shall be at the project site for the
following:
1. Provide a minimum of one (1) in -place density test for every 1,000 If of trench.
C. Density tests shall be made in accordance with ASTM D-698, Standard Proctor
Method.
D. Submit test reports and soil specialist daily logs in accordance with Section, Quality
Control.
E. Based on test results, make corrections, adjustments, and modifications of methods,
materials, and moisture content for proper trench compaction.
3.10 PAVEMENT PATCHING
A. Repair damaged pavement structure.
B. Cut existing pavement for utility installation in straight lines generally parallel to the
utility. Properly dispose of removed pavement structure.
C. Extend pavement patch 1 foot beyond each side of trench on firm subgrade. Slope
new surface to drain.
D. Asphalt Pavements: Replace asphalt pavement with a pavement structure equal to
existing but no less than as detailed on the Drawings.
E. Concrete Pavements: Replace concrete pavement with pavement structure equal to
existing but no less than as detailed as Drawings. Concrete shall be minimum
3,000 psi. When existing concrete joint is within 5 feet of trench remove existing
concrete to joint. Provide expansion joint at edge of existing concrete. Surface
treatment shall match existing.
F. Curbs, Gutters, and Sidewalks: Replace curbs and gutters, and sidewalks removed
or damaged with similar sections to match the existing. Remove to nearest existing
joint.
G. Approval of Other Authorities: Pavements under the jurisdiction of the NC Division of
Highways shall be subject to the approval of a representative of that Division.
H. Raise existing and new manholes and valve boxes to finished pavement grade.
Excavate around top of existing manhole and valve box as necessary. Remove
existing top ring, and install new grade ring(s) as necessary. Install existing cover.
Raise existing valve box. Provide concrete collar around manhole ring and valve
box.
I. Pavement patching shall include the cost to adjust existing and new manhole and
valve boxes to finished pavement elevations.
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3.11 GRADING AND CLEAN-UP:
A. Provide for testing and clean up as soon as practicable, so these operations do not
lag far behind the pipe installation. Perform preliminary clean up and grading as
soon as backfill is complete.
B. Provide positive drainage of finished grade and drain away from structures. Finished
grade shall be reasonably smooth, compacted, free from irregular surface changes
and comparable to the adjacent existing ground surface.
C. Seed disturbed areas in accordance with Section, Lawns and Grasses.
D. Upon completion of backfilling, remove and properly dispose of excess material and
waste.
END OF SECTION
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SECTION 02370
EROSION CONTROL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work shall include, but not be limited to, the following:
1. Erosion control at project site.
2. Erosion control at borrows and disposal areas as required by Contractor. Cost
shall include erosion control permits as necessary for borrow and disposal
areas.
3. Removal of surface debris.
4. Temporary and permanent ground cover.
5. Maintain and remove erosion control devices.
6. Self Inspection and Monitoring
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02920 Lawns and Grasses
1.03 REFERENCED STANDARDS
A. "Erosion and Sediment Control Planning and Design Manual," issued by the N. C.
Sedimentation Control Commission.
1.04 QUALITY ASSURANCE
A. Conform to rules and regulations of the Erosion Control Laws of the State of North
Carolina, specifically the Sedimentation Pollution Control Act of 1973 (G.S. 113A) as
amended, and the local jurisdiction where the project is located.
B. Post a copy of the approved erosion control permit, furnished by Owner, at the site
prior to starting work. Maintain a copy of the approved erosion control plan at the
site.
C. Provide permanent ground cover as soon as possible, and no later than 15 working
days after completion of work in a specific area.
1.05 WARRANTY
A. Contractor is liable for damages to public and private property and fines as may be
placed on the Project by the governing agencies due to failure to provide adequate
erosion control devices.
PART 2 PRODUCTS
2.01 MATERIALS
A. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 4" long legs.
B. Gravel for Stone Filters: #57 crushed stone.
C. Filter Fabric: 7-1/2 oz. burlap fabric or other silt filtering fabric.
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D. Riprap:
1. Class A: Stone shall conform to NCDOT standards and shall range in size from
2 to 6-inches with the stone gradation being equally distributed within the
required size range.
2. Class B: Stone shall conform to NCDOT standards and shall range in size from
5 to 12-inches with the stone gradation being equally distributed within the
required size range.
3. Type 1: Stone shall conform to NCDOT standards and shall range in size from
5 to 17-inches with the stone gradation being equally distributed within the
required size range.
PART 3 EXECUTION
3.01 INSTALL EROSION CONTROL DEVICES
A. Install erosion control devices, which shall be in place and operational prior to other
land disturbing activity.
B. After installing erosion control devices as indicated on the Drawings, verify that
reasonable measures have been taken to prevent the sedimentation of nearby
watercourses, existing and new facilities, and adjacent property.
C. Should Contractor believe that additional measures are necessary to adequately
prevent erosion, immediately notify Engineer. If rain is predicted before the Engineer
can be notified, take measures as necessary to prevent siltation of nearby water
courses and work will be paid for as provided in the General Conditions.
D. After installing erosion control devices, request an inspection by the local agency
having jurisdiction and the Engineer.
E. Incorporate permanent erosion control work into the project at the earliest
practicable time. Coordinate temporary erosion control measures with permanent
erosion control measures and other work on the project to assure effective and
continuous erosion control throughout the construction and post construction period.
F. Maintain erosion control devices during construction until the disturbed areas are
stabilized and the agency having jurisdiction and the Engineer have approved the
removal of the erosion control devices.
3.02 BORROW AND DISPOSAL AREAS:
A. Obtain and pay for erosion control permit for borrow and disposal areas as required
by Contractor.
B. Install and maintain erosion control devices in accordance with Contractor's
approved plan.
3.03 MAINTENANCE
A. Inspect erosion control devices after each rainfall. Make required repairs
immediately. Remove sediment deposits when deposits reach approximately one-
half of the capacity of the erosion control device.
B. Respread accumulated sediments on the project site in a manner that will not
adversely affect erosion control facilities and permanent ground cover.
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C. Silt Fence: Should the filter fabric decompose or become ineffective before approval
of its removal by the Engineer, replace fabric immediately at no additional cost to
the Owner.
D. Temporary Construction Entrance: Maintain entrance in a condition that will prevent
tracking or flow of mud onto public rights -of -way. This may require periodic top
dressing with 2 inches of stone, as conditions require, at no additional cost to the
Owner.
3.04 SEEDING
A. Disturbed areas not covered by new construction shall be seeded.
B. Provide temporary and permanent seeding in accordance with Section, Lawns and
Grasses.
3.05 STABILIZATION AND CLEAN-UP
A. Remove erosion control devices upon the approval of the permanent stabilization of
this site by the agency having jurisdiction of the area and the Engineer. Dress
sediment deposits remaining in place after the erosion control devices are removed
to conform to the existing grade, prepared and seeded. Include cost of removal and
cleanup in the cost of the installation of the device.
3.06 SELF INSPECTION AND MONITORING
A. Provide self -inspection and reporting as required by the Sedimentation Pollution
Control Act for the duration of the project. These inspections will performed to
ensure that the approved sedimentation and erosion control measures on the
Drawings are installed, maintained, and working adequately.
1. The inspections need to be conducted after each phase of the project, and
continue until permanent ground cover is established.
2. The self -inspection forms and information regarding this program are provided
at the following website: httD://www.dlr.enr.state.nc.us/Daaes/sedimentation
new.html.
3. Documentation of inspections shall be recorded on a single copy of the
approved erosion and sedimentation control drawings. These Drawings and
inspection reports shall be made available at the project site.
B. Provide weekly self -monitoring in accordance with the NPDES Stormwater permit
for all construction activities.
END OF SECTION
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SECTION 02445
BORE AND JACK OF CONDUITS
PART 1 GENERAL
1.01 SCOPE
A. Provide, complete in place, carrier pipe installed within steel encasement pipe under
railroads and highways as indicated on the Drawings.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02315 Trenching for Utilities
2. Section 02530 Sanitary Sewer System
1.03 INDUSTRY REFERENCES
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification.
1. Highway Crossing: Install pipe under highways in accordance with "Policies and
Procedures for Accommodating Utilities on Highway Rights -of -Way," NC
Department of Transportation, as a minimum.
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that all tests set forth in each
applicable referenced publication have been performed and that all test
requirements have been met. Submit for each of the following materials:
a. Encasement Pipe.
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Encasement pipe.
b. Pipe support.
c. Casing seal.
1.05 QUALITY ASSURANCE
A. Work covered in this Section of the specifications is within the right(s)-of-way of the
following:
1. N.C. Department of Transportation (NCDOT)
a. All Work in Onslow County
b. Division 3, District 1
c. District Engineer
299 Wilmington Highway, Jacksonville, NC 28540
Phone: [phone]
B. Bear costs, including but not limited to, bonds, insurance, coordination, inspection
fees, flagmen, permanent and temporary signage, etc. as required by the respective
agency indicated above. Specific agency requirements are indicated in the
Encroachment Agreement as attached to Section, Supplementary Conditions.
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C. Comply with requirements of the Encroachment Agreement(s).
D. Prior to start of Work provide notifications as indicated in the Encroachment
Agreement.
E. Work shall conform to the requirements and be subject to the approval of the above
agency.
PART 2 PRODUCTS
2.01 MATERIALS
A. Encasement Pipe: Encasement pipe shall be uncoated, welded steel meeting ASTM
A-139, Grade B, with minimum yield strength of 35,000 psi. Pipe length, and size
shall be as indicated on the Drawings. The minimum wall thickness shall be as
shown below. Encasement thickness shall be stenciled on exterior of pipe.
1. N.C. Department of Transportation
Pipe Size (O.D.-inches)
4-12-3/4
16-24
30
36
42
48
Wall Thickness (inches)
0.188
0.250
0.312
0.375
0.500
0.500
B. Carrier Pipe: Carrier pipe shall be of the type, size, and joints as indicated on the
Drawings and specified in Section, Water Distribution System and Section, Sanitary
Sewer System.
C. Pipe Support: Provide pipe supports designed and manufactured for the support of
the carrier pipe size and material to be used for the Project within the encasement
size indicated on the Drawings. Supports shall be designed to carry the pipe at the
support spacing specified and meet the following minimum requirements:
1. Band Width: 8 inches for pipes 14 inches and under and 12 inches for pipes 16
inches and over.
2. Band and Riser Material: 14 gauge steel for band and riser except if the riser is
over 6 inches high the steel shall be 10 gauge for riser. Riser shall be of the
channel shape. Band with risers shall a fusion bonded PVC coating of a
minimum of 10-mil thickness. Band shall be bolted together with stainless steel
bolts, nuts, and washers.
3. Band Liner: Provide PVC liner a minimum of 0.09 inches.
4. Runners: Glass Reinforced Polyester or UHMW Polymer plastic. Runner shall
be a minimum of 1 inch wide and not more then 1 inch shorter than the
bandwidth. Provide 2 top and 2 bottom runners for pipe sizes through 12 inches
and 2 top and 4 bottom runners for pipes over 12 inches.
5. Pipe position within casing: Centered and Restrained.
6. Support Spacing:
a. General:
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1) Provide a support within one foot on each side of joints. Provide a
support within one foot of each end of casing.
2) Provide additional supports as needed per manufacturer's
recommendations.
b. PVC: Provide pipe supports at a maximum of 6 foot spacing along pipe in
addition to the above requirement.
7. Supports shall be as manufactured by Advance Products & Systems, Inc.,
Pipeline Seal and Insulator, Inc or equal.
D. Casing End Seal: Provide casing seal designed and manufactured for sealing
around the casing and carrier pipe. The seal may be a wrap -around or a pull -on.
Seal shall be made of 1/8-inch thick synthetic rubber. Seal shall be secured with
stainless steel banding straps with worm gear tightening device.
PART 3 EXECUTION
3.01 GENERAL
A. Verify the subsurface conditions at each boring site. Payment will not be made for
encasement pipe installed but not usable.
B. Stabilize and maintain bore pit bottom to provide proper equipment support and
maintain pipe alignment. Dewater as necessary for site. Excavate bore pit in
accordance with OSHA regulations. Provide adequate barricades, railings, and
warning lights throughout the boring operation. Conduct operation in such a manner
so as not to create a hazard to, nor impede the flow of traffic.
C. Install encasement pipe by dry boring and jacking.
D. Boring auger diameter shall not be greater than the outside diameter of the
encasement pipe and shall not extend more than 6-inches ahead of the cutting edge
of the encasement pipe. Fill voids that are formed during the operation with a 1:3
portland cement grout pumped at 50 psi to ensure that there will be no settlement of
the roadway.
E. As the boring operation progresses, butt weld each new section of the encasement
pipe to the section previously jacked into place. Maintain proper alignment. Confirm
the grade of the encasement pipe as the Work progresses.
F. If an obstruction is encountered during the boring operation, efforts should be made
to remove the obstruction. If obstruction cannot be removed, withdraw the
encasement pipe and fill the void with 1:3 portland cement grout at 50 psi. If the
encasement pipe cannot be withdrawn, seal ends before moving to another bore
site. Engineer shall approve location of new bore site. A maximum of two (2)
attempts as described above as necessary, including additional bore pits, shall be
made by the Contractor at the bid unit price.
G. If, after the second attempt, it is found to be impossible to install the encasement
pipe by boring due to rock or some other obstruction, a change order will be
negotiated for placing the pipeline by open -cut or tunneling in accordance with the
Contract Documents.
H. Provide seals at each end of encasement pipe
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3.02 CARRIER PIPE
A. Install carrier pipe in the encasement pipe using manufactured pipe supports.
Supports shall prevent movement of the carrier pipe within the encasement. Space
supports as specified.
END OF SECTION
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SECTION 02447
HORIZONTAL DIRECTIONAL DRILLING
FOR PIPE INSTALLATION
PART 1 GENERAL
1.01 SCOPE
A. Provide complete installation of fusible polyvinylchloride pipe (FPVCP) by horizontal
directional drilling (HDD) as indicated on the drawings.
B. Work shall include, but not be limited, to the following:
1. General site and access preparation necessary for construction operations.
2. Assembly of pipe.
3. Hydrostatic testing of the pipe prior to installation (Contractor's option).
4. Erection of drilling equipment.
5. Drilling of a small diameter pilot hole.
6. Reaming the pilot hole as specified herein to a diameter suitable for installation
of the pipe.
7. Pulling the assembled pipe through the reamed hole along with the detector
wire.
8. Hydrostatic testing of pipe after installation.
9. Cleanup and final restoration of work area.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of the work:
1. Section 02230 Clearing and Grubbing
2. Section 02315 Trenching for Utilities
3. Section 02530 Sanitary Sewer System
1.03 REFERENCES
A. Publications are referred to in the text by basic designation only.
1. American Society for Testing and Materials (ASTM)
a.
D1784
Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated
Poly (Vinyl Chloride) (CPVC) Compounds
b.
D2152
Test Method for Degree of Fusion of Extruded PVC Pipe and
Molded Fittings by Acetone Immersion
c.
D3350
Polyethylene Plastics Pipe and Fittings Materials
2. American Water Works Association (AWWA)
a.
B300
Hypochlorites
b.
B301
Liquid Chlorine
c.
C104
Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water
d.
C105
Polyethylene Encasement for Ductile -Iron Piping for Water and
Other Liquids
e.
C111
Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings
f.
C150
Thickness Design of Ductile Iron Pipe
g.
C151
Ductile -Iron Pipe, Centrifugally Cast, for Water
h.
C153
Ductile -Iron Compact Fittings, 3-inch through 24-inch and 54-inch
through 64-inch, for Water Service
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i. C600 Standard for Installation of Ductile Iron Water Mains and Their
Appurtenances
j. C651 Disinfecting Water Mains
k. C900 PVC Pressure Pipe for Water Distribution
I. C905 PVC Pressure Pipe for Water Distribution and Transmission
m. M23 Manual of Supply Practices PVC Pipe — Design and Installation
3. National Sanitation Foundation (NSF) Standards
a. 14 Plastic Piping Components and Related Materials
b. 61 Drinking Water System Components — Health Effects
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that all tests set forth in each
applicable referenced publication have been performed and that all test
requirements have been met. Submit for each of the following materials:
a. FPVC Pipe.
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. FPVC Pipe.
3. Test Reports: Submit for the following:
a. Field test including calibration report and pressure testing.
4. Description of the arrangement of directional drilling including method of
monitoring and controlling line and grade, schedule, and procedure of
installation.
5. Provide pipe manufacturer's recommended pull -back pressure to be utilized
during installation.
6. Log sheets as required herein.
7. Provide certified as -built drawing (plan and profile), including beginning and
ending locations of drill, upon completion of drilling.
1.05 QUALITY ASSURANCE
A. Pipe manufacturer shall have an established quality control program responsible for
inspecting and testing incoming and outgoing material.
B. Manufacturer shall maintain permanent Quality Control (QC) and Quality Assurance
records.
C. Contractor shall employee personal that have a minimum of ten (10) similar
installations of FPVC by horizontal directional drilling as appropriate for the
installation. Fusing technician shall be qualified by the pipe supplier to install the
type(s) and size(s) being used. Qualification shall be current as of the actual date of
fusion performance on the project
D. Directional drilling method shall be mechanical with fluid assistance. Pneumatic,
water jetting, jacking, and boring method will not be permitted.
E. Install pipe by directional drilling in accordance with the best industry practice,
manufacturer's recommendations and the Contract Documents.
F. Equipment used to monitor pull -back pressure shall be calibrated prior to each
installation.
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G. Pipe and fusion services shall be warrantied for a minimum of one year from date of
acceptance.
PART 2 PRODUCTS
2.01 GENERAL
A. Products with surfaces intended to be in contact with the drinking water shall be
certified and listed in accordance with NSF 61 for potable drinking water and bear
the NSF seal on each section of pipe.
2.02 MATERIALS
A. Fusible Polyvinylchloride Pipe
1. Fusible polyvinylchloride pipe shall conform to AWWA C900 or AWWA C905.
Testing shall be in accordance with AWWA standards.
2. Pipe shall be DIPS standard dimensions with a minimum pressure rating of 235
psi (DR18) and the size as indicated on the Drawings.
3. Piping shall be made from a PVC compound conforming to cell classification
12454 per ASTM D1784.
4. Fusible polyvinylchloride pipe shall be extruded with plain ends. The ends shall
be square to the pipe and free of any bevel or chamfer. There shall be no bell
or gasket of any kind incorporated into the pipe.
5. Fusible polyvinylchloride pipe shall be manufactured in standard 40 ft. and 45 ft.
nominal lengths.
6. Fusible polyvinylchloride pipe shall be blue in color for raw water use.
7. Pipe generally shall be marked per industry standards, and shall include as a
minimum:
a. Nominal pipe size
b. PVC
c. Dimension Ratio
d. Pipe legend or stiffness designation, or AWWA pressure class
e. AWWA Standard designation number
f. Extrusion production -record code
g. Trademark or trade name
h. Cell Classification 12454 and/or PVC material code 1120 may also be
included.
8. Pipe shall be homogeneous throughout and be free of visible cracks, holes,
foreign material, blisters, or other visible deleterious faults.
PART 3 EXECUTION
3.01 GENERAL
A. Investigate the subsurface conditions at the crossing location.
B. Provide water for the drilling process.
C. Handle pipe in accordance with manufacturer's recommendation.
D. Utilize pipe rollers during layout and pull -back operations to prevent excess sagging
of the pipe. Pipe rollers shall be of sufficient size to fully support the weight of the
pipe while being hydro -tested before installation and during pull -back operations.
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E. Directional drilling procedure shall include provisions to guard against electrical
shock such as ground mats, ground cables, hot boots and gloves. Drilling
equipment shall include an alarm system capable of detecting electrical current as it
nears electrical lines.
F. Maintain log sheets for drilling fluid pressure, flow rate, drill thrust pressure, pull-
back pressure, drill head torque and drill head location plots at 20 foot intervals.
G. Drilling fluids shall be inert and of no risk to the environment. No fluid will be utilized
that does not comply with permit requirements and environmental regulations.
Drilling fluid should remain in the bore hole to increase the stability of the
surrounding soil and to reduce the drag on the pulled pipe.
H. No additional payment will be made for failed attempts.
3.02 DIRECTIONAL DRILLING
A. General
1. Drill pilot hole along the path shown on the Drawings to the following
tolerances:
a. Vertical Location - Plus or minus 1 foot
b. Horizontal Location - Plus or minus 6 feet.
2. At the completion of the pilot hole drilling, provide a tabulation of coordinates
referenced to the drilled entry point which accurately describes the location of
the pilot hole.
3. Perform reaming diameter to 1.25 to 1.5 times the outside diameter of the pipe
being installed. Prepare pipe to facilitate connection to the remainder of the
pipeline being installed.
4. Use care to protect the pipe from scarring, gouging, or excessive abrasion.
5. Method of connection between HDD pipe and other pipe materials shall be as
indicated on the Drawings.
6. Pipe shall be deflected within the tolerances as provided by the pipe
manufacturer.
7. For drills under structural conditions (i.e., roadways), perform reaming diameter
to 2 inches maximum greater than outside diameter of the pipe being installed.
If larger size is necessary, provide statement from North Carolina Professional
Engineer stating that "an overbore in excess of 2-inches will arch and no
damage will be done to pavement or sub -grade".
B. Fusible Polyvinylchloride (FPVC) pipe
1. General
a. Installation guidelines from the pipe supplier shall be followed for all
installations.
b. The fusible polyvinylchloride pipe will be installed in a manner so as not to
exceed the recommended bending radius guidelines.
c. Where fusible polyvinylchloride pipe is installed by pulling in tension, the
recommended maximum safe pulling force, established by the pipe
supplier, shall not be exceeded
2. Handling and Storage
a. Pipe shall be offloaded, loaded, installed, handled, stored and stacked per
the pipe supplier's guidelines. These guidelines include compliance with
the minimum recommended bend radius and maximum safe pull force for
the specific pipe being used.
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b. The general best practices of the industry per AWWA M23 shall also be
observed.
3. Fusion Joints
a. Fusible polyvinylchloride pipe lengths shall be assembled in the field with
butt -fused joints. The fusion technician shall follow the pipe supplier's
guidelines for this procedure. All fusion joints shall be completed as
described in this specification.
4. Fusion Process
a. Fusible polyvinylchloride pipe will be handled in a safe and non-destructive
manner before, during, and after the fusion process and in accordance with
this specification and pipe supplier's guidelines.
b. Fusible polyvinylchloride pipe will be fused by qualified fusion technicians
holding current qualification credentials for the pipe size being fused, as
documented by the pipe supplier.
c. Pipe supplier's procedures shall be followed at all times during fusion
operations.
d. Each fusion joint shall be recorded and logged by an electronic monitoring
device (data logger) affixed to the fusion machine, which utilizes a current
version of the pipe supplier's recommended and compatible software.
e. Only appropriately sized and outfitted fusion machines that have been
approved by the pipe supplier shall be used for the fusion process. This
includes requirements for safety, maintenance, and operation with minor
modifications made for PVC.
5. Installation:
a. Pull heads for use with FPVCP
1) Pipe pull heads shall be utilized that employ a positive through -bolt
design assuring a smooth wall against the pipe cross-section at all
times.
2) Pipe pull heads shall be specifically designed for use with fusible
polyvinylchloride pipe, and shall be as recommended by the pipe
supplier.
b. Pipe shall be fused prior to insertion, if the site and conditions allow, into
one continuous length.
c. Contractor shall handle the pipe in a manner that will not over -stress the
pipe prior to insertion. Vertical and horizontal curves shall be limited so
that the pipe does not bend past the pipe supplier's minimum allowable
bend radius, buckle, or otherwise become damaged. Damaged portions of
the pipe shall be removed and replaced.
d. The pipe entry area shall be graded as needed to provide support for the
pipe and to allow free movement into the bore hole.
1) The pipe shall be guided into the bore hole to avoid deformation of, or
damage to, the pipe.
2) The fusible polyvinylchloride pipe may be continuously or partially
supported on rollers or other Owner and Engineer approved friction
decreasing implement during joining and insertion, as long as the pipe
is not over -stressed or critically abraded prior to, or during installation.
3) A swivel shall be used between the reaming head and the fusible
polyvinylchloride pipe to minimize torsion stress on the pipe assembly.
e. Buoyancy modification shall be at the sole discretion of the Contractor, and
shall not exceed the pipe supplier's guidelines in regards to maximum pull
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force or minimum bend radius of the pipe. Damage caused by buoyancy
modifications shall be the responsibility of the Contractor.
Once pull -back operations have commenced, the operation shall continue
without interruption until the pipe is completely pulled through the bore
hole.
The pipe shall be installed in a manner that does not cause upheaval,
settlement, cracking, or movement and distortion of surface features. Any
damages caused by the Contractor's operations shall be corrected by the
Contractor.
Once installed, the contractor shall make connections to the open cut pipe
by means of mechanical joint fittings, taking care to correct horizontal or
vertical alignment with the fittings rather than the Fusible PVC.
3.03 CLEAN UP
A. Upon completion of the pipe installation, backfill the drilling pit and receiving pit as
specified.
B. Properly remove and dispose of drilling fluid and spoil material in compliance with
relative environmental regulations, right-of-way and work space agreements under
permit requirements. Drilling fluid returns at locations other than the entry and exit
points shall be minimized. Immediately clean up drilling fluid that inadvertently
surfaces.
C. Using available technology, Contractor shall provide a certified as -built drawing with
profile indicating the depth from existing grade to the top of HDD pipe from the
beginning to the end of the HDD construction.
3.04 FIELD TESTS
A. Prior to Installation Contractor may elect, at his expense, to hydrostatically test or
perform a low pressure air test on the pipe line to determine the integrity of the
joints. This shall not be considered an alternative to the testing required after
installation.
B. Following installation test pipe in accordance with pressure testing in Section 02530,
Sanitary Sewer System.
END OF SECTION
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SECTION 02530
SANITARY SEWER SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work under this section includes, but is not limited to, piping, valves, and
appurtenances for a complete sanitary sewer collection system.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02315 Trenching for Utilities
1.03 REFERENCES
A. Publications are referred to in the text by basic designation only.
1. American Society for Testing and Materials (ASTM)
a. A126 Gray iron Castings and Valves, Flanges and Pipe Fittings.
b. C443 Flexible Watertight Joints for Precast Manhole Sections
c. C478 Precast Reinforced Concrete Manhole Sections
d. C890 Minimum Structural Design Loading for Monolithic or Sectional
Precast Concrete Water and Wastewater Structures
e. C923 Resilient Connectors Between Reinforced Concrete Manhole
Structures, Pipes and Laterals
f. C1244 Test Method for Concrete Sewer Manholes by the Negative Air
Pressure
g. D1248
Polyethylene Plastics Molding and Extrusion Materials
h. D1784
Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated
Poly(Vinyl Chloride) (CPVC) Compounds
i. D2241
Poly(Vinyl Chloride) (PVC) Pressure Rated Pipe (SDR Series)
j. D 2321
Recommended Practice for Underground Installation of Flexible
Thermoplastic Sewer Pipe
k. D3139
Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals
I. D3350
Polyethylene Plastics Pipe and Fittings Materials
m. F477
Elastomeric Seals (Gaskets) for Joining Plastic Pipe
n. F794
Poly(Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings
Based on Controlled Inside Diameter
o. F949
Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth
Interior and Fittings
p. F894
Specification for Polyethylene (PE) Large Diameter Profile Wall
Sewer and Drain Pipe
2. American Water Works Association (AWWA)
a. C104
Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water
b. C105
Polyethylene Encasement for Ductile -Iron Piping for Water and
Other Liquids
c. C110
Ductile -Iron and Gray -Iron Fittings, 3 inch through 48 inch, for
Water and Other Liquids
d. C115
Flanged Ductile -Iron Pipe with Threaded Flanges
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e. C151 Ductile -Iron Pipe Centrifugally Cast in Metal Molds or Sand -Lined
Molds, for Water or Other Liquids
C153 Ductile -Iron Compact Fittings, 3 inch through 16 inch, for Water
and Other Liquids
C508 Swing -Check Valves for Waterworks Service, 2 inch Through 24
inch NPS
C509 Resilient -Seated Gate Valves for Water Supply Service
C512 Air -Release, Air / Vacuum, and Combination Air Valves for
Waterworks Service
j. C550 Protective Epoxy Interior Coatings for Valves and Hydrants
k. C600 Standard for Installation of Ductile Iron Water Mains and Their
Appurtenances
I. C605 Underground Installation of Polyvinyl Chloride (PVC) Pressure
Pipe and Fittings for Water
m. C900 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4
inch through 12 inch, for Water Distribution
n. M23 PVC Pipe - Design Installation
3. National Sanitation Foundation (NSF) Standards
a. 14 Plastic Piping Components and Related Materials
4. UNI-BELL Plastic Pipe Association (UNI)
a. B-5 Recommended Practice for the Installation of Polyvinyl Chloride
(PVC) Sewer Pipe
b. B-6 Recommended Practice for Low -Pressure Air Testing of Installed
Sewer Pipe
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that tests set forth in each
applicable referenced publication have been performed and that test
requirements have been met. Submit for each of the following materials:
a. Pipe
1) Ductile iron
2) Polyvinyl Chloride (PVC) pressure pipe
i) AWWA C900
ii) Schedule 40 & 80
b. Pre -cast concrete manholes
c. Valves
1) Plug
2) Check
3) Air Release
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Pipe
1) Ductile iron
2) Ductile Iron with restrained joints
3) Polyvinyl Chloride (PVC) pressure pipe
i) AWWA C900
ii) Schedule 40 & 80
b. Pre -cast Concrete Manholes and the following appurtenances:
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1) Manhole steps
2) Pipe connectors
3) Joint material
4) Castings
c. Valves
1) Plug
2) Check
3) Air Release
3. Reports:
a. Field test report for each section of pipe for the following:
1) Pressure test for force mains.
2) Low-pressure air test for gravity mains.
3) Vacuum test for manholes.
4. Operation and Maintenance Instructions: Submit complete operation and
maintenance manual for the following:
a. Valves.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Provide a suitable pipe hook or rope sling when handling the pipe with a crane.
Lifting of the pipe shall be done in a vertical plane. Under no conditions shall the
sling be allowed to pass through the pipe unless adequate measures are taken to
prevent damage to both tongue and groove ends.
B. Deliver pipe in the field as near as practicable to the place where it is to be installed.
Distribute pipe along the side of the trench opposite to the spoil bank. Where
necessary to move the pipe longitudinally along the trench, it shall be done in such a
manner as not to injure the pipe or coating.
C. Shield PVC pipe and fittings stored on site from the sun's ultraviolet rays by suitable
cover, or indoor storage.
PART 2 PRODUCTS
2.01 DUCTILE -IRON PIPE
A. Pipe and fittings shall conform to the following requirements:
1. Size shall be as indicated on the Drawings.
2. Suitable for a system working pressure of 150 psi.
3. Cement -mortar lined with seal coat in accordance with AWWA.
B. Ductile -iron pipe for below ground service shall have push -on or mechanical joints,
unless noted otherwise on the Drawings, conform to AWWA C151, and to the
following requirements:
1. Pipe thickness class shall be suitable for a laying condition as specified in
Section, Trenching for Utilities, at the depth indicated on the Drawings, and at
the system working pressure specified above.
2. Provide mechanical joint fittings, unless noted otherwise on the Drawings.
C. Ductile -iron pipe for above ground service shall have flanged joints, unless noted
otherwise on the Drawings, and conform to AWWA C115.
1. Pipes to be painted shall have only a shop primer on the outside by the
manufacturer. Verify that proposed manufacturer's primer is compatible with the
proposed paint system.
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D. Fittings for ductile -iron pipe shall conform to AWWA C110, or C153 and to the
following requirements:
1. Joint type shall be as specified above for the supplied ductile -iron pipe.
2. Fittings shall be made of gray -iron or ductile -iron.
E. Special Pipe Joints
1. Restrained
a. Provide restrained joint pipe at fittings and valves where indicated on the
Drawings. Length of restrained pipe shall be as shown. Restrained joints
shall be Snap-Lok (Griffin Pipe), Flex Ring and Lok-Ring (American), TR
Flex (U.S. Pipe) or approved equal.
b. Restrained joint pipe and fittings shall meet all AWWA standards and other
requirements as specified above for standard ductile iron pipe and fittings
unless addressed herein.
c. Field made joints are allowable but should be avoided where possible.
Careful planning to locate field cuts in standard pipe sections is preferred.
For field made joints in restrained piping, use field weldments or an insert
equal to TR Flex Gripper Rings or approved equal. Gasket type field made
joints will not be allowed.
d. Restrained joint fittings shall be provided by the restrained joint pipe
supplier where located within restrained joint pipe sections. Fittings shall
be of the same model / type as the pipe supplied from the pipe
manufacturer.
e. Restrained joint fittings may be push -on joint type.
f. Megalugs, Series 1100, as manufactured by EBAA Iron Sales or approved
equal shall be allowable for restraint where fittings or valves are not
available with restrained joints from the pipe manufacturer.
g. Where additional fittings/valves are required and not shown on Drawings,
consult with Engineer for length of restrained joint pipe necessary each
side of fittings/valve prior to installation of pipe/fitting.
h. Contractor shall develop a field layout schedule and drawing for restrained
joint pipe installations.
2.02 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE
A. General
1. Pipe and fitting size shall be as indicated on the Drawings.
2. PVC materials shall comply with ASTM D1784 with a cell classification of
12454-B.
B. AWWA C900: C900 PVC pipe 4-inch to 12-inch shall conform to AWWA C900 and
the following requirements:
1. Outside diameter shall conform to ductile -iron pipe.
2. Pipe shall be pressure class 150 with a standard dimension ratio of DR 18.
3. Pipe shall have plain end and elastomeric-gasket bell ends.
4. Fittings shall conform to AWWA C110, or C153 and have mechanical joints.
Fittings shall be made of gray -iron or ductile -iron. Interior of fittings shall be
cement -mortar lined with seal coat in accordance with AWWA C104.
5. Restraining mechanism for joint restraint must be approved by pipe
manufacturer. Restraining system shall not result in a point load on the pipe.
Gasketed-type restraint systems will not be allowed.
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C. Schedule 40 & 80: Schedule 40 & 80 PVC pipe '/2-inch to 12-inch shall conform to
ASTM D1785 and the following requirements:
1. Outside diameter shall conform to iron pipe.
2. Pipe shall be schedule 40 or 80.
3. Pipe shall have an integral elastomeric-gasket bell end or solvent weld joints.
4. Fittings for the pipe shall conform to ASTM D2466 or D2467 as appropriate for
the pipe schedule.
2.03 POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE
A. General
1. Pipe and fitting size shall be as indicated on the Drawings.
2. PVC materials shall comply with ASTM D1784 with a cell classification of
12454-B.
3. Pipe shall have an integral elastomeric-gasket bell end. Gaskets shall be in
conformance with ASTM F477.
4. See Section, Trenching for Utilities, for trench bedding and haunching
requirements.
B. SDR 35: PVC SDR 35 gravity sewer pipe 4-inch to 15-inch and related fittings shall
conform to ASTM D-3034 and the following requirements:
1. Pipe shall have standard dimension ratio of SDR 35.
2. Nominal pipe length shall be a minimum of 13 feet.
2.04 MANHOLES
A. Provide manholes made of precast concrete sections in conformance with ASTM
C478, NC Department of Transportation, and the following requirements:
1. General
a. Provide manholes to the depth as indicated on the Drawings. Manhole
style, type, and inside diameter shall be as noted on the Drawings.
b. Precast concrete manholes shall be as manufactured by Tindall Concrete
Products, Inc., Adams Concrete, Hanson Pipe and Precast, D & M
Concrete Specialties, Inc., N. C. Products Corp., Stay Right Tank, or
approved substitute.
c. T-series manholes as manufactured by Tindall Concrete Products or
approved equal shall be an acceptable substitute to round manholes as
specified herein. The T-series shall be the same size manhole as shown
on the Drawings for round manholes (e.g., 6' ID manhole, etc.) and shall
meet all applicable requirements of the specifications. No reduction in size
of the riser sections and top slab shall be allowable.
2. Precast Concrete Sections
a. Minimum wall thickness shall be 5-inches.
b. Base: Cast monolithically without construction joints or with an approved
PVC waterstop in the cold joint between the base slab and the walls. The
width of the base extensions on Extended Base Manholes shall be no less
than the base slab thickness.
c. Riser: Minimum lay length of 16 inches.
d. Eccentric Cone: Top inside diameter shall be 24 inches. Width of the top
ledge shall be no less than the wall thickness required for the cone section.
e. Transition Cone: Provide an eccentric transition from 60-inch and larger
manholes to 48-inch diameter risers, cones, and flat slab top sections.
Minimum slope angle for the cone wall shall be 45 degrees.
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f. Transition Top: Provide an eccentric transition from 60-inch and larger
manholes to 48-inch diameter risers, cones, and flat slab top sections.
Transition Top sections shall be furnished with vents as shown on the
manhole details. Tops shall not be used in areas subject to vehicle traffic.
g. Flat Slab Top: Designed for HS-20 traffic loadings as defined in ASTM
C890. Items to be cast into Special Flat Slab Tops shall be sized to fit
within the manhole ID and the top and bottom surfaces. Provide a float
finish for exterior slab surface.
h. Precast or core holes for pipe connections. Diameter of hole shall not
exceed outside diameter of pipe by more than 3-inches.
i. Lifting Devices: Devices for handling precast components shall be provided
by the precast manufacturer and comply with OSHA Standard 1926.704.
3. Joints
a. Manufacturer in accordance with tolerance requirements of ASTM C 990
for butyl type joints.
b. Minimize number of joints. Do not use riser section for manholes up to 6
feet tall and no more than one riser for each additional 4 feet in height.
c. Flexible Joint Sealants: Preformed butyl rubber based sealant material
conforming to Federal Specification SS-S-210A, Type B and ASTM C990.
d. External Seal: Polyethylene backed flat butyl rubber sheet no less than
1/1 6-inch thick and 6-inches wide.
4. 1 nverts
a. Brick and mortar or precast concrete invert.
b. Form and finish invert channel to provide a consistent slope from inlet(s) to
outlet up to 4-inches.
c. Channel walls shall be formed to 3/4 of the height of the outlet pipe
diameter.
d. Finish benches with a minimum uniform 1.5:12 slope. Provide a 1/4-inch
radius at the edge of bench and trough.
5. Flexible Pipe Connectors: Provide flexible connectors for pipe to manhole that
conform to ASTM C923. Location of connectors shall vary from Drawings no
more than 1/2-inch vertically and 5 degrees horizontally. Boot sleeves shall
have stainless steel expansion bands and pipe clamps that meet or exceed
ASTM C923 and A167.
6. Manhole Steps:
a. Steps shall be made of 1/2-inch grade 60 steel encapsulated by co-
polymer polypropylene and have serrated tread and tall end lugs.
b. Secure steps to the wall with compression fit in tapered holes or cast -in -
place. Align steps along a vertical wall and shall not be located over a pipe
opening. First step shall be a maximum of 26 inches from the bottom.
c. Steps shall be provided inside manholes and shall be provided on the
outside when the top of manhole elevation is greater than three (3) feet
above the existing ground elevation.
d. Steps shall be as shown on the Drawings.
e. Steps shall be by American Step Co., Inc., Bowco Industries, Inc., M. A.
Industries, Inc. or approved substitute.
B. Coatings
1. When applying coatings to new manholes, coatings will be applied above
ground (before manhole components are installed). Areas to be coated shall
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meet coating manufacturer requirements for surface preparation. Joints shall be
coated after manhole installation.
2. Epoxy:
a. The epoxy system shall be a spray applied, two component, 100% solids,
solvent -free epoxy developed specifically for use in the wastewater
environment. Epoxy liner shall be Raven 405, manufactured by Raven
Lining Systems; Dura-Plate 5900 or 6100 manufactured by Sherwin-
Williams; Perma-shield H2S Series 434 and Perma-glaze Series 435,
manufactured by Tnemec, or approved equal.
b. Application procedures for the epoxy lining system shall be in accordance
with the manufacturer's recommendations, including materials handling,
mixing, environmental controls during application, safety and spray
equipment.
c. The epoxy liner, when cured, shall have the following minimum
characteristics measured by the applicable ASTM standards referenced
herein:
1) Hardness, Shore DASTM D-2240 70
2) Tensile Strength ASTM D-638 >7,000 psi
3) Flexural Strength ASTM D-790 >10,000 psi
3. When cured, the lining shall form a continuous, tight -fitting, hard, impermeable
surface which is suitable for sewer system service and chemically resistant to
any chemicals or vapors normally found in domestic sewage.
4. The lining shall be compatible with the thermal condition of the existing sewer
manhole surfaces. Surface temperatures will range from 20OF to 100°F.
2.05 CASTINGS
A. General
1. Made of gray iron, ASTM A-48 - class 30, or ductile iron, ASTM A536, grade
65-45-12.
2. Castings shall be free from imperfections not true to pattern. Casting tolerances
shall be plus or minus 1/16-inch per foot of dimension. Top shall set neatly in
frame, with edges machined for even bearing and proper fit to prevent rattling
and flush with the edge of frame.
3. Castings shall be as manufactured by Neenah Foundry Co., East Jordan Iron
Works, or approved equal.
B. Manhole Ring and Cover:
1. Minimum clear opening shall be 22 inches.
2. Minimum weight for frame and cover shall be 300 pounds and suitable for
Heavy Duty Highway Traffic Loads of H-20.
3. Frame shall have four 3/8-inch anchor bolt holes equally spaced.
4. Cast "DANGER PERMIT REQUIRED — CONFINED SPACE DO NOT ENTER"
on the cover. Casting shall bear the name of the manufacturer and the part
number.
5. Provide camlocks on all manholes located in sanitary sewer easement.
6. Provide cover with one 1-inch perforated holes unless noted as watertight on
the Drawings.
7. Provide the following where indicated on the Drawings:
a. Ring and cover shall be watertight.
b. Bolt down cover. Bolt down covers shall be provided with four (4) 3/8-inch
stainless steel hex head bolts at 90 degrees.
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2.06 VALVES
A. General: Valves shall meet the following requirements:
1. Size shall be as required for the pipe size and material as indicated on the
Drawings and specified.
2. Open by counterclockwise rotation.
3. Standard system working pressure is 110 psi.
4. Equip valves with a suitable means of operation.
5. For buried valves over 5 feet deep, provide extension stems of cold rolled steel
to bring the operating nut to within 2 feet of the ground surface.
6. Provide valve accessories as required for proper valve operation for valve
locations as indicated on the Drawings and as recommended by valve
manufacturer.
7. Valve accessories shall be compatible to proper valve operation.
8. Similar valve types shall be of one manufacturer.
B. Plug Valves: Plug valves shall conform to the following requirements:
1. Plug valves shall be of the non -lubricated, eccentric type designed for a working
pressure of 175 psi for valves 12 inch and smaller, 150 psi for vales 14 inch and
larger.
2. Valves shall provide tight shut-off at rated pressure.
3. The plug valve body shall be cast iron ASTM A126 Class B with a welded -in
overlay of not less than 90% nickel alloy content on all the surfaces contacting
the face of the plug.
4. The valve plug shall be constructed of cast iron conforming to ASTM A126
Class B, with Buna N resilient seating surface to mate with the body seat.
5. Valve flanges shall be in accordance with ANSI B16.1 Class 125.
6. Shaft bearings shall be sleeve -type, sintered, oil impregnated, and permanently
lubricated stainless steel.
7. Plug valve shaft seals shall be of the multiple V-ring type and shall be
adjustable. Sealing system shall conform to AWWA C504 and C507 standards.
All packing shall be replaceable without removing the bonnet or actuator and
while valve is in service.
8. Valves 6" and larger shall be provided with gear actuators.
9. Provide levers or hand wheels to operate the valve as recommended by the
manufacturer.
10. Full ported (i.e,. 100% flow area) and piggable.
C. Swing Check Valves: Swing check valves from 2 to 24 inch shall conform to AWWA
C508 and to the following requirements:
1. Provide lever and weight for swing check control.
2. Resilient material to Metal seat construction.
3. Ends shall be flanged.
2.07 AIR VALVES
A. General
1. Provide air valves in conformance with AWWA C512 and the following:
2. Valves shall be suitable for use in raw wastewater.
3. Valve type shall be a combination valve.
a. Inlet size: as shown on drawings
4. Valve shall be designed for the following automatic operation:
a. Release of large quantities of air during the filling of the main.
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b. Permit air to enter the main when it is being emptied.
c. Release accumulated air while the main is in operation and under
pressure.
5. Valve shall be designed for a system pressure 150 psi. Valve shall also operate
at a minimum system pressure of 0 psi.
6. Valve shall be manufactured by Vent -Tech or equal.
B. Valve Type
1. Valves shall be tubular in design with direct acting cylindrical hollow and solid
float mechanisms.
2. Valves shall be designed to perform efficiently in the standard wastewater
environments of domestic and municipal influents which include particulates,
fibers and grease.
3. Valve shall achieve a gas tight seal from the buoyance effect of the floats
without requiring additional internal pipeline pressure and shall be designed to
be self -flushing of the valve internals at pump shut -down and valve emptying.
C. Valve Function
1. Exhaust large quantities of air at start-up during the filling of a pipeline system.
2. Release accumulated air in a pipeline system while the system is operational
and under pressure.
3. Open and admit large quantities of air into the pipeline system during draining
or if negative pipeline pressure occurs.
4. Prevent the development of hydraulic transients (surge control) during start-up
and pressure surges and shall operate automatically.
D. Valve Construction
1. Valve shall be specifically designed and manufactured for wastewater
applications.
2. Valve bodies shall be tested to a minimum 1.5 times the system pressure
specified and shall not experience leakage or deformation.
3. The valve size shall be the nominal size of its connection fitting.
4. The valve inlet, outlet, and internal clearance shall each have a cross- sectional
area greater than or equal to the cross -sectional area of the valve's nominal
size.
5. The valve shall have a built-in anti -surge device with relief openings that are
between 1/30th and 1/40th the cross -sectional area of the nominal valve size,
designed to automatically limit the surge and transient pressure.
6. The valve body shall be a tubular, single chamber, extended body capable of
accepting a smooth bonded low -density lining to minimize adhesion of fats and
debris and manufactured of Type 304L (or optionally Type 316L) Stainless
Steel. The valve body shall be internally constructed to provide an unobstructed
circular space between the UHMW floats and inner valve body wall. Valves
shall include an upper gauge port and lower flushing port and these ports shall
be of the same material as the valve body.
7. Flanges shall be manufactured of Type 304L Stainless Steel Stainless Steel
8. The valve's outlet fitting at the connection to the piping shall be formed to
provide a smooth toroidal transition to minimize turbulence and improve ease of
cleaning.
9. Valves shall provide compatibility with threaded or flanged connections to
specified piping systems.
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10. The air inlet (upper) opening shall have a cross sectional area greater or equal
to that of the valves nominal size. The air inlet opening shall be protected with a
high efficiency punched stainless steel screen to prevent ingression of airborne
debris and bugs with an effective open flow area at least twice that of the
valve's nominal size. This screen shall be removable. Expanded metal and
welded or woven wire mesh shall not be acceptable. The air inlet shall allow
and provide for the connection/disconnection of optional external piping to
direct the flow of air/gas intake, exhaust or valve discharge. The connection
from the air inlet to the valve body shall be a smooth toroidal transition to
facilitate air movement with minimal energy losses. Intake/Exhaust pipework
should be one size larger than the valve's nominal size. The valve shall be
designed to form an airtight seal at an internal pressure of zero (0) psi.
11. The ANTI-SHOCK/SURGE FLOAT shall be manufactured from UHMW-PE
(Ultra High Molecular Weight— Polyethylene). The ANTI-SHOCK/SURGE
FLOAT shall not restrict the full flow capacity of the Valve's air release or
vacuum relief functions. The ANTI-SHOCK/SURGE FLOAT shall have not less
than three (3) tubular orifices to distribute pressurized air across the face of the
float. The tubular orifices shall have 316 stainless steel inserts to protect the
orifices from heat softening and abrasive wear.
12. The NOZZLE FLOAT shall be manufactured from UHMW-PE (Ultra High
Molecular Weight —Polyethylene). HDPE (High Density Polyethylene) shall not
be accepted. The NOZZLE FLOAT shall be smooth and flat across its surface.
The combination of the NOZZLE FLOAT and the CONTROL FLOAT shall
constitute the CONTROL FLOAT ASSEMBLY. The noz- zle face shall be
finished so that repeated seating does not damage the rubber seat. Discharge
of pressurized air/gas shall be accomplished by the seating and unseating of
the small nozzle on the rubber seat.
The lower CONTROL FLOAT shall be manufactured from UHMW-PE (Ultra
High Molecular Weight— Polyethylene, shall be tubular in construction and
open ended. The lower CONTROL FLOAT shall be dimensioned and
streamlined relative to the valve body to achieve the necessary physical
characteristics of buoyancy and lift to create a seal between the NOZZLE
FLOAT and ANTI-SHOCK/SURGE FLOAT and between itself and the NOZZLE
FLOAT. The lower CONTROL FLOAT shall have sufficient weight to drop away
from the NOZZLE FLOAT as air accumulates in the valve chamber at the
valve's full rated pressure.
E. Materials
Materials specified are considered the minimum acceptable for the purpose of
durability, strength, and resistance to erosion and corrosion. Alternative
materials may be offered for the purpose of providing greater corrosion
resistance, to meeting required stress limitations or customer specified
performance characteristics. However alternate materials shall provide at least
the same qualities as those specified. Standard materials of construction are
listed in the table below.
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Component
Material
Bodyy and Flanges ASTM ,42_40 516L SS
Hardtivare ASTM ,42_40 516L SS
Trim and Venting 0rifizes ASTM A2_40 516L SS
P-irnary and Secondary Floats UHMW-PE
F. Quality Assurance
1. Table 2 specifies the minimum acceptable performance for venting air or
relieving vacuum conditions for a given size
2. valve under the differential vacuum conditions stated.
3. Valve sealing performance shall:
4. Float mechanism shall only require buoyance effects to obtain a gas tight seal
(hence has no minimum pipeline pressure requirements.)
5. The seal referenced in (1), once achieved shall remain bubble free for one hour
against a 1" water head.
6. The seal reference in (1), once achieved will occur with a minimum fluid level
inside the valve. The fluid level shall be sufficiently low enough to trap an air -
pocket above it and the air pocket shall be of sufficient volume such that when
the water pressure is now increased to maximum rated working pressure (e.g.
145 psi, which will compress the air -pocket to 10% of its original volume) the
resulting fluid level will stay a minimum of 2" below the lowest sealing surface.
7. The performance referenced in (3) shall be achievable with only the buoyance
effects of a high fat/oil fluid by assuming the liquid density is only 0.96 s.g.
8. Valves shall be tested for performance verification by a qualified test facility.
2.08 VALVE BOX
A. Valve Box, Below Ground: Boxes shall be high strength cast iron of the screw or
telescopic type. Box shall consist of a base section, center extension as required,
and a top section with cover marked "SEWER."
2.09 THRUST BLOCKING
A. Provide concrete thrust blocking for pressure lines in accordance with the detail on
the Drawings.
B. Thrust blocking is required in addition to restrained joint fittings and equivalent
length of restrained joint pipe are used unless shown otherwise on the Drawings.
C. All products that are to be in contact with concrete shall be covered with 4 mil
polyethylene sheets prior to pouring concrete.
PART 3 EXECUTION
3.01 GENERAL
A. Pipe installation shall meet the following general guidelines:
1. Lay pipe in the presence of Engineer, unless specifically approved otherwise.
2. Handle pipe and accessories in accordance with manufacturer's
recommendations. Take particular care not to damage pipe coatings.
3. Carefully inspect pipe immediately prior to laying. Do not use defective pipe.
Replace pipe damaged during construction.
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4. Lay pipe to grade and alignment indicated on the Drawings.
5. Provide proper equipment for lowering pipe into trench.
6. Provide tight closure pipe ends when work is not in progress.
7. Keep pipe interior free of foreign materials.
8. Do not lay pipe in water or when the trench or weather conditions are
unsuitable for the work.
9. Clean bell and spigots before joining. Make joints and lubricate gasket in
accordance with pipe manufacturer recommendation.
10. Block fittings with concrete, or restrained as indicated on the Drawings or as
required to prevent movement.
B. Gravity Pipe: Gravity pipe installation shall meet the following general guidelines:
1. Lay pipe upgrade from the lower end and at the grades and alignment indicated
on the Drawings.
3.02 RELATION OF WATER MAINS TO SEWERS
A. Lateral Separation: Lay water mains at least 10 feet laterally from existing and
proposed sewers. Where existing conditions prevent a 10-foot lateral separation, the
following shall be followed with approval of the Engineer:
1. Lay water main in a separate trench, with the elevation of the bottom of the
water main at least 18 inches above the top of the sewer.
2. Lay water main in the same trench as the sewer with the water main located at
one side on a bench of undisturbed earth, and with the elevation of the bottom
of the water main at least 18 inches above the top of the sewer.
B. Crossing Separation: Lay bottom of water main at least 18 inches above the top of
the sewer. Where existing conditions prevent an 18-inch vertical separation,
construct both the water main and sewer of ferrous materials and with joints that are
equivalent to water main standards for a distance of 10 feet on each side of the
point of crossing.
C. Crossing a Water Main Under a Sewer: When it is necessary for a water main to
cross under a sewer, construct both the water main and the sewer of ferrous
materials and with joints equivalent to water main standards for a distance of 10 feet
on each side of the point of crossing. A section of water main pipe shall be centered
at the point of crossing.
3.03 SEWER PIPE
A. Lay sewer pipe to true lines and grades by use of laser beam equipment or other
acceptable means.
B. Minimum Separation Distances:
1. 100-foot horizontal separation from wells or other water supplies.
2. 24-inch vertical separation from storm sewers or ferrous pipe shall be used.
3. For separation from water mains see paragraph 3.02 above.
3.04 DUCTILE IRON PIPE
A. Install pipe in conformance with AWWA C600 and the following:
1. For laying pipe in a vertical or horizontal curve, each full length pipe may be
deflected by the following offset distance:
a. Push -on joint
1) 3 to 12-inch pipe: 14-inch offset
2) 14 to 36-inch pipe: 8-inch offset
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b. Mechanical joint
1) 3 to 6-inch pipe: 20-inch offset
2) 8 to 12-inch pipe: 15-inch offset
3) 14 to 20-inch pipe: 8-inch offset
4) 24 to 36-inch pipe: 6-inch offset
2. For laying restrained joint pipe in a vertical or horizontal curve, except for
horizontal directional drills (HDD), each full length pipe may be deflected by the
following offset distance:
a. 6 to 12-inch pipe: 11-inch offset
b. 16 to 20-inch pipe: 7-inch offset
c. 24 to 30-inch pipe: 5-inch offset
d. 36-inch pipe: 4-inch offset
e. 42 to 48-inch pipe: 1 114 -inch offset
3.05 PVC PRESSURE PIPE
A. Install PVC C900 pipe in conformance with AWWA C605.
B. Solvent Weld: Where indicated in these specifications or on the plans, solvent weld
type joints shall be used. Field cut ends shall be sanded to roughing the surface.
Joints shall be cleaned of foreign material. Solvent shall be applied to the joint and
joint made as recommended by the manufacturer. Excess solvent shall be wiped off.
The joint should not be moved until sufficiently set up.
C. Bell and Spigot Joints: Clean bell and spigot ends prior to jointing. Ends of field cut
pipe shall be beveled with file. Gasket shall be clean and lightly lubricated. Joint
shall be made as recommended by the manufacturer.
3.06 VALVES AND FITTINGS
A. Install buried valves on top of an 18-inch square, 3-inch thick, solid concrete pad
(minimum dimensions). The concrete pad may be provided by a pre -cast
manufacturer or cast -in -place in the field above grade. Concrete used for the pads
shall be a minimum 3,000 psi mix. The pads may not be cast -in -place in the pipe
trench. Connection to pipe shall be such that there shall be no stress at the joint
caused by misalignment or inadequate support of pipe or valve.
B. Install fittings as recommended by the manufacturer. Fittings shall be blocked or
otherwise restrained from movement.
C. Valve Boxes: Set valve boxes flush with finished grade. Box shall be supported so
that no stress shall be transmitted to the valve. Operating nut shall be centered in
box.
D. Install valves, gates, and accessories indicated on the Drawings and in complete
accordance with the manufacturer's recommendations.
E. Valve boxes shall be set straight with the operating nut centered and supported on
(2) 4" concrete blocks, to prevent load transfer onto valve body or pipe line. Set top
of box at finished grade. Provide a 24-inch x 24-inch wide by 6-inch thick concrete
pad at top of valve boxes outside paved areas.
3.07 AIR VALVES
A. Air valve shall be installed with a tee fitting into the force main.
B. Install air valve in a flat top manhole.
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3.08 MANHOLES
A. Set base plumb and level. Align manhole invert with pipe invert.
B. Secure pipe connectors to pipe in accordance with manufacturer's recommendation.
C. Clean bells and spigots of foreign material that may prevent sealing. Unroll the butyl
sealant rope directly against base of spigot. Do not stretch. Follow manufacturer's
instructions when using O-ring seals.
D. Set precast components so that steps align.
E. Plug lift holes using a non -shrink grout. Cover with a butyl sealant sheet on the
outside and seal on the inside with an application of an epoxy gel 1/8-inch thick
extending 2 inches beyond the opening.
F. Set manhole frames to grade with grade rings. Seal joints between cone, adjusting
rings, and manhole frame with butyl sealant rope and sheet.
G. Apply external seal to the outside of joint.
H. Finish the interior by filling fractures greater than 1/2-inch in length, width or depth
with a sand cement mortar.
I. Clean the interior of the manhole of foreign matter.
3.09 PAINTING
A. Equipment shall receive the manufacturer's standard coating for the intended
application. Coatings shall be suitable for the intended application.
B. Repaint damaged paint services.
C. Above ground piping and piping within vaults shall be painted in accordance with
Section, Painting.
3.10 TESTING
A. General
1. Clean and flush pipe system of foreign matter prior to testing.
2. Notify Owner and Engineer a minimum of 48 hours prior to testing.
3. Perform tests in the presence of Engineer.
4. Length of line to be tested at one time shall be subject to approval of Engineer.
5. Pipe sections shall not be accepted and placed into service until specified test
limits have been met.
6. Repair defects in the pipe system. Make repairs to the same standard as
specified for the pipe system.
7. Retest repaired sections until acceptance.
8. Repair visible leaks regardless of the test results.
B. Pressure Mains
1. The Engineer shall approve the source, quality, and method of disposal of
water to be used in test procedures.
2. Obtain Owner's permission 48 hours prior to filling or flushing of pipe system
with water from Owner's water system. Owner shall operate valves connected
to the existing water system. Keep pipe interior clean during construction to
minimize the amount of water required for flushing. Where large quantities of
water may be required for flushing, Engineer reserves the right to require that
flushing be done at periods of low demand.
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3. Pressure test in accordance with AWWA C600 for ductile iron pipe and AWWA
C605 and M23 for PVC pipe and the following.
4. Make pressure tests between valves. Furnish suitable test plugs where line
ends in "free flow."
5. Provide air vents at the high points in the line section to be tested for releasing
of air during filling. Service corporation stops may be used for air vent when
located at a high point. Include cost of air vents in price of testing. Leave
corporation stops in place after testing and note locations on As -Built Drawings.
6. Allow concrete blocking to reach design strength prior to pressure testing.
7. Force main shall be completely filled with water, all air expelled from the pipe,
and the discharge end of the pipeline shall be plugged and adequately blocked
before hydrostatic test begins.
8. Upon completing a section of pipe between valves, test pipe by maintaining for
a two hour period the following hydrostatic pressure for each main:
a. Force main: 150 psig
9. Test pressure shall not vary by more than +/- 5 psi for the duration of the test.
10. No length of line shall be accepted if the leakage is greater than that
determined by the following formula based on the appropriate test pressure:
L = Allowable leakage per 1,000 feet of pipe in gallons per hour.
D = Nominal diameter of the pipe in inches.
100 psi: L = D x 0.07
150 psi: L = D x 0.08
200 psi: L = D x 0.09
250 psi: L = D x 0.10
C. Gravity Sewer Mains
1. Test gravity lines between manholes.
2. Light Testing: Engineer will check for displacement of pipe as follows:
a. A light will be flashed between the ends of the pipe section being tested.
b. If the illuminated interior shows misalignment, or other defects as
designated by Engineer, defects shall be repaired.
3. General
a. Infiltration shall not exceed 100 gallons per inch of diameter, per mile of
pipe, per 24 hours. Engineer may require flow measurement for verification
of infiltration.
b. Verify that maximum infiltration rate shall not be surpassed by air testing as
follows.
4. Low Pressure Air Test:
a. Air testing of sewer mains shall conform to UNI-B-6 and the following
requirements:
b. Perform initial air test when each section of main is complete including
services to right of way. Test as construction proceeds.
c. Wet interior surfaces of porous pipe material prior to testing.
d. Safety
1) Provide a superintendent who has experience in low pressure air
testing of gravity sewer mains.
2) Follow safety recommendations of air testing equipment manufacturer.
3) Properly brace sewer plugs during testing. Test plugs prior to use in air
testing.
4) No one shall be allowed in manhole or trench when pipe is under
pressure.
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5) Pressurizing equipment shall include a regulator and a pressure relief
valve, which are set no higher than 9 psig. Monitor gauges
continuously to assure that the pressure does not exceed 9 psig.
e. Equipment
1) Sewer plugs shall be specifically designed for low pressure air testing.
2) Use two separate air hoses.
i) One to connect the control panel to the sealed line for introducing
the air.
ii) One from the sealed line to the control panel to provide constant
monitoring of the air pressure in the line.
iii) If Pneumatic plugs are used a separate line shall be used to
inflate the plugs.
3) As a minimum the above ground air testing equipment shall include a
shutoff valve, pressure regulating valve, pressure relief valve, input
pressure gauge, and a continuous monitoring pressure gauge having a
pressure range from 0 to at least 10 psig.
4) Continuous monitoring pressure gauge shall be at least 4 inches in
diameter with minimum divisions of 0.10 psi and an accuracy of +/-
0.04 psi.
5) Monitoring gauges shall be subject to calibration as deemed
necessary.
6) Air used for testing shall pass through a single above ground control
panel.
f. Testing
1) Groundwater Determination: Immediately prior to each air test,
determine groundwater level by a method acceptable to the Engineer.
Adjust pressure used in air test in accordance with groundwater level.
2) Apply air slowly to the test section until the pressure reached is 4.0 psi
plus an adjustment of 0.433 psi for each foot of ground water above
the crown of the pipe. Internal air pressure, including adjustment for
ground water, should never exceed 9.0 psi.
3) When the above required pressure is reached, throttle air supply to
maintain internal pressure for at least two minutes to permit
stabilization.
4) When pressure has stabilized at required pressure, shut off air supply.
5) While observing the continuous monitoring pressure gauge, decrease
pressure approximately 0.5 psi from required pressure.
6) At this reading timing shall commence with a stop watch and allowed
to run until pressure has dropped 1.0 psi or allowable time has lapsed.
Line shall be "Acceptable" if the pressure drop does not exceed 1 psig
in the time prescribed for the test in Table 1, Low Pressure Air Testing
for Gravity Sewer Mains, at the end of this section.
5. Deflection Test for SDR 35 and Ribbed (ASTM F 949) PVC pipe.
a. Measure for deflection of pipe no sooner than thirty days after installation
and backfill.
b. Deflection shall not exceed 5 percent of pipe diameter. Maximum allowable
long term deflection shall be 5 percent.
c. Measure deflection with an approved "GO -NO-GO GAUGE" method or by
an approved recording deflectometer. Verify gauge on site prior to testing.
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D. Vacuum test each manhole in accordance with ASTM C1244 and the following:
1. No personnel shall be allowed in manhole during testing.
2. Test manhole after assembly and prior to backfilling.
3. Plug pipes with suitably sized and rated pneumatic or mechanical pipeline
plugs. Brace plugs to prevent displacement.
4. Position vacuum test head assembly to seal against interior surface of the top
of cone section in accordance with manufacturer's recommendation.
5. Draw vacuum of 10 inches of mercury on manhole. Shut off the vacuum pump
and close valve on vacuum line.
6. Measure time for vacuum to drop to 9 inches of mercury. Manhole shall pass if
time meets or exceeds the following:
Manhole I.D. (inches) 48 60 72 84 96 120
Seconds 60 75 90 105 120 150
7. If manhole fails test, remove head assembly, coat interior with a soap and water
solution, and repeat vacuum test for approximately 30 seconds. Leaking areas
will have soapy bubbles. Make necessary repairs to the satisfaction of Engineer
and repeat test until manhole passes.
E. Air Release Valves
1. Hydrostatic pressure leakage test at '/2, 1, and 1 '/2, times the valves rated
pressure. Each test pressure level shall be held for not less than 5 minutes.
Valves showing signs of leakage or weeping shall be rejected.
2. Low head vacuum leakage test at 0 psi. The valve shall be rejected if the valve
shows any leakage after 2 minutes. Valves rated at zero pressure sealing will
be tested at 0.1psi for 5 minutes.
END OF SECTION
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SECTION 02606
PRECAST CONCRETE WATER STRUCTURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Rectangular, monolithic, or sectional precast water and wastewater structures, pipe
connectors, and accessories.
1.02 RELATED SECTIONS
A. Section 02300 — Earthwork.
B. Section 02315 — Trenching for Utilities.
1.03 REFERENCES
A. Prestressed Concrete Institute: Manual for Quality Control for Plants and Production
of Precast and Prestressed Concrete Products.
B. National Precast Concrete Association: Quality Control Manual for Precast Concrete
Plants.
C. American Society for Testing and Materials (ASTM):
a. C858 Standard Specification for Underground Precast Utility Structures
b. C890 Standard Practice for Minimum Structural Design Loading for
Monolithic or Sectional Precast Concrete Water and Wastewater
Structures.
c. C891 Standard Practice for Installation of Underground Precast
Concrete Utility Structures.
d. C923 Standard Specification for Resilient Connectors Between
Reinforced Concrete Manhole Structures, Pipes and Laterals.
e. C913 Standard Specifications for Precast Concrete Water and
Wastewater Structures.
D. American Association of State Highway and Transportation Officials: Standard
Specification for Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible
Watertight Gaskets (AASHTO M198).
E. American Concrete Institute: Building Code Requirements for Reinforced Concrete
(ACI 318).
F. Occupational Safety and Health Administration: Standard 1926.704 - Requirements
for Precast Concrete.
1.04 SUBMITTALS
A. Submit in accordance with Section, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that all tests set forth in each
applicable referenced publication have been performed and that all test
requirements have been met.
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate items to be furnished for the project including options
to be provided.
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a. Each type of precast concrete structure.
b. Hatches.
c. Joint Materials.
d. Connectors.
3. Sealed Calculations
a. Structural analysis and design calculations for Precast Components,
performed in accordance with applicable codes and standards, showing
that allowable stresses will not be exceeded when installed as shown on
the Drawings. All calculations must be sealed by a Professional Engineer
registered in the State of North Carolina employed by the Precast Concrete
Manufacturer.
1.05 QUALIFICATIONS
A. The Precast Manufacturer shall be a NCDOT approved manufacturer of Precast
Concrete Structures and have a minimum of 5 years experience in manufacturing
the required components.
B. The Precast Manufacturer shall have a recognized Quality Improvement Process
installed at the manufacturing facility.
C. The Precast Manufacturer shall employ at least one Registered Professional
Engineer at the manufacturing facility through the life of the project.
D. Concrete compressive strength testing shall be performed in a laboratory inspected
by the CCRL of the National Bureau of Standards. Testing shall be performed by
Grade I ACI Certified Laboratory Technicians or by Level I PCI Certified
Technicians.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete shall conform to ASTM C858 and C913 as applicable and as follows:
1. Compressive strength: 5000 psi minimum at 28 days.
2. Air Content: 4 percent minimum.
3. Cementitious Materials: Minimum of 564 pounds per c.y.
4. Coarse Aggregates: ASTM C33. Sound, Crushed, Angular Granitic Stone only.
Smooth or rounded stone shall not be used.
5. Fine Aggregates: ASTM C33. Free from organic impurities.
6. Chemical Admixtures: ASTM C494. Calcium Chloride or admixtures containing
calcium chloride shall not be used.
7. Air Entraining Admixtures: ASTM C260.
B. Reinforcing steel shall be ASTM A615 grade 60 deformed bar, ASTM A82 wire or
ASTM A185 welded wire fabric.
C. Lift loops shall be ASTM A416 steel strand. Lifting loops made from deformed bars
are not allowed.
D. Butyl Rubber Sealant shall conform to Federal Specification SS-S-210A, AASHTO
M-198, Type B - Butyl Rubber and as follows: maximum of 1 % volatile matter and
suitable for application temperatures between 10 and 100 degrees F.
E. Butyl Rubber with Bentonite Sealant shall contain 99% solids with a maximum of 1 %
volatile matter and suitable for application temperatures between 5 and 125 degrees
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F. Epoxy Gels used for interior patching of wall penetrations shall be a 2-component,
solvent -free, moisture -insensitive, high modulus, high -strength, structural epoxy
paste adhesive meeting ASTM C-881, Type I and II, Grade 3, Class B and C, Epoxy
Resin Adhesive.
2.02 COMPONENTS
A. Precast Component Fabrication and Manufacture shall be as described in this
paragraph and as described in the paragraphs for the specific components.
1. Precast concrete structure shall be watertight.
2. Precast Manufacturing shall be in conformance with ASTM C858 or C913 as
applicable. Wall and inside slab finishes resulting from casting against forms
standard for the industry shall be acceptable, except form ties through the wall
of the product are not allowed. Exterior slab surfaces shall have a float finish.
Small surface holes, normal color variations, normal form joint marks, and
minor depressions, chips and spalls will be tolerated. Dimensional tolerances
shall be those set forth in the appropriate References and as specified below.
3. Joint surfaces on joints between Precast Structure Components shall be
keyways or tongue and grooves manufactured to the joint surface design and
tolerance requirements of ASTM C858 or C913 as applicable.
4. Lift Inserts and Holes shall be sized for a precision fit with the lift devices, shall
conform to OSHA Standard 1926.704, and shall not penetrate through the
precast structure wall.
5. The structural design of Precast Components shall be in accordance with
applicable codes and standards listed in Article 1.05 of this Specification
Section. No less than 80 psf per foot of depth of Equivalent Fluid Pressure
should be used for lateral earth design loads plus the lateral surcharge design
loads possible from HS-20 Traffic. Vertical design loads shall include structure
dead loads, earth loads, hydrostatic loads, and traffic live loads where
applicable with no less than 300 psf live load. The empty and liquid full
container conditions shall both be considered.
B. Precast Base Sections shall be cast monolithically without construction joints, or
with an approved galvanized or PVC waterstop cast in the cold joint between the
base slab and the walls. Where shown on the Project Plans, Base Section Slab
Extensions shall be provided on the short sides of the section. The width of the
extensions shall be the slab thickness unless shown differently.
C. The Minimum Lay Length of Precast Riser Sections shall be 36 inches.
D. Precast Top Sections shall be cast monolithically without construction joints, or with
an approved PVC waterstop cast in the cold joint between the base slab and the
walls. Joints cast on top sections for round manhole Transition Assemblies shall
have ASTM C361 joint surfaces.
E. Pipe to Precast Structure Connectors shall conform to ASTM C923.
F. Joints between Precast Components shall be sealed with a polyethylene backed flat
butyl rubber sheet no less than 1/16 inch thick and 6 inch wide applied to the
outside perimeter of the joint. Joints shall also be sealed internally with a sealant
having a cross -sectional area no less than the joint annular space times the joint
height as follows:
1. Butyl Rubber Sealant in joints with perimeters less than 18 feet.
2. Bentonite impregnated Butyl Rubber Sealant in all other joints.
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G. Access Hatch
1. Provide access hatches in conformance to the following requirements:
a. Size as indicated on the Drawings. The size on the Drawings is for the
required minimum clear opening. Unless specifically indicated on the
Drawings the doors can be single or double door as required for opening
size.
b. Frame shall be aluminum extrusion and aluminum checkered tread plate
for the door(s). Frame shall be equipped with necessary anchors for setting
in concrete. Hinges, nuts, bolts, and washers shall be stainless steel and
tamper proof from outside.
c. Design and construct hatches for a minimum 300 lb. live load unless an
H2O load is indicated on the Drawings.
d. Provide the following:
1) Bituminous coating at locations, which will have contact with concrete.
2) Waterproof hatch where indicated on the Drawings.
3) Positive open door latch.
4) Retractable lifting handle.
5) Double doors shall be interlocked.
6) Padlocking provision. Provide lock for each hatch and keyed alike for
multiple hatches.
7) Provide a stainless steel interior automatic slam lock with an interior
operating handle. The lock shall be operated from the outside by a
removable handle key.
8) Provide doors requiring greater then a 50 lb lift with a stainless steel
spring assist.
e. Hatches shall be of one manufacturer.
H. Lifting Devices for handling Precast Components shall be provided by the Precast
Manufacturer and shall comply with OSHA Standard 1926.704.
I. Coatings: Where shown on the Plans, the interior/exterior of the Precast Structure
wall shall be coated with 21 mils of Coal Tar Epoxy, Kop-Coat Bitumastic No. 300-M
or equal. The coating shall be spray applied according to the manufacturer's
recommendations by an applicator with a minimum of 5 years experience.
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect Precast Components prior to unloading from the delivery truck.
3.02 PREPARATION
A. Product Delivery, Storage, and Handling: Coordinate delivery with the manufacturer,
handle and store the Precast Components in accordance with ASTM C891 and the
manufacturer's recommendations using methods that will prevent damage to the
components and their joint surfaces.
3.03 PLACING PRECAST CONCRETE SECTIONS
A. Excavate to the required depth and remove materials that are unstable or unsuitable
for a good foundation. Prepare a level, compacted foundation extending 6" beyond
the precast base and follow ASTM C891 excavation standards.
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B. Set base plumb and level, aligning pipe opening with pipe invert.
C. Thoroughly clean joint tongue and grooves to remove dirt and other foreign
materials that may prevent sealing. Unroll the Butyl Sealant rope directly against
bottom groove. Leave protective wrapper attached until sealant is entirely unrolled
against groove. Do not stretch. Overlap from side to side not top to bottom.
D. Set risers and tops, aligning internal wall surfaces, so that proper alignment is
achieved, taking particular care to clean, prepare and seal joints.
E. When recommended by the manufacturer, fill the void between horizontal joint
surfaces with a sand cement grout around the outside perimeter as risers are set.
F. After joining precast sections, apply the butyl sealant sheet around the outside
perimeter of the joints below grade.
G. Secure Pipe Connectors to Pipe according to the Connector Manufacturer
Instructions. When pipe stub outs are installed, provide restraint from longitudinal
movement before backfill.
H. Lift Holes leaving less than 2" of wall thickness shall be plugged from the outside
using a sand cement mortar and then covered with butyl sealant sheet. Lift Holes
penetrating the wall shall be additionally sealed with an interior application of an
epoxy gel 1/8" thick extending 2" beyond the penetration.
I. Test structure after installation in accordance with ACI 350.IR "Testing Reinforced
Concrete Structures for Water -tightness." Plug pipe connections and fill tanks to the
overflow elevation. There shall be no loss of water over a 24 hour period. If test fails,
a second test shall be run for an additional 24 hours. If the test fails a second time,
Contractor shall coat interior of tank with NSF approved water proofing compound.
The tank shall be retested and the process repeated until the tank passes the test. A
report of the test process and results shall be signed by Contractor and submitted to
Owner.
J. Perform the final finishing to the Structure interior by filling all chips or fractures
greater than 1/2" in length, width or depth and depressions more than 1/2" deep in
inverts with a sand cement mortar. Clean the interior of the Structure, removing all
dirt, spills or other foreign matter.
END OF SECTION
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SECTION 02700
PAVEMENT AND APPURTENANCES
PART 1 GENERAL
1.01 SCOPE
A. Provide pavement, curb and gutter, and sidewalk sections as indicated on the
Drawings and specified herein. Construction shall conform with the lines, grades,
thickness, and typical cross-section indicated on the Drawings.
B. Provide for the milling of the existing pavement, if necessary.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02300 Earthwork
1.03 REFERENCED STANDARDS
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. N.C. Department of Transportation — Standard Specifications for Roads and
Structures (NCDOT).
B. Paragraphs in the NCDOT standard regarding measurement and payment do not
apply to this Project.
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Certificates of Compliance: Certificates shall attest that supplied products
conform to the referenced standard and this specification, that all tests set forth
in each applicable referenced publication have been performed, and that all test
requirements have been met. Submit for each of the following materials:
a. Asphalt Concrete
b. Aggregate Base Course
c. Pavement Marking Material
1.05 PROTECTION OF EXISTING PAVEMENT, CURB AND GUTTER, AND SIDEWALK
A. Existing pavement, curb and gutter, and sidewalks at the site are in good condition.
Contractor, Owner, and Engineer shall inspect the entire site prior to the start of
construction and mark existing damaged areas and note areas on Contractor's plan
set to be used for the Record Drawings.
B. Protect existing pavement, curb and gutter, and sidewalks during construction.
C. Remove areas of existing curb and gutter, and sidewalks damaged during
construction. Removal shall include to the nearest existing joint. Replace damaged
areas with new curb and gutter, and sidewalks to match the existing section.
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D. Remove areas of existing pavement damaged during construction. New pavement
patch shall consist of re -stabilizing the subgrade, and providing 8 inches of ABC and
2 inches of SF9.5A asphalt to match existing pavement surface.
E. Repair damage to existing pavement, curb and gutter, and sidewalks.
PART 2 PRODUCTS
2.01 MATERIALS AND MIXES
A. Aggregate Base Course: Stone meeting the requirements under Section 520, pages
5-10 through 5-15 and Section 1010, pages 10-30 through 10-40.
B. Tack Coat: Conforming to materials and compositions required in NCDOT Section
605, Asphalt Tack Coat.
C. Asphalt Concrete Surface Course - Type S-9.513: Conforming to materials and
composition required in NCDOT Section 610, Asphalt Concrete Plant Mix
Pavements, pages 6-27 through 6-51.
D. Concrete for Curb and Gutter, and Sidewalks: Conforming to materials and
composition required in NCDOT Section 846, Concrete Curb, Curb and Gutter,
Concrete Gutter, Shoulder Berm Gutter, Concrete Expressway Gutter, Concrete
Valley Gutter and Concrete Flumes, and Section 848, Concrete Sidewalks and
Driveways and Wheelchair Ramps.
E. Pavement Markings and Symbols: Conforming to materials and composition
required in NCDOT Section 1205, Pavement Marking General Requirements.
PART 3 EXECUTION
3.01 PREPARATION OF SUBGRADE
A. Refer to applicable portions of Section, Earthwork.
B. Compaction shall be to at least 95 percent maximum density Standard Proctor
Method.
C. Remove unsuitable material to a depth of one foot and replace with an approved
material. Loosen exceptionally hard spots and re -compact. Finish subgrade to
provide uniform bearing surface.
D. Maintain subgrade in satisfactory condition and properly drain until surface courses
are placed.
E. Preparation, shaping, and compaction shall be in accordance with NCDOT Section
500, Fine Grading Subgrade, Shoulders, and Ditches.
3.02 AGGREGATE BASE COURSE
A. This applies to both the aggregate base course as indicated on the Drawings for
paved and unpaved roads.
B. The stone base shall be constructed in accordance with the applicable paragraphs
of NCDOT Section 520.
C. Compacted base shall be of the thickness indicated on the Drawings.
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D. The base course stone shall be compacted to ate least 100 percent of the maximum
dry density as determined by the modified Proctor compaction test, AASHTO T-180
as modified by NCDOT.
3.03 ASPHALT CONCRETE SURFACE COURSE
A. Spreading, compaction, and finishing shall comply with the requirements of NCDOT
Section 610 Asphalt Concrete Plant Mix Pavements.
B. The asphalt concrete surface course shall be placed in tow lifts. Compacted
thickness shall be as indicated on the drawings.
3.04 TACK COAT
A. Application rates, method of application, and curing shall be in accordance with the
requirements of NCDOT Section 605.
3.05 CONCRETE CURB & GUTTER
A. Provide concrete curb and gutter where indicated on the Drawings. Curb and Gutter
shall conform to the section indicated on the Drawings.
B. Construct Curb and Gutter in accordance with NCDOT Section 846.
3.06 PAVEMENT MARKINGS AND SYMBOLS
A. Mark parking spaces in paved areas with 4 inch white paint stripe the length of the
parking space.
B. Stripe roads maintained by the NCDOT or the local municipality in accordance with
the agency requirements.
C. Provide painted pavement symbols as indicated on the Drawings.
END OF SECTION
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SECTION 02920
LAWNS AND GRASSES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work shall include, but not be limited to, the following:
1. Surface preparation of subsoil.
2. Placing topsoil.
3. Addition of lime and fertilizer.
4. Seeding.
5. Maintenance to produce a permanent stand of grass.
1.02 PAYMENT PROCEDURES
A. Base bid for the work on the specified quantities of lime, fertilizer, and seed. After
the specified soil tests have been made, Engineer may vary specified quantities.
Should the actual quantities applied in the field vary appreciably from those
specified, an adjustment in the contract price may be made.
1.03 REFERENCES
A. N.C. Department of Agriculture - NCDA
B. U.S. Department of Agriculture - USDA
1.04 PERFORMANCE REQUIREMENT
A. Grassed area shall be considered established when it presents a green appearance
from eye level 50 feet away and the grass is vigorous and growing well in each
square foot of seeded area. It is not required that the seeded area be thick and
heavy as an old established lawn.
B. Should the permanent seed not germinate and produce a strand of grass, reseed
affected areas until a permanent stand is established.
1.05 SUBMITTALS
A. Not less than 6 weeks prior to seeding, obtain representative soil samples from
areas to be seeded and deliver the properly packaged samples with an information
sheet for each sample properly filled out to the Soils Division of the NC Department
of Agriculture or a private laboratory. Based on the test results, submit to the
Engineer a recommendation as to the quantity and type of lime, fertilizer and seed
for the area covered by the test.
1.06 QUALITY ASSURANCE
A. Quality of fertilizer, lime, and seed, and operations in connection with the furnishing
of this material, shall comply with the requirements of the N.C. Fertilizer, Lime and
Seed Law; and with the requirements of the rules and, regulations adopted by the
NC Department of Agriculture in accordance with the provisions of the said law.
B. Seed containers shall bear an official "Certified Seed" label as inspected by the N.C.
Crop Improvement Association.
C. Packages for soil conditioners and fertilizer shall bear manufacturer's guaranteed
analysis.
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D. Do not apply lime, fertilizer or seed in strong wind, when the soil is extremely wet, or
otherwise unworkable. No rolling shall be done if precipitation after seeding would
make the operation detrimental to the seed bed.
1.07 DELIVERY, STORAGE, AND PROTECTION
A. Deliver grass seed mixture in sealed containers showing percentage of seed mix,
year of production, net production, net weight, date of packaging, and location of
packaging.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
1.08 MAINTENANCE SERVICE
A. Maintain seeded areas until grass is well established and exhibits a vigorous
growing condition for a minimum of two cuttings. Mow grass at regular intervals to a
maximum height of 3 inches. Hand clip where necessary.
B. Control growth of weeds. Apply herbicides in accordance with manufacturer's
instructions.
C. Water areas seeded between May 1 and July 15 at such intervals as to maintain the
seeded area in a moist condition until the grass is established and accepted by the
Engineer. Provide equipment to transport and distribute the water to the seeded
areas. Areas seeded between September 1 and November 1 need not be irrigated
beyond the initial watering specified above except that the Contractor may apply
water at his own discretion.
PART 2 PRODUCTS
2.01 MATERIALS
A. Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous
plant growth, taken from drained site; free of subsoil, clay or impurities, plants,
weeds, and roots; pH value of minimum 5.4 and maximum of 7.0.
B. Lime: Ground Dolomitic agricultural limestone, not less than 85 percent total
carbonates, ground so that 50 percent passes 100 mesh sieve and 90 percent
passes 30 mesh sieve. Coarser material will be acceptable, provided the specified
rates of application are increased proportionately on the basis of quantities passing
No. 100 mesh sieve.
C. Fertilizer: Mixed, commercial, fertilizer containing 10-10-10 percentages of available
nitrogen, phosphoric acid, and potash respectively, plus superphosphate with 20
percent P2O5 content. Fertilizer shall be dry, in granular (pellet) form, shall be
delivered to the site in the manufacturer's original bag or container which shall be
plainly marked as to formula.
D. Seed: Fresh seed guaranteed 95 percent pure with a minimum germination rate of
85 percent within one year of tests. Provide the following seed mixtures with lime
and fertilizer in disturbed areas outside of NCDOT Rights -of -Way, when within
NCDOT Rights -of -Way, provide seeding per NCDOT encroachment requirements:
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1. Temporary Seeding
Plantina Dates Grass Type Pounds/Acre
Feb. 15 - May 15 Rye (Grain) 120
Korean Lespedeza 50
May 15 - Aug. 15 German Millet 40
or
Sudangrass 50
Aug.15 - Dec. 15 Rye (Grain)
120
Lime
3,000
Fertilizer 10-10-10
800
Mulch Straw
4,000
2. Permanent Seeding
Plantina, Dates Grass Type Pounds/Acre
Feb. —July Common Bermudagrass 60
Lime
3,000
Fertilizer 10-10-10
500
Mulch Straw
4,000
E. Matting / Erosion Control Fabric (ECF): Matting and ECF shall be heavy jute mesh
over mulch held in place by staples. Commercially available ECFs may be used
upon approval of the engineer. Approval of fabrics will require manufacturer's design
data regarding velocity, ditch slopes, method of installation, decay cycle, repair
techniques, and grass growth enhancement characteristics.
F. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 4" long legs.
G. Mulch: Threshed straw of oats, wheat, or rye; free from seed of obnoxious weeds; or
clean salt hay. Straw which is fresh and excessively brittle or straw which is in such
an advanced stage of decomposition as to smother or retard growth of grass will not
be acceptable.
H. Water: Water shall be free from substances harmful to growth of grass
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PART 3 EXECUTION
3.01 PREPARATION OF SUBSOIL
A. Complete operations in the area to be seeded and prepare subsoil to eliminate
uneven areas and low spots. Bring surface to the approximate design contours.
B. Scarify subsoil to a depth of 3 inches. Remove weeds, roots, stones and foreign
materials 1-1/2 inches in diameter and larger.
3.02 PLACING TOPSOIL
A. Place topsoil during dry weather and on dry unfrozen subsoil.
B. Spread topsoil to a minimum depth of 4 inches. Remove vegetable matter and
foreign non -organic material from topsoil while spreading. Grade surface to provide
positive drainage and prevent water ponding. Lightly compact topsoil with at least
one pass of a cultipacker or similar equipment
C. Maintain the finished surfaces by protecting, and replacing topsoil and subsoil as
necessary until the area is accepted under the contract.
3.03 APPLICATION OF LIME
A. Liming shall be done immediately after grading has reached the fine grading stage,
even though actual seeding may not be done until several months later.
B. Spread lime evenly by means of a mechanical distributor.
C. When lime is distributed by commercial liming dealers, sales slips showing the
tonnage delivered shall be filed with the Engineer and shall show the full tonnage
required for the acres treated.
D. Incorporate lime in the top 2 to 3 inches of soil by harrowing, disking, or other
approved means.
3.04 APPLICATION OF FERTILIZER
A. Spread fertilizer not more than 2 weeks in advance of seeding.
B. To verify application rate, determine acreage to be fertilized and provide Engineer
with total weight of fertilizer applied to the area.
C. Provide mechanical spreader for even distribution and spread half of the rate in one
direction, and the other half at right angles to the first. Mix thoroughly into upper 2 to
3 inches of soil by disking, harrowing or other approved methods.
3.05 SEEDING
A. Accomplish seeding by means of an approved power -drawn seed drill, combination
corrugated roller -seeder, approved hand operated mechanical seeder, or other
approved methods to provide even distribution of seed.
B. Do not seed when ground is excessively wet or excessively dry. After seeding, roll
area with a roller, not less than 18 inches in diameter and weighing not more than
210 pounds per foot of width. Upon completion of rolling, water area with a fine
spray.
C. Immediately following seeding apply mulch or matting. Do not seed areas in excess
of that which can be mulched on same day.
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D. Apply water with a fine spray immediately after each area has been mulched.
Saturate to 4 inches of soil depth
3.06 MULCHING AND MATTING
A. Apply mulch or matting as required to retain soil and grass, but no less then the
following:
1. Slopes from 0 to 20 percent by spreading a light cover of mulch over seeded
area at the rate of not less than 85 lbs. per 1000 sq. ft.
2. Slopes greater than 20 percent mulch with matting. Pin matting to the ground
with wire staples at 5 foot intervals, immediately after seeding.
3. Use tack to prevent disruption of mulch.
B. For tack use an asphalt tie -down of emulsified asphalt grade AE-3 or cut -back
asphalt grade RC-2 or other approved equal. The application rate shall be 11 gal
per 1000 sq ft. An approved jute mesh or net may be used in lieu of tacking straw
mulch.
C. Other types of mulch and anchoring methods may be used upon approval by the
Engineer.
3.07 PROTECTION
A. Protect seeded areas from damage by barricades, signs, and other appropriate
means. Maintain and protect slopes from weather damage.
END OF SECTION
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SECTION 11307
SUBMERSIBLE NON -CLOG PUMP STATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Provide complete submersible non -clog pump(s) for the following location(s):
1. Holly Ridge Pump Station
2. Summerhouse Pump Station
3. Reclaimed Water Pump Station (existing)
4. Each pump shall have variable/adjustable frequency drives (VFDs) for speed
adjustment.
B. Work shall include, but not be limited to, the following major items and necessary
accessories for a complete and operational pump system:
1. Submersible non -clog centrifugal sewage pumps and motors with mounting
plates and guide rails.
2. Control panels.
3. Precast or cast in place concrete wet well and valve vault.
4. Lifting hoist.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve Contractor of his responsibility of proper coordination of all the work:
1. Section 02530 Sanitary Sewer System
2. Section 02606 Precast Concrete Water Structures
3. Section 03100 Cast -in -Place Concrete
4. Section 13440 Telemetry Equipment
5. Section 14301 Hoist
6. Section 14650 Jib Crane
1.03 SYSTEM DESCRIPTION
A. Holly Ridge Pump Station
1. Function: Pump raw sewage from the Town of Holly Ridge collection system to
the Summerhouse Pump Station/WWTP.
2. Number of Pumps: One (1) in single pump operation plus one standby pump.
3. One (1) spare pump ready for storage.
4. Performance Requirements per pump
a. Maximum Flow Capacity: 1,400 gpm at 187 ft of Head
b. Minimum Flow Capacity: 700 gpm at 63 ft of Head
5. Pump Characteristics
a. Impeller Type: Nonclog, 1 or 2 vane
b. Discharge Flange Outlet: 6 inch, 125 lb flanges
c. Pass Sphere Size: 3 inch
d. Minimum Efficiency: 66%
6. Pump operating condition at both duty points shall be in pump's preferred
operating range.
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7. One (1) trimming of impeller for each pump to meet field conditions after
startup, as necessary as determined by Engineer.
8. Motor Characteristics
a. Maximum Horsepower: 125 HP
b. Maximum Speed: 1,780 rpm
c. Voltage: 230 or 460 V, 3 phase, 60 Hz
d. Motor shall be non -overloading over the entire pump curve.
9. Controls
a. Automatic pump operation.
b. Primary level control shall be via submersible pressure transducer.
c. Audible and visual alarms.
10. Wet Well and Valve Vault
a. Cast in place wet well as indicated on the Drawings.
b. Precast concrete or Cast in place valve vault as indicated on Drawings.
B. Summerhouse Pump Station
1. Function: Pump raw sewage from the Summerhouse Pump Staiton to the
headworks structure of the North Topsail WWTP.
2. Number of Pumps: Three (3) pumps with two (2) duty and one (1) standby.
3. One (1) spare pump ready for storage.
4. Performance Requirements per pump
a. Maximum Flow Capacity: 1,400 gpm at 134 ft of Head
b. Minimum Flow Capacity at reduced speed: 1,250 gpm at 113 ft of Head
5. Pump Characteristics
a. Impeller Type: Nonclog, 2 vane
b. Discharge Flange Outlet: 6 inch, 125 lb flanges
c. Pass Sphere Size: 3 inch
d. Minimum Efficiency: 69%
6. Single pump run out at maximum speed, up to 2,100 gpm, must be on pump
curve.
7. One (1) trimming of impeller for each pump to meet field conditions after
startup, as necessary as determined by Engineer.
8. Motor Characteristics
a. Maximum Horsepower: 125 HP
b. Maximum Speed: 1,770 rpm
c. Voltage: 230 or 460 V, 3 phase, 60 Hz
d. Motor shall be non -overloading over the entire pump curve.
9. Controls
a. Dual pump operation.
b. Audible and visual alarms.
10. Wet Well and Valve Vault
a. Cast in place wet well as indicated on the Drawings.
b. Precast concrete or cast in place valve vault as indicated on Drawings.
C. Reclaimed Water Pump Station
1. Function: Pump treated effluent from the Summerhouse WWTP to the
Sprayfield Storage Pond at the Holly Ridge site north of Dolph Everett Road.
2. Number of Pumps: One (1) in single pump operation plus one standby pump.
3. One (1) spare pump ready for storage.
4. Performance Requirements per pump: 400 gpm at 56 ft of Head
5. Pump Characteristics
a. Impeller Type: Nonclog, 1 or 2 vane
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b. Discharge Flange Outlet: 4 inch, 125 lb flanges
c. Pass Sphere Size: 3 inch
d. Minimum Efficiency: 70%
6. One (1) trimming of impeller for each pump to meet field conditions after
startup, as necessary as determined by Engineer.
7. Motor Characteristics
a. Maximum Horsepower: 15 HP
b. Maximum Speed: 1,720 rpm
c. Voltage: 230 or 460 V, 3 phase, 60 Hz
d. Motor shall be non -overloading over the entire pump curve.
8. Controls
a. Automatic pump operation.
b. Audible and visual alarms.
9. Wet Well and Valve Vault
a. The existing Reclaimed Water Pump Station pumps will be replaced with
new pups to allow treated effluent pumping to the existing Summerhouse
infiltration basins or to the existing Holly Ridge Sprayfield Stroage Pond.
The existing wet well, valve vault, and pump hatches will remain as is
unless modified as indicated on the Drawings.
b. Precast concrete or cast in place valve vault as indicated on Drawings.
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittals:
1. Certification: Submit certified pump curves after approval of Manufacturer's
Data and Shop Drawings and prior to purchase.
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following:
a. Pumps.
b. Air Release Valves.
c. Access hatch.
d. Lifting hoist.
e. Removable trash basket.
f. Float switch.
g. Pressure Transducer.
h. Pressure Gauges.
3. Shop Drawings: Submit Project specific shop drawings for the following:
a. Dimensional mounting detail for pumps and trash basket within wet well
indicating position of equipment with respect to access hatches in wet well
top.
b. Electrical diagram(s) for complete operating system.
c. Layout of control panel face.
4. Manufacturer's Installation Procedures.
5. Test Reports: Upon testing of the installed system, field test reports shall be
submitted in booklet form showing field tests performed to adjust each
component and field tests performed to prove compliance with the specified
performance criteria. Each test report shall indicate the final position of controls.
6. Operation and Maintenance Instructions: Submit complete operation and
maintenance manual for the total system as indicated below.
7. Parts: Provide a parts list for each piece of equipment.
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8. Equipment and Performance Data: Pump characteristic curves showing
capacity in gpm, minimum submergence, head, efficiency, and pumping
horsepower from 0 to 110 percent of design capacity.
B. Submit Operation and Maintenance Instructions in accordance with Section,
Submittals and the following:
1. Pump station equipment shall be submitted in one or binders as appropriate
and shall include equipment in this section and the generator and associated
electrical components.
2. Front page(s) in binder shall include the following as a minimum:
a. Name, address and phone number for manufacturer and manufacturer's
local representative capable of providing service for each piece of
equipment.
b. Pump and motor plate data.
3. After the front page provide the pump curve and field test report.
1.05 QUALITY ASSURANCE
A. Quality assurance shall be as required in Section, Quality Control and the following
requirements.
1. Product manufacturer shall have a minimum of five (5) years of experience.
2. Equipment shall be as manufactured by ABS, Inc., Fairbanks Morse Company,
Flygt Corporation, or Wilo EMU.
B. Pumps and motors shall have the manufacturer's name, address, type or style,
model or serial number, and catalog number on a plate secured to the item of
equipment.
C. Submit the name, address, and phone number of the firm that will provide required
repair or replacement during the warranty period.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver pumps and controls to the job site in as large of units as practical to require
the minimum amount of field connection and assembly.
1.07 WARRANTY
A. Provide standard manufacturer's warranty but shall not be less than one year.
Warranty shall start from date of substantial completion of pump station.
PART 2 PRODUCTS
2.01 PUMP
A. General: Provide submersible, nonclog, centrifugal pumps specifically designed for
the specified use. Openings and passages of pump shall permit passage of the
specified sphere diameter and typical trash and stringy material associated with
sanitary sewage. Pump with appurtenances shall be capable of continuous
operation at specified submergence depth. Pump shall be designed for remote
connection to a base elbow using one or two guide bars.
B. Casing: Pump casing shall be constructed of cast iron ASTM A-48, Class 30. The
casing shall be of uniform quality, surface, and free from defects. The casing shall
be capable of withstanding operating pressures 50 percent greater than the
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maximum operating pressure. Volute shall have smooth passages, which provide
unobstructed flow through the pump.
1. Mating Surfaces: Mating surfaces where watertight seal is required shall be
machined and fitted with nitrile rubber O-rings. Fitting shall be such that sealing
is accomplished by metal -to -metal contact between mating surfaces, resulting
in proper compression of the O-rings without the requirement of specific torque
limits.
2. Exterior Surfaces: A factory applied sewage resistant coating shall protect
exterior surfaces of the casing in contact with sewage. Exposed nuts and bolts
shall be stainless steel.
C. Impeller: Impeller shall be of cast iron and shall be of the single or double shrouded
nonclogging design. Impeller shall be statically, dynamically, and hydraulically
balanced. Impeller shall be securely keyed to the shaft with a locking arrangement
whereby the impeller cannot be loosened by torque from either forward or reverse
direction.
D. Wearing Rings: Renewable wearing rings shall be provided on the impeller and
casing and shall have wearing surfaces normal to the axis of rotation. Wear rings
shall be constructed of bronze or stainless steel. Wearing rings shall be designed for
ease of maintenance and shall be adequately secured to prevent rotation.
E. Shaft: Provide one piece 416 Stainless steel shaft of adequate strength to transmit
full motor horsepower to the impeller.
F. Seals: A tandem mechanical shaft seal system running in an oil bath shall be
provided. Seals shall be of tungsten carbide alloy with each interface held in contact
by its own spring washer.
G. Bearings: Pump shall rotate on a minimum of two (2) permanently lubricated
bearings with a L-10 bearing life of 40,000 hours.
2.02 MOTOR
A. Provide sealed squirrel cage induction motor for submersible operation in
conformance with NEMA standards for type motor specified and shall meet the
following requirements:
1. UL listed for Class I, Division 1, Group C and D explosion proof hazardous
locations.
2. Service factor of 1.15.
3. Horsepower, RPM, voltage and phase shall be as specified in the paragraph,
System Description. Nameplate horsepower rating shall not be exceeded by the
brake horsepower requirements of the specified head and capacity conditions.
4. Continuous duty submerged and 15 minutes in air at nameplate horsepower
and a minimum of 15 evenly spaced starts per hour.
5. Motors shall be capable of sustaining 15 starts per hour at a minimum ambient
temperature of 40°C.
6. Exterior hardware shall be stainless steel.
7. Class F insulation.
8. Lifting lugs of adequate strength to lift the pump and motor assembly shall be
cast into the motor housing.
9. Two moisture detector probes to detect seal failure shall be wired internally to
control cable.
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10. Two normally closed automatic reset thermostats shall be imbedded in the
motor windings to open on excessive heat stopping the motor.
11. Provide waterproof power and control cable sized to conform to NEC and ICEA
standards and adequate length to connect to the control panel. Seal cables at
motor entry point to prevent moisture from entering motor housing and cable
wicking.
12. Motor shall not overload throughout the pump -operating curve.
13. Motor to be rated for VFD operation (inverter duty).
2.03 PAINTING
A. Exterior surface of pump and motor shall receive as a minimum the following paint
system at the factory:
1. SSPC-SP6, Commercial Blast Cleaning
2. One coat of Modified Alkyd Enamel to a minimum 2 mils dry film thickness.
2.04 INSTALLATION SYSTEM
A. Provide a rail mounted installation system consisting of stainless steel guide rails,
upper rail guide bracket, sliding bracket, intermediate rail guide bracket(s) (for rails
over 20 ft), and a discharge connection elbow. System shall be of the size and type
standard with the pump manufacturer for pump type to be supplied and shall not be
used to support the weight of the pump. Stainless steel sliding guide bracket shall
be an integral part of the pump unit. Discharge connection elbow and piping shall be
permanently installed in the wet well. Pump shall be automatically connected to the
discharge connection elbow when lowered into place and shall be easily removed
for inspection and service without entering the wet well.
B. Lifting cable: Provide a pump lifting system for each pump station as noted below.
1. Reclaimed Water Pump Station — Portable Hoist
a. Provide one stainless steel portable hoist at pump station with reach as
required for the safe removal of each pump.
b. Hoist shall have a capacity of 150 percent of equipment weight and
capable of 360-degree rotation.
c. Hoist shall have winch with quick disconnect cable anchor for receiving
stainless cable with swagged ball end.
d. Provide lifting cable for each pump and trash basket. Lifting cable shall be
stainless steel with snap hook on pump / trash basket end and swagged
ball on winch end. Cable shall have sufficient length to reach from installed
equipment to lifting winch.
e. Provide number of floor mounted stainless steel sockets at each pump
station as required for the removal of the equipment.
f. Portable hoist shall be as manufactured by Halliday Products, Thern Inc.,
or Wallace B E Products.
2. Holly Ridge Pump Station — Jib Crane, See Section 14650
3. Summerhouse Pump Station — Monorail and Trolley, See Section 14301
2.05 CONTROL SYSTEM
A. General
1. All pumps with variable frequency drives (VFDs) with one or two duty and one
standby. Normal operation will be to alternate duty between the pumps based
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on a programmed sequence so that all pumps are operated on a rotation basis.
Duty pump alternation will occur if pumps are in Auto mode
2. The operator shall have the ability to adjust level set points (at the control panel
PLC).
a. Pumps off level (all pumps).
b. Pumps low level alarm (all pumps).
c. Wet well maintain water level.
1) Start Pump 1 and maintain level.
2) Start Pump 2 and maintain level.
d. Wet well high level (high level alarm and start back-up float control).
e. Minimum motor turn down speed for each influent pump (should all be set
equal).
3. When pumps are in Auto mode, the pump control shall be by the Control Panel
PLC.
4. Alternative sequence of operation methodology for start and speed control logic
can be proposed to the Engineer for review and approval.
5. Variable Frequency Drive provided for each motor drive shall be in a free-
standing enclosure and are not included in the control panel. See Section
16420 — Motors, Drives and Starters for VFD specifications.
B. Sequence of Operation
1. Pump operating mode to be set by HOA switch for each pump.
2. HAND mode. Pump shall operate when turned in the hand mode. Pump shall
stop when selector switch is switched to OFF.
3. OFF mode. Pump shall be off.
4. Auto mode.
a. The pressure transducer shall provide the PLC with wet well liquid level
and the PLC shall set VFD speed to maintain operator set maintain level.
b. Normally, one pump shall operate and adjust speed to maintain the wet
well "Maintain" level set point.
c. If one pump is operating at full speed and the wet well level continues to
rise, the second pump will be called to operate at an operator adjustable
"2nd Influent Pump Start" wet well level. When two pumps are in operation,
they shall each operate at the same speed to maintain level.
d. If the level continues to rise to the High Level, the High Level Alarm shall
be triggered and float back-up mode initiated.
e. If Pumps Low Level Alarm level is reached, the Low Level Alarm shall be
triggered.
C. Float Backup Control: The pump control panel shall have a five —float back-up
control system that is independent of the PLC. The float levels shall be positioned
above/below the set points for the primary level transducer. Backup float control is
initiated with when the wet well reaches the High Level float.
1. While the system is operating in the backup float control mode, the PLC and
primary level transducer control will be disabled. Influent and EQ pumps are
called to start by the activation of the floats. Floats:
a. Pumps off level (all pumps) float
b. Pumps low level alarm (all pumps) float
c. Start 1 st Pump float
d. Start 2nd Pump float
e. Wet well high level and alarm float
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2. Upon activation of the 1st Pump float, the first duty Pump will immediately start.
Upon activation of the 2nd Pump float, the second duty Pump shall start. Pumps
will run at full speed.
3. All pumps operating will continue to operate until the wet well water level drops
below the PUMPS OFF float and then all pumps will shut down.
4. Pumps will continue to operate in float backup control until the system is
manually reset using the FLOAT BACKUP RESET pushbutton on the control
panel.
D. Control panel shall be a NEMA 12 steel enclosure with a front enclosure door. Panel
shall be UL labeled, as a complete unit, following assembly. Panel shall include, but
not be limited to, the following items:
1. Enclosure door shall be provided with steel clamps and provisions for
padlocking or shall be equipped with a three-point latching mechanism
operated by an oil -tight key -locking handle.
2. Alternator relay to alternate pumps between successive starts.
3. Mount the following devices on panel enclosure door:
a. Hand -off -automatic (H-O-A) control switch for each pump.
b. Non-resettable elapsed time meter for each pump. Meter shall read in tenth
of hours through 99,999 hours total time.
c. Float backup reset pushbutton.
4. Mount operating and warning lights on the enclosure door for the following.
Color indicates required lens color.
a. Power on (white).
b. High water level (red).
c. For each pump.
1) Running (green).
2) Seal failure (red).
3) Thermal overload (red).
5. Provide alarm horn and light (red) mounted on exterior of the electrical building
housing the influent/EQ pump panel. Horn sound level shall be a minimum of
100 decibels at 10 feet. Provide horn silence switch on panel. All control panels
in the electrical building from other process units shall be connected to this horn
single horn and alarm light.
a. In the event of a power loss at the pump station or a failure of the
automatically activated stand-by generator, the alarm system shall be
operated from a battery back-up power source. Battery back-up power
source shall be provided with continuous charge. No alarm relays or
indicator lights (except the alarm silence relay and alarm light) shall be part
of the battery charging circuit.
b. At a minimum, the following conditions shall be monitored by the system,
and each shall cause activation of the audible and visual alarms:
1) Loss of power supply.
2) Pump failure for each pump for seal failure or thermal overload.
3) High water level.
4) Loss of telemetry transmission line. Provide contacts for signal from
telemetry system.
6. Auxiliary contacts for remote signal for the following:
a. Pump run status for each pump.
b. High water alarm.
c. Pump failure alarm for each pump.
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d. Loss of power.
7. Provide laminated plastic labels to identify all control components.
8. Provide a plastic laminated electric diagram with wire / terminal numbers and
color codes permanently fastened to inside of enclosure door.
E. Switches, push buttons, and indicator lights shall be oil tight / watertight units. Lights
shall be push -to -test type.
F. Wire shall be sized as required for load and application according to NEC. Wiring shall
be neatly bundled and continuous from point to point. Wiring shall be totally accessible
with permanent marking on each end to match the schematic drawing. Control and
signal wire shall be a minimum of #14 AWG, stranded, 90 degree insulated and color -
coded. Color coding shall be as follows:
1. Red AC control
2. Blue DC control
3. Yellow External source control
4. White AC neutral
5. Green Ground
G. Provide UL listed mercury float switches encapsulated in buoyant waterproof housing
with sufficient cable to extend to control panel. Float and cable shall be designed and
manufactured for use in a sewage wet well environment. Sensor levels shall be field
adjustable.
H. Conduits running into wet well shall have a positive seal in accordance with NFPA 70.
2.06 PROGRAMMABLE LOGIC CONTROLLER (PLC)
A. The PLC shall be off -the -shelf commercially available as a non-proprietary device
programmable and available for purchase by all Systems Integrators.
B. The PLC shall be by Allen Bradley CompactLogix or approved equal.
C. The PLC shall provide all of the local inputs and outputs required per the RTU
schedule.
D. The PLC shall have all electronic components housed in a card rack. The card rack
components shall be plug-in and interchangeable without calibration and be
mounted for easy operator access.
E. Each card rack assembly shall contain its own plug-in power supply. Card edge
connectors and their mating edgeboard connectors shall be gold plated or gold
flashed. All 1/0 wiring shall be accomplished via plug-in terminal blocks.
F. The PLC shall have at a minimum the following specific performance requirements:
1. Basic processing time of 22ns per instruction.
2. Program Size: 128K instructions
3. RAM size: 64 M bytes
4. Flash Memory size: 128 Mbytes
G. The discrete input cards shall provide a maximum of 32 optically isolated inputs per
card. The input card shall provide a 24 VDC excitation to remote sensors and
switches.
H. The discrete output cards shall provide a minimum of 4 relay isolated contacts wired
to PLC clamps or plug-in relays located in the PLC panel. The contacts from plug-in
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relays shall be wired to terminal blocks for interfacing with remote devices and
remote panels.
The PLC shall contain the total number of analog 1/0 points as indicated in the RTU
Schedule. Analog 1/0 shall include 0-5 VDC input, 0-5 VDC isolated input, RTD
thermocouple input, 4-20 mA isolated input and 4-20 isolated output. Each analog
shall be converted to digital with 12 bit resolution, then automatically scaled, without
making manual calculations or entering constants, by the unit's CPU to either a 10
bit or 12 bit for transmission. Signal conditioners shall be provided to convert signals
to a 4-20 mA signal where necessary.
J. The PLC shall have at a minimum the following communications requirements:
1. One (1) Ethernet Port
2. One (1) Serial Port
K. All 1/0 modules shall be individually replaceable without removing power to the unit.
L. Power supply shall be 120 VAC.
M. The PLC programming software shall be compatible with the IEC 1131-3 standard
protocol.
2.07 PRESSURE GAUGES
A. Pressure gauges shall meet the following requirements:
1. Use: Pressure reading for sanitary sewer force main.
2. Liquid fill: Glycern
3. Dial: White aluminum with black markings.
4. Dial size: 4 inch minimum.
5. Case & Ring: Aluminum
6. Accuracy: 1/2 % of full scale (Grade 2A).
7. Stem connection: Back.
8. Gauge reading: Combination reading in psi and feet of water (ft) with range as
follows:
a. Holly Ridge: 0-160 psi (0-370 ft)
b. Summerhouse: 0-100 psi (0-231 ft)
c. Reclaimed Water: 0-60 psi (0-139 ft)
9. Equipped with a stopcock and a diaphragm isolator for use with sewage.
10. Mounted on piping in the valve box. Provide accessories as necessary so
gauge shall face up with numbers reading towards access hatch.
B. Provide a 1/4-inch tap on each effluent pipe for pressure gauge.
2.08 ACCESS HATCH
A. Provide access hatches in conformance to the following requirements:
1. Size as indicated on the Drawings. The size on the Drawings is for the required
minimum clear opening. Unless specifically indicated on the Drawings the doors
can be single or double door as required for opening size.
2. Frame shall be aluminum extrusion and aluminum checkered tread plate for the
door(s). Frame shall be equipped with necessary anchors for setting in
concrete. Hinges, nuts, bolts, and washers shall be stainless steel and tamper
proof from outside.
3. Design and construct hatches for a minimum 300 lb. live load unless an H2O
load is indicated on the Drawings.
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4. Provide the following:
a. Bituminous coating at locations, which will have contact with concrete.
b. Waterproof hatch where indicated on the Drawings.
c. Positive open door latch.
d. Retractable lifting handle.
e. Double doors shall be interlocked.
f. Padlocking provision. Provide lock for each hatch and keyed alike for
multiple hatches.
g. Provide a stainless steel interior automatic slam lock with an interior
operating handle. The lock shall be operated from the outside by a
removable handle key.
h. Provide doors requiring greater then a 50 lb lift with a stainless steel spring
assist.
5. Hatches shall be of one manufacturer.
2.09 YARD HYDRANT
A. For Summerhouse Pump Station, provide a non -freeze, self draining, post type yard
hydrant with wheel handle operator. Interior parts and casing shall be bronze with
cast aluminum casing guard. Seat washer shall be replaceable. Drain port shall be a
minimum of 1/8-inch diameter. Hydrants shall have a 3/4-inch hose bib and a 3/4-
inch inlet.
2.10 SIGN
A. Provide a metal sign
shall be a minimum
read "Owner's name
number."
PART 3 EXECUTION
mounted on the fence at the gate to the pump station. Sign
of 18 inches square and white with blue lettering. Sign shall
Name of Station Pump Station, Emergency Contact Phone
3.01 WET WELL AND VALVE VAULT
A. Wet Well Testing
1. Test wet well for water -tightness. Perform water -tightness test in the presence
of the Engineer.
2. Water -tightness test shall be in accordance with ACI 350. IR "Testing
Reinforced Concrete Structures for water -tightness." Plug influent line and fill
wet well with water to 6-inches below the force main pipe. Allow water to sit for
24 hours to allow for absorption by the concrete. There shall be no loss of water
over a 24 hour period. If the water level has dropped the test may be run again
at the Contractor's option. If the test fails a second time, the interior of the wet
well shall be coated with water proofing compound and the wet well retested.
3. Vacuum test may be used upon approval of the Engineer. Test shall meet the
requirement for manhole testing as indicated in Section, Sanitary Sewer
Systems.
4. Submit record of test signed by the Contractor.
3.02 WATER SERVICE TO PUMP STATION SITE
A. Provide water service to the pump station site as indicated on the Drawings. The
service shall include, but not be limited to, the tapping of the existing water main,
installation of the service piping, meter box, backflow preventer and yard hydrant.
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B. Yard hydrant shall be as indicated on Drawings.
3.03 INSTALLATION
A. Install pumps in accordance with manufacturer's installation instructions.
B. Level base.
C. Provide electrical work in accordance with Division 16. Coordinate electrical service
to site with local power company.
D. Mount pressure gauges as described above.
3.04 START UP SERVICES
A. Provide the services of manufacturer's representative to check the pump station
installation, supervise initial start up, and instruct Owner's personnel in proper
operation and maintenance of the pumps and appurtenances. A minimum of two
separate trips to the site will be required, each consisting of a minimum of one 8
hour working day. Regardless of the time spent at the site, services will not be
considered complete until the pump station operates as intended for a minimum of
one (1) week of operation.
B. Operate pump station under actual field service to demonstrate that all equipment
performs to the specified criteria flow capacity and head conditions. During the field
test, make adjustments as necessary for proper operation. Adjust impeller size as
necessary to meet field conditions.
C. Manufacturer's recommended start up tests shall be performed according to the
installation schedule. Start up tests shall include the following as a minimum:
1. Data for each pump under operating conditions:
a. Amperage reading.
b. Pressure head reading.
c. Drawdown flow test.
2. Pull out each pump and reinstall using guide rails and hoist.
3. Test alarm condition for high flow.
4. Test auxiliary contacts.
5. Test float control system.
D. Submit copy of tests and checks performed in the field, complete with recordings,
where applicable, to the Engineer.
3.05 PAINTING
A. Provide touch up of exterior paint system as appropriate.
END OF SECTION
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Contract 1: Transmission