WQ0041087_Alternative Sewer Extension_20191028

ENGINEERS • SURVEYORS • PLANNERS
VIA MAIL AND EMAIL
Mr. Monti Hassan
NCDEQ-Peres Unit
1617 Mail Service Center
Raleigh, NC 27699 RE:
Dear Mr. Hassan:
October 28, 2019
200 Barbara Avenue
WQ0041087 Sewer Extension
Please find enclosed the following items as related to the WQ0041087 Sewer Extension for
the above referenced project.
1. Two (2) Copies of the Alternative Sewer Extension Application (Pg. 5)
2. Two (2) Copies of Plan Sheet
3. Two (2) Copies of Buoyancy Calcs.
4. Two (2) Copies of Specifications
5. Two (2) Copies of Pump Station Calcs.
6. Mr. Roche was the commander and proper signing authority of the FTSE Form.
7. Profile view added to plans, there are no utilities or land features near the extension.
8. Calcs for storage capacity and buoyancy added.
9. Amendment for specifications added.
10. All calcs and plans are signed and sealed. RECEIVED
If you have any questions or need additional information, please contact me. NOV 0 4 2019
Sincerely, NCDEO/DWR/NPDES
PARKER & ASSOCIATES, INC.
4P� "We
Anthony G. Moctezuma
Staff Engineer
AGM/brs CF (P), LAM
Secretary. C2.Forms.200BarbaraAve. Letter. Hassan. SewerExtension.200BarbaraAve.10.28.19
306 New Bridge Street I P.O. Box 976 1 Jacksonville, NC 28541-0976 1 [phone]
Firm License Number F-0108 I www.parkeriacksonville.com

IX. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T, the Minimum Desn Criteria_ for the Permitting of yAmp Stations
and Force Mains lay test version),, and the Gravity Sewer Minimum Design Criteria tlatest versions as applicable?
® Yes ❑ No
If No, complete and submit the Variance/Alternative Design Request application (VADC 10-14) and supporting documents
for review. Approval of the request is required prior to submittal of the Fast Track Application and supporting
documents.
2. Professional Engineer's Certification:
,,,_._,Jason A. Houston, P.E. attest that this application for
(Professional Engineer's name from Application Item III.1.)
200 Barbara Avenue
(Facility name from Application Item H.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with this application package and its instructions, as
well as all applicable regulations and statutes. Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed $10,000, as well as civil penalties up to $25,000 per violati ` �%%I l I111///s
North Carolina Professional Engineer's seal, signature, and date:`��pQ; <�Egsi®��'�.�
a SEAL r
• 34978
r •
Applicant's Certification per 15A NCAC 02T .01061b1:
I David M. Mohr, P.E. CA3 G 1at�Z%A& � � attest that this .. application for
(Signature Authority's name & title from Application Item I.3.)
200 Barbara Avenue
(Facility name from Application Item I1.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of
wastewater from this non -discharge system to surface waters or the land will result in an immediate enforcement action that
may include civil penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of
Water Resources should a condition of this permit be violated. I also understand that if all required parts of this application
package are not completed and that if all required supporting information and attachments are not included, this application
package will be returned to me as incomplete. As the permittee for the pressure sewer system. I understand I will be
required to own, maintain, and operate all individual pump stations.
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 aWivil penalties up to $25,000 per violation.
Signature: �.- I tDr-- _ Date: J 9
FORM: ASEA 04-16 Page 5 of 5

IX. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T, the Minimum Design Criteria. for. the Permitting of Pump Stations
and Force Mains ilatest version), and the Gravid Sewer Minimum Design Criteria I latest_ version) as applicable?
9 Yes ❑ No
If No, complete and submit the Variance/Alternative Design Request application (VADC 10-14) and supporting documents
for review. Approval of the request is required prior to submittal of the Fast Track Application and snorting
documents.
2. Professional Engineer's Certification:
I, Jason A. Houston, P.E.
(Professional Engineer's name from Application Item IR.1.)
200 Barbara Avenue
(Facility name from Application Item 11.1.)
attest that this application for
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 1.43-215.6A and 143-215.613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed $10,000, as well as civil penalties up to $25,000 per violati ° >®.%l I I I I I///./"
9%Aw
North Carolina Professional Engineer's seal, signature, and date:`��QQ; •FESS/®-��.9
SEAL �r
t 34978 '
v
Applicant's Certification per 15A NCAC 02T .0106ib1:
I David M. Mohr, P.E.,J G1,.31�12�r,C� attest that this ..!_. application for
(Signature Authority's name & title from Application Item I.3.)
200 Barbara Avenue
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of
wastewater from this non -discharge system to surface waters or the land will result in an immediate enforcement action that
may include civil penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of
Water Resources should a condition of this permit be violated. I also understand that if all required parts of this application
package are not completed and that if all required supporting information and attachments are not included, this application
package will be returned to me as incomplete. As the permittee for the pressure sewer system. I understand I will be
required to own, maintain, and operate all individual pump stations.
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 aWivil penalties up to $25,000 per violation.
Signature: Dr— Date: b Z/ -zm J 9
FORM: ASEA 04-16 Page 5 of 5

TECHNICAL SPECIFICATIONS
FOR
SEWER EXTENSIONS
TO SERVE
200 Barbara Avenue
ONSLOW COUNTY, NORTH CAROLINA
OWNER:
Michael Griffiths
Jacksonville, North Carolina
AR0
•'FESSj ; 14,
July 2019 o'�'.�
Revised October 2019 ' 4 SEAL o =
34978 —
RECEIVED
NOV 0 4 2019
NCDEQIDWRINPDES
rlDDTJACKSONVILLE,
AR KER & ASSOCIATES, I N C
NORTH CAROLINA
[phone] 1 306 New Bridge Street I P.O. Box 976 1 Jacksonville, NC 28541-0976
Firm License Number F-0108 I www.parkeriacksonville.com

PROJECT INFORMATION SHEET
191t1m,41191114
Michael Griffiths
200 Barbara Avenue
Midway park, NC 28544
Contact Person: Mr. Michael Griffiths, Owner
[phone]
ENGINEER:
Parker & Associates, Inc.
P. O. Box 976
Jacksonville, North Carolina 28541-0976
Contact Person: Mr. Jason A. Houston, P.E., President
[phone]
UTILITY:
Onslow Water & Sewer Authority
228 Georgetown Road
Jacksonville, NC 28540
Contact Person: Mr. David M. Mohr, PE, Engineering Director
[phone]

TABLE OF CONTENTS
Item
Project Information Sheet
Pages
1
Construction Staking Quality Assurance / Jobsite Safety 1
Did You Know? — Natural Gas Information 1
Sanitary Sewer Leakage Testing — Section 33 0130 1 1-3
Force Mains — Section 33 34 00 1 — 12
Utility Manholes and Structures- Section 33 05 14 1-8
Grinder Pump Station Installation- Section 33 32 16.13 1 —12
Supplement for Leakage Testing (6.04 D) 1
Secretary.c2.2019.Forms.200BarbaraAve.Specs.Hassan. SewerExtensionsSpecs.RevisedOct.10.28.19

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g
a isart underground natural gas
line near you
Piedmont Natural Gas is an energy services
company primarily engaged in the distribution of
natural gas to, over one million residential, commercial
and Industrial utility customers In North Carolina,
South Carolina and Tennessee. Natural Gas pipeline
markers containing contact phone and emergency
Information indicate the presence of underground
utilities but may not be posted In many areas
throughout the system. For more pipeline location
information, call your state One -Call center or see
the National Pipeline Mapping System online at
h :1/www,n ms, hmsa.dot: ov
Pipelines are the safest method of
transportation for natural gas.
According to the National Transportation Safety
Board, pipelines are the safest mode of transportation.
Piedmont Natural Gas, with years of safe.and
continuous service, is committed to meeting or
exceeding all local, State, and Federal natural gas pipeline
safety regulations.
Most pipeline accidents occur when
individuals or companies are not aware
Of the I®cation of buried utilities
Brightly -colored natural gas pipeline markers indicate burled
utilities are nearby, but they do not always indicate
the exact location and depth of the pipeline. Markers
are generally located at road, railway and river
crossings and along fence lines and property boundaries,
but pipelines do not atways run in a straight line and markers
may not be present in certain areas. It is very Important
to CALL 811 BEFORE YOU DIG. 811 Is a federally -
mandated number designated by the FCC to consolidate
all local "Call Before You Dig" numbers and help save
lives by minimizing damages to underground utilities.
SAFETY TAK TE�IMR��Ri�
Identify Potential Hazards
Natural gas is odorless, colorless, and lighter than
air. If released, natural gas will rise and diffuse with
air rapidly. The "natural gas smelr' (rotten -egg -like)
most people associate with natural gas is an odorant
added by local gas utilities to assist In leak detection.
DiD YOU KNOW?
If you suspect a leak, Immediately leave the area on
foot and call appropriate emergency contacts as
outlined In this brochure.
-lowto recognize a leak
use your senses of sight and smell to help recognize
the situation.
° A "natural gas smell" or rotten -egg -like smell
Dust, water, bubbles, or vegetation blowing
into the air or around a pipeline
Discolored or dead vegetation near the pipeline
° A shrill blowing or hissing sound
` Bubbling in a wet area, marshland, river or creek
° A dry spot In a molst field
Fire apparently coming from the ground or
burning above the ground
Impact of laved use a --in construction- _
practl'�es on safety
`Always survey the area for evidence of pipeline
right-of-way markers prior to any excavation or
construction operations.
" Always contact the state One -Call service in
advance of beginning any digging, drilling, ditching or
constructing work no matter how small the project.
Waft for appropriate personnel to mark the specific
location of the pipeline and then proceed with care.
Check with your local public officials about any
future land use plans In the area of your project.
�ccidants - _
If 08m898 occurs to our pipeline, it Is Important that we
are Informed Immediately for Inspection, evaluation, and
repairs. Earthquakes, wash -outs, lightening, drilling
or blasting near the right-of-way may cause unseen
damage to a pipeline. Even a minor dent can cause
deterioration of the protective coating and present
a potential hazard in the future.
Protect Yourself An Informed public is an essential component of safe natural
gas pipeline operations. In addition to the safe practices
outlined below, please obtain more detailed information
from the Piedmont Natural Gas web site;
WWW.pledmontng.com as well as other related
resources listed In this brochure.
to you suspect a leak or Imminent danger)
if /gnlBon has NOT occurred...
Turn off machinery or equipment In the Immediate area
Leave on foot and clear other people area away from the
" PIEDMONT NATURAL GAS 24-HR EMERGENCY
PHONE; 800.752.7504
" If you feel danger is posing an imminent threat, call 911
ff igrglffOn HAS occurred...
° Safely remove yourself and others from the area of
the burning natural gas
° CONTACT 911 EMERGENCY RESPONDERS
° Do NOT light a cigarette or smoke in the area
Do NOT start an engine or drive near the area of the
leak
Do NOT cause any friction that could cause a spark
Do NOT attempt to operate valves on the pipeline
" Do NOT attempt to extinguish the burning natural gas
q
ponsibilities of the Pi engne ® oratorline operations and maintenance activities are
required to follow industry -wide policies and procedures
and established best practices. Piedmont Natural Gas
Participates In the One -Call system and rigidly performs a
broad range of safety precautions Including aerial and
ground leak patrols, natural gas sampling, preventative
maintenance, the installation of pipeline markers, and the
planning of emergency response procedures.
In accordance with federal regulations some areas near
Pipelines are designated as High Consequence Areas.
For these areas, supplemental hazard assessment and
Prevention programs, known as Integrity Management
Programs, have been developed. For more information
about these plans contact the Customer Information
Center at 1-800-752.7504,
cl/Form-ap—i ..n, ._

SECTION 33 05 13
UTILITY MANHOLES AND STRUCTURES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
Precast reinforced concrete manholes and structures with tongue -and -groove joints with
masonry transition to frames, lids, grates, anchorage, and accessories.
Cast -in -place concrete manholes and structures with masonry transition to frames, lids,
grates, covers, anchorage, and accessories.
Structure connections to existing public utility lines.
Bedding and backfill materials.
B. Related Sections:
1. Section 09 96 59 — Protective Lining for Concrete Exposed to Severe Wastewater
Environment
2. Section — Trenching3l 23 16.13
3. Section 33 0130 — Operation and Maintenance of Sewer Utilities
4. Section 33 1100 - Water Utility Distribution Piping
5. Section 33 12 13 — Water Service Connections
6. Section 33 31 13 — Gravity Sewers
7. Section 33 34 00 — Force Mains
8. Section — Submersible Pumps43 25 00
9. Section — Self -Priming Centrifugal Pumps43 23 00
1.2 DEFINITIONS
A. Owner: Onslow Water and Sewer Authority - ONWASA
1.3 SUBMITTALS
A. Product Data: Submit data on manholes and structures, manhole frames and lids, access
hatches, accessories, component construction, features, configuration, dimensions, and joint data.
B. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
C. Project Record Documents: Record actual locations of manholes and structures with rim and
invert elevations.
D. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
Manufacturer's Installation Instructions: Submit special procedures for precast concrete valve
vaults and meter boxes installation.
1.4 CLOSEOUT SUBMITTALS
A. Project Record Documents: Accurately record actual locations and inverts of buried pipe,
components and connections.
1.5 QUALITY ASSURANCE
A. Obtain precast concrete utility structures from single source.
Perform Work in accordance with Sections 825, 840, and 1525 of NCDOT Standard
Specifications.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-1
REVISION 3, May 19, 2016

1.6 QUALIFICATIONS
A Manufacturer: Certified by NPCA Plant Certification Program prior to and during Work of this
section.
B. Installer: Company specializing in performing work of this Section with minimum five years'
experience.
C. Design of cast -in place and custom utility structures shall be certified by a Professional Engineer
experienced in design of this Work and licensed in the State of North Carolina.
1.7 DELIVERY, STORAGE AND HANDLING
A Comply with precast concrete manufacturer's instructions and ASTM C913 for unloading, storing
and moving precast manholes and drainage structures.
B. Store precast concrete manholes and drainage structures to prevent damage to Owner's property
or other public or private property. Repair property damaged from materials storage.
C. Mark each precast structure by indentation or waterproof paint showing date of manufacture,
manufacturer and identifying symbols, and numbers shown on Drawings to indicate its intended
use.
1.8 ENVIRONMENTAL REQUIREMENTS
A. Masonry Work: Maintain materials and surrounding air temperature to minimum 50 degrees F
prior to, during, and 48 hours after completion of masonry work.
B. Cold Weather Requirements: ACI 530/530.1.
1.9 WARRANTY — WATER -PROOFING
A. Provide a written 5-year material warranty issued by the membrane manufacturer upon
completion of the work
PART 2 PRODUCTS
2.1 PRECAST REINFORCED MANHOLES AND STRUCTURES
A. Concrete Base: Precast or cast -in -place as shown on the Drawings.
B. Precast Concrete Manhole and Vaults-
1 Reinforced precast concrete in accordance with ASTM C478
2. Joints shall be watertight and designed for cold -applied sealing compound conforming to
ASTM C478 specifications
3. Use flexible connectors with dual stainless steel pipe clamps meeting ASTM C923 for all
pipe diameters.
4. Wall Thickness: Minimum wall thickness for manholes shall be 5 inches. Minimum wall
thickness for vaults or similar structures shall be 6 inches
5. All precast manholes shall be certified as sufficient for the service condition.
6. All exterior joints shall be sealed with a polyolefin-backed exterior joint wrap in conformance
with ASTM E-1745, ASTM C-877, and ASTM C-990
7. Butyl rubber gasket sealing compound shall be CPS-210 as manufactured by Concrete
Products Supply Company or CS 102 as manufactured by Concrete Sealants.
8. Manholes shall be set on crushed aggregate of at least 8-inches in depth.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 05 13-2
REVISION 3, May 19, 2016

9. All pinholes, interior joints, and crevices shall be filled with hydraulic cement to provide a
smooth interior surface.
10. All manholes and structures shall be designed to prevent flotation when empty
11. All manholes and structures shall have extended base of at least 6 inches.
12. Manholes and structures should not include steps.
13. All manholes and structures shall be designed for H-20 loading.
2.2 CAST -IN -PLACE CONCRETE
A. Concrete: Class A Concrete conforming to Section 1000 of the NCDOT Standard Specifications.
1. Compressive strength of 3,000 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.532 with angular aggregate.
4. Maximum slump of 3 Y2-inches for vibrated concrete and 4-inch for non -vibrated concrete.
5. Minimum cement content of 564 pounds per cubic yard for vibrated concrete and
602 pounds per cubic yard for non -vibrated concrete.
2.3 ACCESSORIES
A. Manhole Rings and Covers: Grey cast iron, ASTM A48, Class 30B or 35B; size and shape as
indicated on the drawings.
1. Minimum Total Weight: 300 lbs.
2. Minimum Weight of Cover: 120 lbs.
3. Type: Standard or Gasketed, as indicated on the schedule.
4. Cover shall have "SANITARY SEWER" or "WATER", as applicable, cast onto the face.
5. Domestically cast
6. Designed for H-20 loading
B. Sewer Guard manhole inserts shall be used on all manholes. Sewer guards shall be made of
high density copolymer that meets the requirements of ASTM 1248, Class A, Category 5. The
insert gasket shall be made of closed cell neoprene and shall have a pressure sensitive adhesive
on one side. Ventilation shall be provided by insert gas relief valve that will vent at 1 psi. The
relief valve shall have a water leak rate no greater than 5 gallons per 24 hours. The insert must
have a handle attached to the bowl with stainless steel hardware.
C. Aluminum Access Hatches:
Aluminum access covers of the size shown shall be installed at locations indicated on the
Drawings. Covers shall be type Series W1S by Halliday Products or TPS as manufactured by
U. S. Foundry and Manufacturing Corporation. If the structure is located in a NCDOT
maintained area, the access hatch shall be as approved by NCDOT.
Door leafs shall be'/<" thick aluminum floor plate reinforced to 300 psf live load. The frame
shall be an extruded aluminum channel section with a continuous integral anchor flange and
odor reduction gasket. An aluminum frame skirt shall be welded to all four sides of the frame
to eliminate wood formwork. The frame shall drain water out through a 1 '/" pipe coupling.
The access door shall be equipped with a stainless steel watertight slamlock and removable
handle. The door shall open to 90 degrees, lock automatically in that position, and have a vinyl
grip release handle. Hinges shall be all stainless steel with tamper proof stainless steel bolts
and nuts, and be removable for maintenance after the access door is cast in place. Wing of
the hinges shall not cut through the bearing edge of channel seat. The door shall be equipped
for a staple for padlock. The access door shall be furnished with a mill finish and a black
bituminous coating which shall be applied by the manufacturer to the exterior frame that is in
contact with concrete. Provide stainless steel safety chains and 1" removable schedule 40
aluminum pipe for use while doors are open.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-3
REVISION 3, May 19, 2016

3. Access hatches shall be equipped with aluminum fall -through protection grating panels as
manufactured by Halliday Products, Inc. or US Foundry and Manufacturing. Safety nets are
prohibited.
D. Grout: Non -shrink, non-metallic in accordance with Section 1054 of NCDOT Standard
Specifications with a compressive strength of at least 5,000 psi at 3 days.
E. Strap Anchors: Stainless steel capable of supporting pipe or accessories indicated on Drawings,
minimum 2-inch wide and 10-gauge
F. Geotextile Filter Fabric: Install geotextile filter fabric as indicated on the Drawings that conforms to
Type 1 Engineering fabric in accordance with Section 1056 of NCDOT Standard Specifications;
non -woven, needle punched, non -biodegradable, and rot -proof.
G. Protective Interior Lining System (install as indicated on the Plans):
The interior walls shall be coated as specified in Section 09 96 59 — Protective Lining for
Concrete Exposed to Severe Wastewater Environment.
All coatings shall be applied after installation of the manholes or structures is completed.
2.4 PIPING
A. All piping shall be as specified in the applicable piping specification.
B. Gooseneck Vent:
Fabricate from carbon steel or ductile iron pipe and fittings.
a. Carbon Steel Pipe and Fittings:
1) Pipe: ASTM A53, Grade B, Schedule 40.
2) Joints: Beveled ends for electric resistance weld.
3) Fittings: Welded; ASTM A234, Grade WPB.
4) Flanges: Carbon steel, 150 pound, flat face, ASTM A105.
b. Ductile Iron Pipe and Fittings:
1) Pipe: AWWA C115, flanged joint.
2) Fittings: AWWA C110 or AWWA C153.
3) Joints: Appendix A of AWWA C115, and ANSI B16.1, Class 125.
4) Flanges: Ductile iron with zinc -plated bolts and nuts.
2. Provide outlet with stainless steel insect screen held in place between two flanges.
2.5 DROP CONNECTIONS
A. All manholes that require a drop connection shall be a minimum 5-foot inside diameter-
B. An inside drop assembly, in accordance with ONWASA's Standard Detail, shall be provided for a
sewer entering a manhole at an elevation greater than 2.5 feet (30 inches) above the manhole
invert, or as indicated in the Plans. Where the difference in elevation between the incoming sewer
and the manhole invert is less than 2.5 feet (30 inches), the invert shall be filleted to prevent solids
deposition.
C. Inside drop connections shall be secured to the interior wall of the manhole as indicated in the
Detail and access shall be provided for cleaning.
D. Outside drop assemblies are not permitted.
2.6 CONFIGURATION
A. Provide size and shape as indicated on Drawings.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 05 13-4
REVISION 3, May 19, 2016

B. Foundation Slab: Cast -in -place or precast reinforced concrete integral with bottom section, level
top surface.
2.7 BEDDING AND BACKFILL MATERIALS
A. Bedding: Clean course aggregate Gradation No. 57 conforming to Sections 1005 and 1006 of the
NCDOT Standard Specifications.
B. Backfill around Structures: As specified in Section 3123 17 -Trenching.
PART 3 EXECUTION
3.1 GENERAL: Entire project site shall be in strict accordance with OSHA Regulations.
3.2 PREPARATION
A. Prior to Start of Construction:
1. Materials will be checked at the site of construction to verify conformance with approved materials.
Any materials not in accordance with ONWASA Standards or approved by the Technical
Operations Supervisor, or his/her designee, at the job site will not be assumed for use.
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 not relieve the CONTRACTOR of
his responsibility to provide a completed final product that meets the requirements of the plans and
specifications. Any inferior materials discovered will be replaced without charge for rework to the
OWNER.
2. ONWASA requires a minimum of forty eight (48) hours' notice before construction is to begin so
that ONWASA can schedule construction inspection for the work. Should work for any reason be
temporarily discontinued, the CONTRACTOR shall notify ONWASA at least twenty-four (24) hours
in advance of resuming operations.
B Surveys, Lines and Grades:
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 construct the project in accordance with the
contract requirements. The CONTRACTOR shall carefully preserve all reference points or existing
survey markers and in the case of willful or careless destruction thereof, the CONTRACTOR shall be
charged with the resulting expense, and shall be responsible for any mistakes that may be caused by
their unnecessary loss or disturbance.
C. Traffic Flow and Safety:
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.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-5
REVISION 3, May 19, 2016

All encroachment bonds required by the Department of Transportation will be secured by the
CONTRACTOR at his own expense.
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.
D. Service Cut -Off:
1. When there are CITY OF JACKSONVILLE and ONWASA utility lines within the limits of a project.
The following procedure applies to both the CITY OF JACKSONVILLE and ONWASA.
2. The CITY OF JACKSONVILLE/ONWASA requires adherence to the following procedures prior to
shutting off service on any existing CITY OF JACKSONVILLE/ONWASA utility lines:
a. The CONTRACTOR must receive approval for shut-off from the CITY OF JACKSONVILLE
Public Utilities Director/ ONWASA Distribution/Collections Superintendent. Generally, shut-
offs must occur from 9 a.m. to 11 a.m. and 2 p.m. to 4 p.m. on weekdays.
b. After receiving approval, CONTRACTOR shall notify affected residents twenty-four (24)
hours in advance of beginning operation.
c. All valves to be closed or opened are to be operated by the CITY OF JACKSONVILLE
Public Utilities Department/ONWASA
3. If any utilities are damaged and service interrupted, the utility OWNER (CITY OF JACKSONVILLE
or ONWASA) shall immediately be contacted and CONTRACTOR shall conduct repairs in
accordance with the utility OWNER'S specifications and requirements, in order to restore service
to the customers.
4. NO ONWASA valves are to be operated without prior approval of the ONWASA
Distribution/Collections Superintendent (910-937-7560). Except in emergency situations, the
contractor shall request approval in writing (e-mail is preferable) no less than 48-hours prior to
event, stating reason, length of outage, and number and location of customers affected.
5. Verify existing connection size, location, and inverts are as indicated on Drawings.
3.3 EXAMINATION
A. Verify items provided by other Sections of Work are properly sized and located.
B. Verify built-in items are in proper location and ready for roughing into Work.
C. Verify correct size of manhole and structure excavation.
3.4 PREPARATION
A. Coordinate placement of inlet and outlet pipe or duct sleeves required by other Sections.
B. Do not install manholes and structures where site conditions induce loads exceeding structural
capacity of manholes or structures.
C. Inspect precast concrete manholes and structures immediately prior to placement in excavation to
verify manholes and structures are internally clean and free from damage. Remove and replace
damaged units.
3.5 INSTALLATION — GENERAL
A. Excavation and Backfill:
1. Excavate and backfill for manholes and structures in accordance with Section 3123 17-
Trenching in location and to depth shown. Provide clearance around sidewalls of manhole or
structure for construction operations, backfill, and placement of geotextile filter fabric if
required.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 05 13-6
REVISION 3, May 19, 2016

When groundwater is encountered, prevent accumulation of water in excavations. Contractor
is responsible for utilizing dewatering systems in accordance with good standard practice. The
dewatering systems must be efficient enough to lower the water level in advance of the
excavation and to maintain it continuously to keep the trench bottom and sides firm and dry.
Groundwater shall not be allowed to rise around the structure until after the trench is
backfilled. Disposal of groundwater shall be disposed of in a suitable manner so as to not
cause damage to adjacent property or facilities, or be a threat to public health. Manholes shall
not be installed in a wet or frozen excavation.
Where possibility exists of watertight manhole or structure becoming buoyant in flooded
excavation, anchor manhole or structure to avoid flotation.
B. As Work progresses, install fabricated metal items.
C. Install manholes and structures at proper grade and alignment as shown on Drawings.
D. Pipes shall be flush to the edge of the performed invert.
3.6 CONNECTIONS TO STRUCTURES
A. Cut pipe to connect to structure as indicated on Drawings. Connect piping to structures through
stubs, wall castings, wall sleeves, etc., provided for same, or make an opening at the proper
elevation in the wall of the structure. Unless otherwise approved by ONWASA, all openings into
existing structures shall be core -drilled. Using pneumatic hammers, chipping guns, sledge
hammers, etc., will not be permitted.
B. In opening of structure, unless otherwise approved by ONWASA, install flexible connector with
dual stainless steel clamps meeting ASTM C923 for all pipe diameters in opening, and neatly seal
opening with non -shrink concrete grout. Make connections water -tight.
C. Where necessary, reshape the bottoms of existing structures, removing all excess grout and
manufacturing imperfections to give a smooth flow in all directions.
3.7 PRECAST CONCRETE MANHOLE AND STRUCTURE INSTALLATION
A. Install underground precast utility structures in accordance with ASTM C891.
B. Lift precast manholes and structures at lifting points designated by manufacturer.
C. When lowering manholes and structures into excavations and joining pipe to units, take
precautions to ensure interior of pipeline and manhole or structure remains clean.
D. Set precast manholes and structures bearing firmly and fully on stone bedding as required by this
Section or on other support system shown on Drawings.
E. Lower, set level, and firmly position base section before placing additional sections.
F. Assemble multi -section manholes and structures by lowering each section into excavation. Install
butyl rubber gasket joint sealant between precast sections in accordance with manufacturer's
recommendations and as required by the Specifications. The exterior of each section joints shall
be sealed with an exterior joint wrap, and interior joints shall be sealed with grout. Verify that each
section is plumb and level before installing additional sections.
G. Remove foreign materials from joint surfaces and verify sealing materials are placed properly.
Maintain alignment between sections.
H. Verify manholes and structures installed satisfy required alignment and grade.
I. Set cover frames and covers level, unless otherwise indicated, and to correct elevations. Bolt
down manhole frame and cover to top of structure unless otherwise directed by the ONWASA,
seal frame to structure with butyl sealing rope, and completely grout the ring to the top of the
manhole section
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-7
REVISION 3, May 19, 2016

Precast adjustment (grade) rings shall be used as required. No more than 8 vertical inches of
grade ring will be allowed per manhole. In the event the surrounding elevation changes due to
plan revisions or error and an adjustment of greater than 12" is required, the manhole cone
section shall be replaced with one of appropriate height, the manhole retested and coating
replaced/repaired.
K. Place concrete collar around manhole frame as indicated on the Detail.
3.8 CAST -IN -PLACE CONCRETE MANHOLE AND STRUCTURE BASE INSTALLATION
A. Prepare crushed stone bedding or other support system shown on Drawings to receive
foundation slab as specified for precast manholes and structures.
B. Erect and brace forms against movement in accordance with Section 825 of NCDOT Standard
Specifications.
C. Place foundation slab, trowel top surface level.
D. Place precast manhole sections plumb and level, trim to correct elevations, anchor to foundation
slab.
E. Install reinforcing steel as indicated on Drawings and in accordance with Section 425 of NCDOT
Standard Specifications.
F. Place and cure concrete in accordance with Section 825 of NCDOT Standard Specifications.
3.9 VERTICAL ADJUSTMENT OF EXISTING STRUCTURES:
A. Where required, adjust top elevation of existing vaults and structures to finished grades shown on
Drawings.
B. Reset existing frames, grates and covers, carefully removed, cleaned of mortar fragments, to
required elevation in accordance with requirements specified for installation of castings.
C. Remove concrete without damaging existing vertical reinforcing bars when removal of existing
concrete wall is required. Clean vertical bars of concrete and bend into new concrete top slab or
splice to required vertical reinforcement, as indicated on Drawings.
D Clean and apply sand -cement bonding compound on existing concrete surfaces to receive cast -
in -place concrete.
3.10 FIELD QUALITY CONTROL
A. Perform soil compaction tests in accordance with Section 31 23 17-Trenching.
3.11 TESTING
A. Test cast -in -place concrete in accordance with ASTM C39.
B. All final testing and inspections shall be performed in the presence of ONWASA Representative.
C. Manhole and Pump Station Wet Well Testing as specified in Section 33 01 30 — Sanitary Sewer
Leakage Testing.
END OF SECTION
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-8
REVISION 3, May 19, 2016

SECTION 33 01 30
OPERATION AND MAINTENANCE OF SEWER UTILTITIES
PART GENERAL
1.1 SUMMARY
A. Section Includes:
Leakage testing of pump station wet wells and gravity sanitary sewers for the entire length of the
Work, including service connections and manholes.
B. Related Sections:
1. Section — Utility Manholes and Structures33 05 13
2. Section 33 31 13 — Gravity Sewers.
3. Section — Submersible Pumps.43 25 00
4. Section — Self -Priming Centrifugal Pumps.43 23 00
1.2 PERFORMANCE REQUIREMENTS
A. Perform leakage testing after deflection testing, unless otherwise approved by ONWASA. If leakage
testing is performed before deflection testing, a test section failing deflection testing shall be retested
for leakage after acceptable deflection testing.
B. Sanitary sewer leakage testing is the responsibility of the Contractor, who shall provide all materials,
labor, and equipment necessary.
C. Perform with representative of ONWASA present.
D. Judgment of ONWASA's representative as to the acceptance of tests is final.
1.3 QUALITY ASSURANCE
A. The Contractor shall conduct preliminary leakage testing prior to the witnessed tests to verify the tests
will pass on the first attempt. If the Contractor schedules a required test in advance and the test is not
ready to begin at the scheduled time, the Contractor will be required to reimburse ONWASA for all
costs associated with the delay.
B. Notify ONWASA 72 hours in advance of tests and have tests witnessed.
C. Perform leakage testing in accordance with the following applicable ASTM Standards and the
requirements of this Section.
1. ASTM F1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines
using low-pressure air
2. ASTM C828 - Standard Test Method for Low -Pressure Air Test of Vitrified Clay Pipe Lines.
3. ASTM C924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low -Pressure Air Test
Method.
4. Manhole Testing: ASTM C1244.
PART 2 PRODUCTS - Not used.
PART 3 EXECUTION
3.1 GENERAL: Entire project site shall be in strict accordance with OSHA Regulations.
3.2 LOW-PRESSURE AIR TEST
A. Conduct low-pressure air tests after backfilling. CONTRACTOR may conduct air tests before
backfilling the trench as a check for defects and workmanship, but such tests are at CONTRACTOR's
option and are not a substitute for tests required after backfilling has been completed.
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-1
REVISION 3, May 19, 2016

B. Low-pressure air tests shall be conducted on sewers 36 inches in diameter and smaller.
1. Conduct an air test between each two consecutive manholes by plugging each end of the section
to be tested and all pipe outlets in the section with suitable test plugs; one plug used at a
manhole shall have an inlet tap or other provision for connecting an air hose from the air supply
equipment.
2. Pneumatic plugs shall be able to resist internal pressures without external blocking.
3. The equipment shall include valves to control the rate at which air flows into the test section and
pressure gages with minimum graduations of 0.1 psi and an accuracy of +0.04 psi to monitor the
air pressure within the test section.
4. Apply air pressure slowly to the test section until the pressure reaches 5 psi.
5. The section of pipe being tested shall maintain the starting pressure of 5 psi for at least 5 minutes
with no leakage.
3.3 MANHOLE TESTS
A Test each manhole after assembly and after all lift holes have been plugged with non -shrink grout and,
at CONTRACTOR's option, before or after completing backfilling.
B. Test by drawing a vacuum on the manhole using equipment specifically designed for such testing.
C. Plug and brace pipes entering the manhole to prevent being drawn into the manhole.
D. Place a test head with necessary gages and connections at the inside of the top of the cone section
and seal in accordance with the manufacturer's instructions.
E. Draw a vacuum of 10 inches of mercury and then shut the vacuum pump off.
F. With valves closed, measure the time for the vacuum to drop to 9 inches. The test shall be successful
if the time measured meets or exceeds the values indicated in the following table:
MINIMUM TEST
TIMES IN SECONDS
MANHOLE
DEPTH
MANHOLE DIAMETER
48"
60"
72"
84"
96"
108"
8' or less
20
26
33
40
48
56
10,
25
33
41
50
58
67
12'
30
39
49
59
69
79
14'
35
46
57
68
80
92
16'
40
52
65
77
91
104
18,
45
59
73
87
102
116
20'
50
65
81
97
113
129
22'
55
72
89
106
123
140
24'
59
78
97
116
135
152
26'
64
85
105
125
148
168
28'
69
91
113
135
157
179
30'
74
98
121
144
168
192
32'
79
104
128
154
179
204
_
34'
83
110
136
162
190
217
36'
88
116
144
172
201
229
38'
93
122
152
182
213
242
40'
97
128
159
191
223
254
" When there is a transition involved, add the times for each size based on the depth associated
with each size.
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-2
REVISION 3, May 19, 2016

3.4 WET WELL LEAKAGE TEST (EXFILTRATION TEST)
An Exfiltration test must be performed after the wet well has been backfilled and compacted. Exfiltration
shall not exceed 0.0142 gal/hr per foot diameter per foot depth. The test must be done by plugging the
invert -in and filling up the wet well with water to either 1-foot below the wet well top slab. This level must be
clearly marked in the wet well internal wall. Once the wet well is filled, it must be left for stabilization for 48
hours minimum prior to beginning the Exfiltration test. After the stabilization period, the wet well must be
refilled up to the mark to begin the test. The test will be done for four hours, and no water must be added to
the wet well during the test period. The Exfiltration test must be determined by measuring the amount of
water required to raise the wet well level back to the mark at the end of the test period. The maximum
allowable water loss to pass the test is determined by the following equation:
Maximum Allowable Water Loss (gallons) = 0.0 l 42 • t - D- h
Where:
t = test time duration (4 hours)
D = wet well diameter (feet)
h = water level depth within wet well (feet)
If the Exfiltration test fails, the Contractor shall determine and complete the necessary corrective actions to
reduce the exfiltration. Once the repairs are completed the test will be repeated. The wet well will not pass
the test until the exfiltration is equal or less then the allowable water loss as determined by the equation
above. ONWASA will witness the complete Exfiltration test. The Contactor or Developer will provide a
certified letter showing the results of the exfiltration test to ONWASA. The certification letter will include a
description of all steps taken to complete the exfiltration test, including water loss, wet well level mark, and
any corrective actions taken if a prior test failed.
3.5 REPAIR/REPLACEMENT
A. For any sewer test section failing to meet the limits of the Specifications, locate and remedy the
defects causing the failure, retest the section, and continue repairs or replacement until the limits of
the Specifications are satisfied.
B. For sewers not accessible, should a test fail due to other than a leaking plug, conduct a closed circuit
television inspection of the test section to determine the cause of the failure.
C. When failure is the result of a leaking sewer joint, the joint may be chemically grouted.
D. Television inspection and chemical grouting of sewer joints shall comply with all applicable
"Recommended Specifications for Sewer Collection System Rehabilitation" of the National Association
of Sewer Service Companies as approved by ONWASA. Furnish OWNER DVDs of all television
inspections.
E. If a manhole test is unsuccessful, make repairs and retest until a satisfactory test is obtained.
F. Repair all visible leakage in sewers and manholes, even though tests may have been satisfactory.
END OF SECTION
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-3
REVISION 3, May 19, 2016

SECTION 33 32 16.13
GRINDER PUMP STATION INSTALLATION
PART 4 GENERAL
4.1 SUMMARY
A. Section Includes:
1. Installation of Residential and Commercial grinder pump systems connecting to sewer
force mains. All the equipment specified herein is intended to be engineered equipment
for macerating and pumping all material in normal domestic wastewater.
2. Grinder pump connections to Authority gravity collection systems shall be reviewed by
staff for approval on a case by case basis.
B. Related Sections:
1.
Section 3123 16-4 Excavation and Fill
2.
Section 3123 17-5 Trenching
3.
Section 33 05 13 — Utility Manholes and Structures
4.
Section 33 05 23 — Trenchless Utility Installation
5.
Section 33 05 24 — Utility Horizontal Directional Drilling
6.
Section 33 0130 — Sanitary Sewer Leakage Testing
7.
Section 33 11 00-2 Water Utility Distribution Piping
8.
Section 33 34 00 — Force Mains
4.2 REFERENCES
A. North Carolina Administrative Code —15A NCAC 2T
4.3 SUBMITTALS
A. After receipt of notice to proceed, the supplier shall furnish the Engineer a minimum of four (4)
sets of shop drawings of all materials required to establish compliance with the specifications.
Submittals shall include the following:
1. Drawing illustrating details of the package grinder pump station including the fiberglass,
HDPE or precast concrete pump station with discharge elevation, basin diameter and
depth with side and top view.
2. Package grinder pump station components, shut-off and ball check valves, anti -siphon
valve, stainless steel lifting chain, float switch level controls, float bracket, 4" sch. 40 inlet
flange, and 36" x 72" or larger fiberglass, HDPE or precast concrete basin. See Package
Grinder Pump Station Details
3. Flygt MF3068.175 1.7 HP 8.1 amps, 230 volt single phase progressive cavity grinder
pump spec sheet with motor and performance curve. Simplex (or duplex) NEMA 4X
stainless steel control panel drawing, wire schematic and spare parts list. Individual
electrical control panel components cut sheets.
4. Certified agreement to the conditions of warranty.
5. Flygt engineering report illustrating the hydraulic design analysis utilizing the
MF3068.175 progressive early cavity grinder pump hydraulic pump curve.
6. Details of the progressive cavity grinder pump serving each residence.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-1
REVISION 3, May 19, 2016

Flygt Hydraulic Analysis Report, to include engineered scaled drawing detailing the
package grinder pump system piping configuration, pipe type, pipe size and C-factor.
Design flow identification, line velocity with flow calculations in GPM @ TDH will be
provided. The hydraulic analysis will be based upon the rational method design
requirements, manufacturer's recommendations, industry standards, and pertinent
regulations and guidelines.
4.4 QUALITY ASSURANCE
B. All parts shall be properly protected so that no damage or deterioration will occur during a
prolonged delay from time of shipment.
C. Factory assembled parts and components shall not be dismantled for shipment-
D. Finished surfaces of all exposed pump openings shall be protected.
E. After hydrostatic or other test have been completed, all trapped water shall be removed prior to
shipment and proper care shall be taken to protect parts from the entrance of water during
shipment, storage and handling.
F. Each grinder pump shall be submerged and operated for 5 minutes (minimum). Actual
appurtenances and controls which will be installed in the field, shall be 100% factory tested. The
pump performance test shall cover three (3) points of operation on its curve, with the maximum
pressure not less than that required by the system design.
G. All equipment furnished under this Specification shall be new and unused.
H. All parts shall be properly stamped for identification and location as shown in the Operating and
Maintenance Manuals furnished. Clear identification giving the name of the manufacturer and all
other pertinent data shall be attached to each pump station.
I. The manufacturer shall provide a warranty on materials and workmanship for a period of twenty-
four (24) months from date of installation, but no greater than twenty-seven (27) months after
receipt of shipment. The Owner will return any equipment found defective to the manufacturer for
inspection and validation of the defect. Defective equipment will be repaired or replaced at
manufacturer's discretion and shipped back to Owner at no charge. (This probably needs to be
modified.)
PART 5 PRODUCTS
5.1 SUBMERSIBLE GRINDER PUMP STATION
A. The simplex grinder pump stations shall include one (1) Flygt model MF3068.175 progressive
cavity pump, accessories and a 36" X 72" or larger basin or pre -approved equal.
B. The duplex grinder pump stations shall include two (2) Flygt model MF3068.175 progressive cavity
pumps, accessories, and a 48" X 84" or larger basin or pre -approved equal.
C. The grinder pumps shall be Flygt model 3068.175 or pre -approved equal.
5.2 PERFORMANCE REQUIREMENTS
A. Each pump shall be capable of delivering a 9 GPM against a rated total dynamic head of 138 feet
(60 PSIG). At 10 feet of head, the output shall be 15.31 GPM minimum. HQ conditions 261-3.72 &
100-10.92 shall be utilized for hydraulic analysis. The pumps shall be suitable for any operation
along its performance curve in the LPSS application.
5.3 STATION CONFIGURATION
A. Basins shall be supplied in a wet well configuration. The wet well must have storage volumes
according to the following table:
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16A3-2
REVISION 3, May 19, 2016

Volumetric Range
Capacity in Gallons
36x72 Basin (S)
OFF level from bottom
57
OFF level to LEAD level
26
OFF level to LAG level
N/A
LEAD ON level to ALARM level
52
Total Storage Capacity of Basin
317
5.4 WIRING
42x78 Basin (S) 48x84 Basin (D)
78
101
36
46
N/A
93
72
93
468
658
A. Pump power and float switch level control wiring shall be field installed by a certified electrician. All
electrical cables penetrating or passing through the conduit flange of the pump station must be
water -tight and sealed by the electrician immediately upon installation.
5.5 CHECK VALVE
A. Pump discharge pipe shall be equipped with a gravity -operated flapper -type integral check valve
built into the stainless steel discharge piping. The valve will provide a fully ported passageway
when open and shall introduce a friction loss of less than six inches of water at maximum rated
flow. The valve body shall be injection molded part made of glass filled PVC. Ball type check
valves shall be unacceptable due to their limited capacity in slurry application.
5.6 LOW PRESSURE LATERAL
A. Each basin package will require a ball valve and redundant check valve assembly for installation
by contractor in the service lateral between the grinder pump station and the low pressure sewer
main. Valves shall be 1.25 inch NPT and only require'/ pound of backpressure for complete
closure.
B. Lateral assembly must be factory assembled, hydro -tested, and shipped complete.
C. Low Pressure lateral assembly will be identified on a separate line item on bid sheet and provided
by the supplier of the grinder pump stations.
5.7 LIQUID LEVEL DETECTION
A. Float level switches shall be used to operate the pump(s) and signal a high level alarm connect to
a pump controller.
B. The float level switches shall be manufactured by Consolidated Electric Company, Model LS or
Anchor Scientific, Inc., Model Roto-Float Type P and Type S or approved equal.
5.8 ANTI -SIPHON VALVE
A. The pump shall be constructed for a positively primed, flooded suction. As added assurance that
the pump cannot lose prime, even under negative head conditions in the discharge piping, a PVC
anti -siphon valve will be installed after the check valve.
5.9 FIBERGLASS BASIN 36x72 Basin and 48x84 Basin (Filament Wound Process)
A. Basin — The fiberglass basin shall be made of a green polyester resin saturated glass
filament wound process to obtain maximum axial and hoop modulus strength. The placement of E-
type continuous glass fiber shall be computer controlled under constant tension during the
manufacturing process. The finished resin saturated filament tank wall shall have 65% glass
content and be inert and acceptable to the environment. Simplex basin shall have solid FRP lid.
Duplex basin shall have 70/30 split aluminum lid.
B. Inner Surface — The inner surface shall be smooth and resin rich, free of cracks, exposed fibers,
porosity and crazing.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-3
REVISION 3, May 19, 2016

C. Exterior Surface — The exterior surface shall be relatively smooth with no exposed fibers or sharp
projections. Green pigment is added, color should be relatively equal throughout. Foreign
inclusions, dry spots, pinholes or pits, de -laminations, large dimples not meeting thickness
requirements, and air bubbles are not acceptable-
D. Inner Layer — The inner layer shall be resin saturated continuous E-type glass fiber.
E. Tank Wall — The tank wall consisting of the inner surface, inner layer, and exterior surface should
not have a minimum wall thickness of less than .10 inches (see minimum thickness chart). The
tank wall thickness may increase as the depth or diameter changes to meet design and test
requirements. The tank must be designed to withstand wall collapse or cracking, based on an
assumption of saturated soil, hydrostatic pressure of 120 lbs. per cu. Ft. The tank must be
designed to withstand or exceed two (2) times the assumed loading on any depth of basin. Length
of tank (depth of bury) to be specified on purchase order with wall thickness approval calculations
to be supplied by manufacturer upon request.
F. Tank Bottom — The basin bottom shall be of sufficient thickness (see minimum thickness chart) to
withstand applicable hydrostatic uplift pressure with a safety factor of two (2). In saturated
conditions, the center deflection of the empty basin bottom shall be less than 3/8" (elastic
deflection) and shall not interfere with bottom pump mounting requirements. Any mounting studs,
plates, cap screws into tank bottom should be stainless steel and resin covered except for threads.
Any inserts should be stainless steel or brass and resin covered except for threads.
G. Tank Collar (Anti -Flotation) — A means to counteract buoyancy forces shall be provided on the
tank bottom in the form of a ring, and shall extend a minimum of 3" beyond the O. D. of the basin
wall. Thickness shall be uniform, but increased as needed to prevent cracking or failure, assuming
two times applied load as tank dimensions increase. Wall and collar should be blended with a
radius not to exceed 1 '/z" beyond wall O.D. Tank. Tank shall be ballasted based on basin
manufacturer's installation instructions and as required by engineer.
H. Tank Manufacturer - to provide calculations verifying acceptable wall stress/thickness upon
request.
I. Top Flange — The top flange should be parallel to the tank bottom/collar and perpendicular to the
tank wall. Corrosion resistant nuts shall be embedded in the top flange for securing the basin
cover. The nuts shall be totally encapsulated to prevent turning (minimum turning torque should
not be less than 30 foot/lbs.), pullout and corrosion.
5.10 HDPE BASIN
A. General — The contractor shall provide all materials, equipment and labor necessary to install, test
and place into service the Compit high density polyethylene (HDPE) pump station as shown on the
plans and described in this specification. The station package, including submersible pump and
control, pump station with internal piping, accessories and auxiliary equipment shall be supplied by
the pump manufacturer.
B. Requirements — The HDPE pump station package shall be capable of handling unscreened
residential sewage. It shall have a bowl shaped bottom, which is self-cleaning by virtue of its
design. The flat surface area shall be minimized to an area that is directly influenced by the pump
suction and shall be free of obstacles. The round sloping walls of the pump station bottom shall
further optimize the self-cleaning features of this station by directing all solids, trash and sludge,
normally found in sewage and wastewater, to the suction of the submersible pump to facilitate
removal and effectively clean the bottom. The tank shall include a lockable cover assembly
providing low profile mounting and watertight capability. The cover shall be high density
polyethylene, with a load rating of 150 Ibs per square foot.
C. Compit HDPE Pump Station Construction —
1 . The station shall be made from LIV stabilized high density polyethylene that has high
environmental stress crack resistance and low temperature impact resistance. The
station shall be furnished complete with discharge pipes, fittings, check valves and shut-
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-4
REVISION 3, May 19, 2016

off valves. The complete station shall be capable of withstanding the full hydrostatic
pressure exerted by fully saturated soil at the maximum burial depth from the exterior of
the station while the station is completely empty. A safety factor of two (2) on the
minimum ultimate tensile strength of the station taking into account all normally imposed
loads arising from flotation, soil pressures, normal backfill, handling loads, operating
loads and static loads imposed by equipment used in hoisting the pumps in and out of
the station.
All inside surfaces shall be smooth and bright white finish. The station shall be provided
with an anti -flotation flange located on the bottom of the station. This anti -floatation
flange is an integral part of the station and is sufficient in design to withstand the forces
acting upon the station due to the subsoil water pressure. Once the station is inserted
into the hole, concrete ballast may be required depending on the station depth. Please
refer to the recommendations for concrete ballast as recommended. The combination
of the flange and the loading of backfill material over the concrete shall provide
adequate ballast against buoyancy under full hydrostatic head conditions.
5.11 PRECAST CONCRETE BASIN — see Utility Manholes and Structures 33 05 14-1
5,12 PUMP PERFORMANCE
A. Each pump shall be equipped with a 1.7HP, submersible electric motor connected for operation on
230 volts, 1 phase, 60 hertz, 8.1 amp 3 wire service, with minimum 15 feet of submersible cable
(SUBCAB) suitable for submersible pump applications. Motors listed a 1 HP shall not be approved
as equal. The power cable shall be 7-wire cable sized according to NEC and ICEA standards and
also meet with P-MSHA Approval.
B. The pump shall be capable of delivering 9 GPM at 138 feet TDH and 15 GPM at 10 feet TDH.
Each pump shall be fitted with 10 feet of braided polypropylene lifting rope. The working load of
the lifting system shall be 300% greater than the pump unit weight.
5.13 MANUFACTURING
A. Pumps shall be manufactured by Flygt
B. Any pump manufacturer not specified, but wishing to be pre -approved as an acceptable supplier
shall submit a complete hydraulic analysis based on the design detailed in the drawings 30 days
prior to bid date. All manufacturers must have been in the business of manufacturing grinder
pumps for a minimum of ten years. Manufacturer must demonstrate to the satisfaction of the
Engineer that the proposed pumping equipment will meet system flows and heads required. In
addition, pre -submittal must also demonstrate to the satisfaction of the Engineer that the
equipment being proposed meets or exceeds all performance and safety requirements, materials
of construction and user benefits of the specified equipment. All bids utilizing manufacturers not
pre -approved will be considered non -responsive.
5.14 PUMP DESIGN
A. Pumps shall be a heavy duty and used as a grinder. Each grinder pump shall be capable of
reducing all components in normal domestic sewage, including a reasonable amount of "foreign
objects", such as paper, wood, plastic, glass, rubber and the like, to finely -divided particles which
will pass freely through the passages of the pump and the 1-1/4" diameter 304 SS discharge
piping. The stationary cutter and rotary cutter shall consist of hardened stainless steel.
B. The cutter materials shall provide maximum corrosion and abrasion resistance. The remaining
portion of the grinder pumps, with the exception of seal materials and wet end, shall be similar to
the heavy duty pumps used in larger pump stations for daily operation.
C The grinder pump shall be firmly connected to the discharge connection. There shall be no need
for personnel to enter the wet -well.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-5
REVISION 3, May 19, 2016

D. In order to ensure proper operation under all conditions, pump must provide winding thermal
protection directly connected to control panel circuit. Pump must also be capable of operating at
zero or negative heads without damage to the pump.
5.15 PUMP CONSTRUCTION
A. Major pump components shall be of grey cast iron, ASTM A-48, Class 30B, with smooth surfaces
devoid of blow holes or other irregularities. All exposed nuts or bolts shall be AISI type 304
stainless steel or brass construction. All metal surfaces coming into contact with the pumpage,
other than stainless steel or brass, shall be protected by a factory applied spray coating of acrylic
dispersion zinc phosphate and a polyester resin enamel finish-
B. Motor cooling system is sufficiently cooled by the surrounding environment or pumped media.
Water jackets are not required nor are oil filled motors.
C. The cable entry seal design shall preclude specific torque requirements to insure a watertight and
submersible seal. The cable entry shall consist of a single cylindrical elastomer grommet, flanked
by washers, all having a close tolerance fit against the cable outside diameter and the entry inside
diameter and compressed by the body containing a strain relief function, separate from the
function of sealing the cable. The assembly shall provide ease of changing the cable when
necessary using the same entry seal. Epoxies, silicones, or other secondary sealing systems
make it difficult to replace power cable and shall not be considered acceptable.
D. The pump motor shall be induction type with a squirrel cage rotor, shell type design, housed in an
air filled, watertight chamber, NEMA B type. Oil filled motors will not be accepted The stator
windings and stator leads shall be insulated with moisture resistant Class F insulation rated for 155
C (311 F). The stator shall be dipped and baked three times in Class F varnish and shall be heat -
shrink fitted into the stator housing. The use of bolts, pins or other fastening devices requiring
penetration of the stator housing is not acceptable.
E. The motor shall be designed for continuous duty handling pumped media of 40 C (104 F) and
capable of no less than 15 evenly spaced starts per hour. Motor will be suited for low pressure
sewer system hydraulic conditions. The rotor bars and short circuit rings shall be made of cast
aluminum. Thermal switches set to open at 125' C (260' F) embedded in the stator end coils to
monitor the temperature of each phase winding shall be made available upon request.
F. These thermal switches shall be used in conjunction with and supplemental to external motor
overload protection and shall be connected to the control panel terminal strip. The motor and
pump shall be designed and manufactured by the same source.
G. The combined service factor (combined effect of voltage, frequency and specific gravity) shall be a
minimum of 1.15. The motor shall have a voltage tolerance of plus or minus 10%. The motor shall
be designed for operation up to 40' C (104' F) ambient and with a temperature rise not to exceed
80' C. A performance chart shall be provided upon request showing curves for torque, current,
power factor, input/output kW and efficiency. This chart shall also include data on starting and no-
load characteristics.
H. The power cable shall be sized according to the NEC and ICEA standards and shall be of
sufficient length to reach the junction box without the need of any splices. The outer jacket of the
cable shall be oil resistant chlorinated polyethylene rubber. The motor and cable shall be capable
of continuous submergence underwater without loss of watertight integrity to a depth of 65 feet or
greater. The motor horsepower shall be adequate so that the pump is non -overloading throughout
the entire pump performance curve from shut-off through run -out.
I. Motor shall be manufactured by the pump manufacturer. No control component shall be housed
within the motor housing or in a separate compartment located outside the control panel.
J. The pump shaft shall rotate on two bearings. Motor bearings shall be permanently grease
lubricated. The upper and lower bearings shall be single row ball bearings. Sleeve bearings do
not provide adequate alignment and will not be acceptable.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-6
REVISION 3, May 19. 2016

K. Each grinder pump shall be provided with a tandem mechanical shaft seal system consisting of
two totally independent seal assemblies. The seals shall operate in a lubricant reservoir that
hydrodynamically lubricates the lapped seal faces at a constant rate. The lower, primary seal unit,
located between the pump and the lubricant chamber, shall contain one stationary and one
positively driven rotating, corrosion resistant tungsten carbide ring. The upper, secondary seal
unit, located between the lubricant chamber and the motor housing, shall contain one stationary
carbon seal ring and one positively driven rotating carbon seal ring. Each seal interface shall be
held in contact by its own spring system. The seals shall require neither maintenance nor
adjustment nor depend on direction of rotation for sealing. The position of both mechanical seals
shall depend on the shaft. Mounting of the lower mechanical seal on the impeller hub will not be
acceptable.
LThe following seal types shall not be considered acceptable or equal to the dual independent seal
specified: shaft seals without positively driven rotating members, or conventional double
mechanical seals containing either a common single or double spring acting between the upper
and lower seal faces or an single mechanical seal system. No system requiring a pressure
differential to offset pressure and to affect sealing shall be used. Each pump shall be provided
with a lubricant chamber for the shaft sealing system. The lubricant chamber shall be designed to
prevent overfilling and to provide lubricant expansion capacity. The drain and inspection plug, with
positive anti -leak seal shall be easily accessible from the outside. The seal system shall not rely
upon the pumped media for lubrication. The motor shall be able to operate dry without damage
while pumping under load. Seal lubricant shall be FDA Approved, nontoxic.
M. Pump and motor shaft shall be the same unit. The pump shaft is an extension of the motor shaft.
Couplings shall not be acceptable. The shaft shall be ASTM type 431 stainless steel. If a shaft
material of lower quality than stainless steel is used, a shaft sleeve of stainless steel is used to
protect the shaft material. However, shaft sleeves only protect the shaft around the lower
mechanical seal. No protection is provided in the oil housing and above. Therefore, the use of
stainless steel sleeves will not be considered equal to stainless steel shafts.
N. The progressive cavity pump spiral rotor / impeller shall consist of 304 stainless steel with a 520-
720 tensile strength, min 40% elongation and max 200 HB hardness. The rotor shall be capable of
handling fine slurry from the special cutters. The progressive cavity pump stator shall be made of
Nitrile rubber.
O. Protection for all motor stators shall incorporate thermal switches in series to monitor the
temperature of each phase winding. At 125 C (260 F) the thermal switches shall open, stop the
motor.
5.16 CONTROL PANELS
A. The simplex pump controls shall be housed in a NEMA 4X stainless steel enclosure with a red
alarm light, H-O-A switch, audible alarm with push to silence switch, and pump run light. The
enclosure shall be mounted type with exterior mounting tabs and sized to house all the required
components listed in this section for complete operating control system and allow adequate space
for testing and maintenance as necessary. The enclosure shall have back plate mounting studs,
padlocking provisions, door latches and continuous hinge, all of stainless steel. The door gasket
shall be seamless foam -in -place type. Pumps that have controls housed inside of pump consisting
of contactors, start switch, level pressure switches and capacitors shall not be accepted or
deemed equal.
B. Duplex control panels shall adhere to the same specification as simplex panels with controls,
breakers, and indicators provided for each pump within a single NEMA 4X stainless steel control
enclosure.
C. The panel shall have a formed aluminum switch mounting plate. All control switches and indicator
pilot lights shall be mounted on the switch mounting plate.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-7
REVISION 3, May 19, 2016

D. All conduit entrances shall be made in a NEC approved manner. The conduits to the wet well shall
have approved seal -off fittings installed and properly sealed to protect the control panel from
adverse damage from the wet well. Electrical contractor will furnish and install.
E. All components shall be securely mounted to the back plate with plated machine screws through
machine thread tapped holes in the back plate. The screws shall be of adequate size for the
device being secured.
F. The panel power distribution shall include all components as indicated below and be completely
wired with stranded conductors having a minimum of 90 degree insulation rating and an ampacity
rating a minimum of 125% of the motor ampere rating. All power wiring shall be neatly routed and
totally accessible. All conductor terminations shall be as recommended by the device
manufacturer and be secure to provide adequate electrical conductivity.
G. The pump breakers shall be thermal magnetic trip devices and provide for individual motor
disconnect and overload / short circuit protection as required by the NEC rating for motor branch
circuit protection. The voltage rating shall match that of the panel incoming service. The 120 volt
common control circuit shall be protected by a circuit breaker. Breakers shall be Square D type
"QOU°.
H. The motor starters shall be full voltage non -reversing I.E.C. rated three (3) pole devices with three
(3) pole overload relay protection. They shall provide the electrical start / stop control and running
overload protection for each pump and have 120 volt operating coils. Contactors and overloads
shall be ABB model DP30C3P and Furnas model 48DA18AA4.
I. "Hand -Off -Auto" switch shall be provided for each motor and mounted on the formed aluminum
switch bracket.
J. Pilot lights for each pump shall be mounted on the aluminum switch bracket and be supplied as
follows: Pump Run Light — Green
K. Alarm light shall be constructed of shatter -resistant lexan. The red light shall be rated NEMA 4X
and be supplied with a heavy duty one piece porcelain lamp holder and 15 watt rough service
bulb. The red light will be mounted on top of the enclosure and shall be as manufactured by
Ingram model LRX-40. Under high level conditions, the red light shall glow bright and flash, via a
solid-state flasher and the electronic piezo horn shall sound. The red light & horn shall go out
automatically after water level drops below the high level elevation. The alarm light will also be
connected to a battery backup with charger that will allow the alarm to operate in the event of an
electrical power outage.
L. The alarm panel shall include a 25 amp VAC generator receptacle with a spring -loaded, gasketed,
cover suitably mounted to provide access for connection of an external generator while
maintaining the NEMA 4X rating. A three position selector switch shall be provided to permit
operator selection of normal electric power, off, or generator electric power during a power outage,
allowing the audible and visual alarms to function normally in generator mode.
M. Package grinder pump stations installed at residences equipped with on -site generators to be
connected to the stations are considered special conditions and require staff review and approval
on a case by case basis.
N. Terminal strips shall be provided for all wiring termination. The control panel assembly shall be
completely factory tested and shall be "UL" 508A listed and labeled. The control panel described
in these specifications shall be manufactured specifically for the Flygt MF3068.175 PC grinder
pump.
O. The simplex and duplex pump level controls shall be float level switches. See Section 44 42 56
Submersible Pumps, subsection 2.6 Float Level Switches.
5.17 CORROSION PROTECTION
A. All materials exposed to wastewater shall have inherent corrosion protection: i.e., coated cast iron,
fiberglass, polyethylene, engineered polypropylene copolymer, stainless steel, PVC or CPVC.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-8
REVISION 3, May 19, 2016

PART 6 EXECUTION
6.1
6.2
GENERAL
A. The grinder pump station shall be free from electrical and fire hazards as required in a residential
environment. As evidence of compliance with this requirement, the grinder pump and panel shall
be listed GSA and Underwriters Laboratories.
B. The grinder pump station shall meet accepted standards for plumbing equipment for use in or near
residences, shall be free from noise, odor, or health hazards, and shall have been tested by an
independent laboratory to certify its capability to perform as specified in either individual or low
pressure sewer system applications.
INSTALLATION OF EQUIPMENT
A. Installing the Tank — The tank must be installed buried outside buildings, fixed so as to prevent it
from rotating and floating. The tank must be protected from frost. Do not walk on the cover of the
tank.
B. Preparing the pit —
Fiberglass and HDPE tanks —
The pit must be 12" deeper than the planned installation. Allow suitable distance
between the sides of the tank and the walls of the pit. When installing in clayey,
granulose or muddy ground, place a geotextile fabric around all the surfaces of
the pit to prevent the filling material from mixing with the soil. If burial depth is
greater than the basin height, consult a factory representative to assure structural
integrity is not compromised. - reinforcement may be required.
Filling the pit — When filling the pit, always make sure the tank is vertical. The fill
shall be dry gravel or stone, free flowing, naturally rounded aggregate with a
particle size of not less than 3/8" or larger than'14" and free of ice. Ensure
dewatering of excavation is sufficient to allow filling the pit before the surface of
the water table reaches the level of the filling material.
1) Place a 12-inch thick layer of filling material at the bottom of the pit.
Compact and level the surface. Install the tank.
2) Concrete may be poured around the basin bottom if ballast is required
for buoyancy.
3) Backfill with pea gravel 4" to 6" around the entire periphery of the basin.
4) Place and compact the remaining filling material in 12-inch lifts, stopping
to connect piping as required.
Precast concrete tanks — installation procedures shall be the same as for manholes.
See Section 33 05 13 — Utility Manholes and Structures. Precast concrete tanks are
subject to leakage testing. See Section 33 01 30 Sanitary Sewer Leakage Testing.
C. Hydraulic connections —
3. Hydraulic connections may only be performed by qualified staff in compliance with
current regulations.
4. Depending on the type of installation and current local regulations, it may be necessary
to fit a trap, check valve and/or tap on the pipe connecting the system to the Authority or
private sewer or on other pipes. Always refer to current local and/or national
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-9
REVISION 3, May 19, 2016

regulations, laws and standards. It is always best to fit a check valve and an on/off
valve up line and downline from the station.
All pipes must be installed in such a way that they are not subject to stress. The pipes
must not stress the tank. Make sure the electric pumps are correctly installed on the
descent line and that all the hydraulic connections are tightened and watertight.
When necessary, use suitable systems to prevent the transmission of vibrations and to
protect the piping from icing up.
D. Connection to the inlet piping — glue the template tot the flat drilling area. Make a hole in
fiberglass or HDPE tanks using a cup saw to accommodate the 4-inch sewer service from the
residence. Install the gasket. Precast concrete tanks shall be delivered with the inlet hole pre -
cored and gasket installed by the factory. Smooth the 4-inch diameter external pipe. Insert the
pipe in the gasket with the help of lubricant.
E. Connection to the outlet piping — Connect the outlet piping of the tank to the piping connected to
the sewage duct using the threaded/smooth PVC sleeve for gluing. Fit a flexible union between
the tank and the piping connected to the sewage duct to prevent breakages caused by ground
settlement. Fit non -return valve on the piping connection to the Authority sewer. This will prevent
backwash.
F. Connection to the vent piping — For fiberglass or HDPE tank packages, make a hole of the same
size as the vent pipe in the upper part of one of the two flat surfaces. Precast concrete tanks shall
have the vent holes cored by the factory in the flat -top lid. Connect the vent pipe to the tank with a
joint. The vent pipe and electrical connections must use two separate ducts.
G. Hooks for electric pump lifting chains — For fiberglass or HDPE tank packages, the hooks are
located on the stainless steel crosspiece. There are 2 small bent feet on the crosspiece that are
used to hang the pump chains. For precast concrete tanks, install 1 (simplex stations) or 2 (duplex
stations) stainless steel hooks just below the aluminum hatch on the precast flat -top lid directly
above the pump(s).
H. Cable paths -
7. Fiberglass or HDPE tank packages —
a. Install the grommets for the electric pumps in the upper part of the area used to
make holes in the inlet piping.
b. Install the conduit.
C. Pull the cables through the conduit. Make sure the cables are long enough to
allow further work to be performed on the electric pumps.
d. Separate the ground cable from the electric pump power cables.
e. Install the cable grommets and conduit for the float switches in the flat area
above the hooks for the float switches.
f. Pass the cables through the conduit. Make sure the cable is long enough.
Spliced cables are prohibited. Adjust the length of the cables and fix them to the
hooks.
8. Precast concrete tanks —
a. The holes for the pump cable conduit shall be cored and the gaskets installed by
the factory in the upper part of the area above the inlet piping.
b. Install conduit.
c. Pull the pump cables through the conduit. Make sure the cables are long enough
to allow further work to be performed on the electric pumps.
d. Separate the ground cable from the electric pump power cables.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-10
REVISION 3, May 19, 2016

e. Install the switch float cable conduit and the stainless steel float switch cable
hooks in an area within reach of the hatch.
Pass the cables through the conduit. Make sure the cable is long enough.
Spliced cables are prohibited. Adjust the length of the cables and fix them to the
hooks.
Float switches — there are 3 float switches — pump on, pump off and high level alarm. Fix the
floats to the relative hooks inside the tank. Adjust the level of the pump on float switch to the
height of the electric pump lifting handle and the pump off float switch to the flange between the oil
housing and the rotating assembly. Set the alarm float switch 20-inches above the pump off
switch.
Assembling the electric pumps — consult the installation instructions supplied with the electric
pumps.
9. Check the impeller turns in the right direction before installing the electric pump(s).
10, Remove any foreign bodies at the bottom of the tank before setting the pump(s).
11, Connect the electric pumps to the slide kit adaptors
12 Install the pump(s) in the tank.
13. Electrical connections —
a. Electrical connections may only be performed by a qualified installer in
compliance with current regulations.
b. Make sure that the type of main power network, voltage and frequency are
compatible with the ratings of the station components shown on the respective
rating plates.
C. Provide suitable short circuit protection in the supply line.
d. Before making electrical connections, read the operating manual, that of the
station, of the electric pumps, of the electrical panel, where applicable, and of the
other station components, the instructions and any electrical diagrams.
e. Before proceeding with any operations, make sure that all the connections (even
those that are potential -free) are voltage -free.
f. Unless otherwise specified in the NC Electric Code, the supply line must be fitted
with:
1) A short circuit protection device.
2) A high sensitivity residual current circuit breaker (30 mA) for additional
protection from electrocution in case of inefficient grounding.
3) A general switch with a contact aperture of at least 3 mm.
g. Fix the cables making sure they do not curve too tightly. Make sure the cables
cannot be caught up in the electric pumps. Make sure the liquid cannot enter the
cables through capillarity. Thread the cables of the electric pumps and float
switches through the relative cable conduits and connect them to the electrical
panel.
h. Ground the system in compliance with current regulations. Connect the ground
cable, if fitted, to the guide bar support and to the crosspiece in the tank.
i. The inside of the tank is damp. Fit suitable electrical safety devices. Use
suitably insulated joints.
j. Connect the main power supply.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-11
REVISION 3, May 19, 2016

K. Extension (fiberglass and HDPE tanks) — screw the extension onto the upper part of the tank
instead of the cover. Screw the cover onto the top of the extension. Up to 2 extensions may be
installed.
L. Cover Gasket (fiberglass and HDPE tanks) — the cover gasket comprises a rectangular piece of
mousse rubber. Glue the gasket to the bottom of the cover. When the cover is screwed into
place, the tank becomes airtight. Turn the cover at least twice for a perfect seal-
M. Mounting cover — screw the cover into its seat and tighten. Fit a lock to prevent unauthorized
opening.
N. Mounting the cover lock —
14. Make a 21 mm diameter hole in the center of the recessed cylindrical area of the cover.
15. Insert the cylindrical upper part of the lock into the above hole (the triangular lock insert
must be on the outside of the cover).
16. Screw the nut to the lock thread.
17. Insert the metal lock tongue into the square end of the lock, insert the screw and tighten
to keep the tongue in position.
18. Use the supplied wrench to turn the moving part of the lock so that the tongue does not
slip out of the cover.
19. Screw the cover onto the tank (or extension) and turn the wrench to lock the cover.
20. Remove the wrench and then insert the supplied protective cover to prevent dirt from
entering.
O. Cover (precast concrete) — the station cover shall be a lockable aluminum access hatch (Haliday
Products or approved equal) cast into the flat top precast concrete cover.
6.3 TESTING / STARTUP
A. Before start-up, read the operating manual, that of the station, of the electric pumps, of the
electrical panel and of the other station components. Keep the manuals in a safe place.
B. Start-up operations may only be performed by expert and qualified staff.
C. The Contractor shall provide the necessary means to successfully start and operate the grinder
pumps, including a minimum 150 gallons of water for simplex (250 gallons for duplex), 230v power
supply and a minimum of one construction worker to facilitate and coordinate start-up for each
grinder pump station. Contractor will coordinate with engineer, system supplier, and manufacturer
to establish a date and time for start-up.
D. Before starting the station and the electric pumps, check that there are no residues or other
materials in the system and tank that can prevent correct operation.
E. Leave the check valve on the inlet piping closed and fill the lifting station with clean water.
F. Open the check valves on the outlet piping, check the piping is perfectly watertight and make sure
the electric pumps work correctly. Also make sure the electric pumps are primed.
G. Open the check valve on the inlet piping and make sure the station works correctly.
H. The flow of liquid from the user must not prevent the float switches in the tank from operating
correctly.
I. For three-phase electric pumps, check the correct direction of the rotation of the impellers. Also
check the electric pump manual. Make sure the cut -in levels of the float switches are correct. If
necessary, adjust them according to effective system requirements.
J. During operation, make sure the electric pumps cannot be unprimed. Make sure the number of
hourly start-ups is compatible with the characteristics of the system components.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-12
REVISION 3, May 19, 2016

K. Check that the system operates correctly and put it into service.
L After starting the station and making sure it works correctly, close the tank cover (and screw it into
its seat, if applicable and/or necessary).
M. Secure and lock the cover to prevent unauthorized opening.
END Of SECTION
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-13
REVISION 3, May 19, 2016

SECTION 33 34 00
FORCE MAINS
PART GENERAL
1.1 SUMMARY
A. Section Includes:
1. Pipe, fittings, accessories, and bedding for force mains. Force mains shall be of ductile iron
pipe and fittings, PVC plastic pipe and ductile iron fittings, or Polyethylene pipe. Force mains
installed by directional drilling shall be of polyethylene pipe and ductile iron fittings.
2. Valves and appurtenances.
3. Thrust restraint.
4. Pressure and leakage testing.
5. Pipe Markers.
B. Related Sections:
1. Section 03 11 13 — Cast -in -place Concrete
2. Section — Trenching 3123 16.13
3. Section 33 05 19 — Pressure Piping Joint Restraint
4. Section 33 05 23 — Trenchless Utility Installation
5. Section — Utility Horizontal Directional Drilling33 05 23.13
6. Section — Utility Manholes and Structures33 05 13
7. Section — Submersible Pumps43 25 00
1.2 DEFINITIONS
A. Owner: Onslow Water and Sewer Authority — ONWASA
1.3 SUBMITTALS
A. Project Record Documents: Record actual locations of piping mains, valves, connections, thrust
restraints, and invert elevations.
1.4 QUALITY ASSURANCE
A. All pipes, fittings, valves, and appurtenances shall be appropriately marked for identification purposes.
The materials and methods of manufacture, and completed pipes, fittings, valves, and appurtenances
shall be subject to inspection and rejection at all times. ONWASA and ENGINEER have the right to
make inspections.
B. Perform Work in accordance with ONWASA Standards and Sections 1500, 1510, and 1515 of NCDOT
Standard Specifications except as modified here-in-
C. PVC pipe that has faded color due to extended exposure to sun and weather shall not be acceptable
for use.
1.5 CLOSEOUT SUBMITTALS
A. Project Record Documents: Record actual locations of piping mains, valves, thrust restraints, and
invert elevations.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver and store valves in shipping containers with manufacturer's name and pressure rating labeling
in place.
B. Block individual and stockpiled pipe lengths to prevent moving.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-1
REVISION 3, May 19, 2016

C. Do not place pipe or pipe materials on private property or in areas obstructing pedestrian or vehicle
traffic.
D. Store PVC pipe out of sunlight or under black polyethylene plastic or other suitable opaque material.
Store rubber gasket rinds in shipping cartons out of sunlight and away from oil and grease until ready
for use.
E. At no time shall other pipes or material be placed in the pipes.
F. Repair damage to pipe exterior and interior surfaces; pipe so damaged subject to rejection.
PART 2 PRODUCTS
2.1 FORCE MAIN PIPING
A. Ductile Iron Pipe (DIP): AWWA C151. Bituminous outside coating: AWWA C151. Force mains 18-
inches in diameter and greater shall be ductile iron.
Pressure Class: 350
2. Fittings: Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AWWA C153.
a. Coating: Bituminous Coating, AWWA C110.
3. Joints:
a. Mechanical Joints: AWWA C111.
b. Push -On Joints: AWWA C111.
c. Flanged Joints: AWWA C115. (Above ground installation only)
d. Boltless Restrained Joints: Boltless, push -on type, joint restraint independent of joint seal.
Conform to pipe manufacturers specifications. Required for carrier pipe installed through
steel casing.
e. Restrained Joints: Per Section 33 05 19 — Pressure Piping Joint Restraint.
4. Ductile Iron Pipe and Fitting Lining: Type shall be required as follows; The epoxy lining as
described below shall be required for all mechanical joint fittings, pump station and vault piping,
piping at high points in the force main (5 full sections centered at each air release/vacuum valve
if force main is ductile iron upstream and downstream of the valve, 1 full section if force main is
PVC upstream and downstream of the valve ) and piping within 50 LF of a tie-in to a structure
(i.e. manhole, pump station wet well, etc.). Cement mortar lining as described below shall be
acceptable for all other locations unless otherwise directed by the ONWASA.
a. Cement Mortar Lining per AWWA C104, or
b. Epoxy Lining (1. or 2. as specified below):
1. Amine -cured novalac epoxy containing at least 20% by volume of ceramic quartz
pigment (i.e. Protecto 401). Any request for substitution must be accompanied by a
successful history of lining pipe and fittings for sewer service, a test report verifying the
following properties, and a certification of the test results.
1) Permeability rating of 0.00 when tested according to Method A of ASTM E-96-
66, Procedure A with a test duration of 30 days.
2) The following test must be run on coupons from factory -lined ductile iron pipe:
i. ASTM B-117 Salt Spray (scribed panel) - Results to equal 0.0
undercutting after two years.
ii. ASTM G-95 Cathodic Disbondment 1.5 volts @ 77°F. Results to equal no
more than 0.5 mm undercutting after 30 days.
iii Immersion testing rated using ASTM D-714-87.
a. 20% Sulfuric acid —No effect after two years.
b. 140°F 25% Sodium Hydroxide —No effect after two years.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-2
REVISION 3, May 19, 2016

c. 160°F Distilled Water —No effect after two years.
d. 120°F Tap Water (scribed panel)-0.0 undercutting after two
years with no effect.
iv. ASTM G-22 90 Standard practice for determining resistance of Synthetic
Polymeric materials to bacteria. The test should determine the resistance
to growth of Acidithiobacillus Bacteria and should be conducted at 30
degrees centigrade for a period of 7 days on a minimum of 4 panels. The
growth must be limited only to trace amounts of bacteria.
v. An abrasion resistance of no more than 3 mils (.075 mm) loss after one
million cycles using European Standard EN 598: 1994 Section 7.8
Abrasion Resistance
3)Applicator. The lining shall be applied by a certified firm with a successful
history of applying epoxy linings to the interior of ductile iron pipe and fittings.
Modified polyamine ceramic epoxy (i.e. Tnemec Series 431 Perma-Shield PL). Any
request for substitution must be accompanied by a successful history of lining pipe and
fittings for sewer service, a test report verifying the following properties, and a
certification of the product meeting the performance criteria.
1) Properties:
i. Solids by Volume: 100 percent
ii. Hazardous Air Pollutants: Zero
iii. Ceramic Hollow Microspheres: 20 percent by volume (no silica fume, fly
ash, or alumina dust)
iv. Pigment Volume Concentration: Less than 22 percent
V. Coal -Tar Content: Zero
vi. Dry Film Thickness:
a. 40 mils minimum
b. 60 mils maximum
2) Performance Criteria:
i. Abrasion: (ASTM D4060-07, CS-17 wheel, 1,000 grams) — 76 mg loss.
(BS EN 598:2007+A1:2009, 50,000 cycles) — 0.6 mils loss
ii. Adhesion: (ASTM D 4541) — Not less than 1,860 psi.
iii. Severe Wastewater Analysis Test: (150°F, 500 ppm H2S, 4000 ppm
NaCl, 10% H2SO4, EIS Permeation Analysis) — Initial impedance of 11.2
(log-z). No blistering, cracking, checking or loss of adhesion. Reduction
in electrical impedance of 0.5 after 28 days exposure.
iv. Cathodic Disbondment: ASTM G 8 (1.5 V) Classification Group A. No
more than 0.000 inch (0.00 mm) disbonded equivalent circle diameter.
V. Chemical Resistance: (ASTM C 868-02, 25 percent sulfuric acid, 100
degrees F, 100 days — (NACE TM0174-2002, 6 months continuous
immersion, 50 percent sulfuric acid, 13 percent sodium hypochlorite, 5
percent sodium hydroxide, 75 degrees F — No effect.
vi. Dielectric Strength: (ASTM D 149-09) — greater than 600 volts per mil
vii. Hardness: (ASTM D 2240): Shore D hardness of 79. (ASTM D 3363).
viii. Immersion: 140°F (60°C) De -ionized Water Immersion. No blistering,
cracking or delamination of film after 5,000 hours continuous immersion.
ix. Impact: (ASTM D 2794-04) — No visible cracking or delamination after
160 inch -pounds (18.0 J) direct impact.
X. Salt Spray (ASTM B 117-09): No blistering, cracking, rusting or
delamination of film after 10,000 hrs.
xi. Water Absorption (ASTM C413-01(2006) — 0.0 percent water absorption
xii. Water Vapor Transmission (ASTM D 1653-03(2008) Method B, Wet Cup,
Condition C) — 1.25 g/m2 per 24 h water vapor transmission and 0.09
perms water vapor permeance
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-3
REVISION 3, May 19, 2016

3. Applicator: The lining shall be applied by a certified firm with a successful history of
applying ceramic epoxy linings to the interior of ductile iron pipe and fittings.
B. Polyvinyl Chloride Pipe (PVC): AWWA C900 (4-inch through 12-inch), AWWA C905 (14-inch through
16-inch), and SDR-21 (less than 4-inch)
1. Pipe Class: PVC C900 and C905
a. Dimension Ratio: DR18
b. Pressure Rating: 235 psi minimum
c. Color: Green
d. Fittings: Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AWWA C153
e. Joints:
1. ASTM D3139 PVC with ASTM F477 flexible elastomeric seals. Solvent -cement couplings
are not permitted.
2. Ductile Iron, Mechanical Joint, AWWA C110
2. Pipe Class: SDR-21, Iron Pipe Size (IPS), ASTM D2241, ASTM D1784
a. Pressure Rating: 200 psi minimum
b. Fittings:
1. Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AWWA C153
2. PVC fittings conforming to pipe requirements pressure rated to exceed pipe class. PVC
fittings may only be installed as indicated on the Drawings.
c. Joints:
1. ASTM D3139 PVC with ASTM F477 flexible elastomeric seals. Solvent -cement couplings
are not permitted.
2. Ductile Iron, Mechanical Joint, AWWA C110
C. Polyethylene Pipe: See Section 33 05 24 — Utility Horizontal Directional Drilling
Coordinate following with detail. May require more than one option for connection to main depending upon types of pipe. Modify as required I!
for type of operation and size required Be aware of height of unit so it fits within any structure provided.
2.2 AIR RELEASE / VACUUM VALVES
A. Manufacturer: Crispin - Multiplex Manufacturing Co. (S Series), Val-Matic (Series 300)
B. Valve: 2 inch inlet and outlet:150 psi operating pressure; cast iron body and top, stainless steel
internal linkage and float.
C. Appurtenances: Brass backflush attachments.
D Connection: Screw type; tapping saddle and strap assembly.
2.3 PLUG VALVES
A. Shall be eccentric of the non -lubricated type with resilient faced plugs. Valve bodies shall be ASTM
A126 Class B cast iron according to AWWA C504. Valves shall include the following features:
1. Plugs shall be resilient faced cast iron, ASTM A126 Class B. The resilient covering shall be
neoprene or hycar and suitable for use with sewage.
2. Sleeve metal bearings which are sintered, oil impregnated, and permanently lubricated stainless
steel conforming to Type 316, ASTM A743, Grade CF-8M or AISI Type 317 L shall be used.
Non-metallic bearings are not acceptable.
3. Valve shaft seals shall conform to AWWA C504 and AWWA C507 and shall utilize a multiple
v-ring that is externally adjustable and re -packable under pressure.
4. Valve actuators shall be of the nut -operated type.
5. Valve shall be suitable for use in a buried condition.
6. Valve shall provide a minimum of 100% of pipe area when fully open.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-4
REVISION 3, May 19, 2016

B. Equip valves 6 inches and larger with gear actuators with gearing enclosed in semi -steel housing,
seals on all shafts, and actuator shaft supported on permanently lubricated bronze bearings.
2.4 RESILIENT WEDGE GATE VALVES
A. Manufacturers:
1. M&H Company.
2. Mueller Company.
3. American Flow Control
4. Clow
B. Resilient Wedge Gate Valves: AWWA C509 or C515; iron body, bronze or ductile iron.
1. Elastomeric Polydisulfide (EPDM) encapsulated wedge
2. Stem: Non -rising bronze stem.
3. Operating Nut: 2-inch Square; open counterclockwise unless otherwise indicated.
4. Ends: Mechanical joint end connections.
5. Coating: AWWA C550; interior/exterior.
6. Maximum Working Pressure: 250 psig
2.5 VALVE BOXES
A. Valve boxes shall be of roadway extension type, of proper length and base size with suitable
detachable cover, coated inside and out with a good asphaltum paint, domestically casted. Boxes
shall be Tyler Union 6850 Series, Bingham & Taylor 151320W, or East Jordan Iron Works 8550 series
two-piece valve box, screw type. The cast iron lid shall be marked "SEWER".
2.6 UNDERGROUND PIPE MARKERS
A. Locator Tape: Brightly colored blue tape continuously printed with "SEWER FORCE MAIN" in large
letters, minimum 6-inch wide by 4 mils thick manufactured for direct burial service shall be installed
and buried 1.5 to 2 feet from the top of the sewer line.
B. Tracer wire: 10-Gauge insulated wire, green in color, shall be installed along the top of the water line
to aid in locating the pipe for maintenance purposes. The wire shall be continuous and uninterrupted,
and brought to the surface at as specified in this Section.
2.7 ABOVE -GROUND PIPE MARKERS
A The standard above -ground utility markers shall be Rhino Tri-View Markers, Model No.TVF66GB.
Above -ground utility markers designed to provide access to tracer wire shall be Rhino Tri-View
markers, Model No.TVT166GW2. Decals as shown in ONWASA's Standard Detail shall be placed on
all three sides. Above -ground pipe markers are not required inside residential developments.
PART 3 Concrete monument markers 6" X 6" X 36" reinforced with rebar with bronze utility markers stamped
"WARNING BURRIED SEWER FORCE MAIN, CALL 811 BEFORE YOU DIG" drilled and epoxied into
the top of the monument per Standard Detail Concrete monument markers shall be installed
to a depth of 18" immediately above the sewer force main at the entry and exit site of all directional drill
locations where sewer force mains cross any body of water or wetland area. When installation takes
place after the work has been completed, the monuments shall be installed only after confirming the
location of the sewer force main below.
A.
3.2 GROUT
A. Per Section 33 05 14 — Utility Manholes and Structures
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-5
REVISION 3, May 19, 2016

3.3 CONCRETE FOR THRUST RESTRAINT, ENCASEMENT AND CRADLES
A. Concrete: Class B Concrete conforming to Section 1000 of the NCDOT Standard Specifications.
1. Compressive strength of 2,500 psi at 28 days.
2. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular aggregate.
3. Maximum slump of 2.5 inch for vibrated concrete and 4 inch for non -vibrated concrete.
4. Minimum cement content of 508 pounds per cubic yard for vibrated and 545 pounds per cubic
yard for non -vibrated concrete.
3.4 BEDDING AND COVER MATERIALS
A. Backfill around Pipe and Above Pipe: As specified in Section 3123 17 -Trenching.
B. Reference SS SED "Sewer Force Main Embedment Details" in Details.
3.5 ACCESSORIES
A. Steel rods, bolt, lugs and brackets: ASTM A36 or ASTM A307 carbon steel.
Polyethylene Jackets: AWWA C105 polyethylene jacket. Single layer, lapped over pipe joint, and
secured with 10-mil polyethylene tape.
PART 4 EXECUTION
4.1 GENERAL: Entire Project site shall be in strict conformance to OSHA Regulations.
4.2 PREPARATION
A. Prior to Start of Construction:
Materials will be checked at the site of construction to verify conformance with approved
materials. Any materials not in accordance with ONWASA Standards or approved by the
Technical Operations Supervisor, or his designee, at the job site will not be assumed for use.
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 not relieve the
CONTRACTOR of his responsibility to provide a completed final product that meets the
requirements of the plans and specifications. Any inferior materials discovered will be replaced
without charge for rework to the OWNER.
ONWASA requires a minimum of forty eight (48) hours' notice before construction is to begin so
that ONWASA can schedule construction inspection for the work. Should the prosecution of the
work for any reason be temporarily discontinued, the CONTRACTOR shall notify ONWASA at
least twenty-four (24) hours in advance of resuming operations.
B. Surveys, Lines and Grades:
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 construct the project in
accordance with the contract requirements. The CONTRACTOR shall carefully preserve all
reference points or existing survey markers and in the case of willful or careless destruction thereof,
the CONTRACTOR shall be charged with the resulting expense, and shall be responsible for any
mistakes that may be caused by their unnecessary loss or disturbance.
C. Traffic Flow and Safety:
The CONTRACTOR shall maintain traffic flow and control at all times. CONTRACTOR shall
comply with all MUTCD requirements and 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
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-6
REVISION 3, May 19, 2016

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 immediately cease operations and implement
whatever measures are required for the safety of the public. Work shall not resume until the
measures are fully implemented.
2. All encroachment bonds required by the Department of Transportation will be secured by the
CONTRACTOR at his own expense.
3. No extra payment will be allowed for securing the required bond or for delays associated with
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
D. Sewer Service Cut -Off:
1. When there are CITY OF JACKSONVILLE and ONWASA sewer lines within the limits of a
project. The following procedure applies to both the CITY OF JACKSONVILLE and ONWASA.
2. The CITY OF JACKSONVILLE/ONWASA requires adherence to the following procedures prior
to shutting off sewer service on any existing CITY OF JACKSONVILLE/ONWASA lines:
a. The CONTRACTOR must receive approval for shut-off from the CITY OF JACKSONVILLE
Public Utilities Director/ ONWASA Distribution/Collections Superintendent. Generally, shut-
offs must occur from 9 a.m. to 11 a.m. and 2 p.m. to 4 p.m. on weekdays.
b. After receiving approval, CONTRACTOR shall notify affected residents twenty-four (24)
hours in advance of beginning operation.
c. All valves to be closed or opened are to be operated by the CITY OF JACKSONVILLE
Public Utilities Department/ONWASA
3. If any sewer mains are damaged and service interrupted, the utility OWNER (CITY OF
JACKSONVILLE or ONWASA) shall immediately be contacted and CONTRACTOR shall
conduct repairs in accordance with the utility OWNER'S specifications and requirements, in
order to restore water to the customers.
4. NO ONWASA valves are to be operated without prior approval of the ONWASA
Distribution/Collections Superintendent (910.937.7560). Except in emergency situations, the
contractor shall request approval in writing (e-mail is preferable) no less than 48-hours prior to
event, stating reason, length of outage, and number and location of customers affected.
5. Verify existing conditions before starting work.
6. Verify existing sewer connection size, location, and inverts are as indicated on Drawings.
4.3 EXCAVATION
A. Excavate pipe trench in accordance with Section 31 23 17 - Trenching for Work of this Section. Hand
trim excavation for accurate placement of pipe to elevations indicated on Drawings.
B. Dewater excavations to maintain dry conditions and preserve final grades at bottom of excavation. The
Contractor is responsible for utilizing dewatering systems in accordance with good standard practice.
The dewatering systems must be efficient enough to lower the water level in advance of the
excavation and to maintain it continuously to keep the trench bottom and sides firm and dry.
Groundwater shall not be allowed to rise around the pipe until after the trench is backfilled. Disposal of
groundwater shall be disposed of in a suitable manner so as to not cause damage to adjacent
property or facilities, or be a threat to public health. Do not lay pipe in wet or frozen trench.
C. Provide sheeting and shoring as required.
D. Place bedding material at trench bottom, level fill materials in one continuous layer not exceeding 8-
inches in compacted depth; compact to 95 percent.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-7
REVISION 3, May 19, 2016

E. Place bedding material at trench bottom and shape for accurate placement and proper support of
Pipe.
F. Carefully place and tamp bedding material so as not to damage or displace joints or pipe. Do not drop
material directly on pipe.
G. Maintain optimum moisture content of bedding material to attain required compaction density.
4.4 INSTALLATION - PIPE AND FITTINGS
A. Sewer lines shall be installed within dedicated street right of ways or centered in a 20-foot (minimum)
dedicated public "utility" easement to ONWASA.
B. Install ductile iron pipe and fittings in accordance with AWWA C600 and manufacturer's instructions
unless stricter requirements are noted in this Section.
C. Install PVC pipe in accordance with AWWA C605 and manufacturer's instructions unless stricter
requirements are noted in this Section.
D. PVC pipe shall be deflected onto a radius no smaller than 1.2 times the minimum bending radius set
out in the PVC Pipe Handbook. Ductile iron joint deflections shall be no greater than 80 percent of the
maximum set out in the Ductile Iron Handbook.
E. Each fitting and section of pipe shall be inspected for defects prior to installation.
F. 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 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.
G. Required Separation Between Pipe Systems:
Lateral Separation of Sewer and Water Mains. Water mains shall be laid at least 10- feet
laterally from existing or proposed sewers, unless local conditions or barriers prevent a 10-foot
lateral separation -- in which case
a. The water main is laid in a separate trench, with the elevation of the bottom of the water
main at least 18-inches above the top of the sewer, or
b. The water main is laid 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.
Crossing a Water Main over a Sewer. Whenever It is necessary for a water main to cross over a
sewer, the water main shall be laid at such an elevation that the bottom of the water main is at
least 18-inches above the top of the sewer, unless local conditions or barriers prevent an 18-
inch vertical separation -- in which case both the water main and the sewer shall be constructed
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. A section of water main pipe shall be centered at
the point of crossing.
Crossing a Water Main under a Sewer. Whenever it is necessary for a water main to cross
under a sewer, both the water main and the sewer shall be constructed 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.
In accordance with NCAC Title 15A Ch.18C Section 0.0906 and NCAC Title 15 Ch.2 M 0.0200,
ONWASA interpretation of this ruling shall be as follows for a new development; Whenever a
Sewer Main crosses above or below a water main and the minimum clearance will not be met,
both pipes shall be constructed of ferrous material for a distance of 10-feet on center in each
direction, however, any areas pre-existing shall be handled on a case by case basis.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-8
REVISION 3, May 19, 2016

5. Crossing a Water Main or Sewer Main under a Storm Sewer Main. When mains cross under a
storm sewer main with less than 24-inches separation, the main shall be constructed of ferrous
material or as shown on the plans. One joint of pipe shall be centered under the storm drainage.
H. Install pipe in locations and at grades as specified, except as otherwise permitted by ONWASA. Pipe
shall be installed to indicated elevation to within tolerance of/2-inch.
I. The pipe and fittings shall be kept thoroughly clean of any water, earth, stones, or other debris until
work is completed and accepted by ONWASA. Open ends of the pipe shall be capped or plugged with
a water -tight fitting during periods of work stoppage.
J. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs. Use only
equipment specifically designed for pipe cutting. The use of chisels or hand saws will not be
permitted. Grind edges smooth with beveled end for push -on connections-
K. Remove scale and dirt on inside and outside before assembly.
L. Flanged Joints: Not to be used in underground installations except within structures.
M. Install in open cut, except where otherwise required or permitted by ONWASA.
1. Where installed by free boring, extend hole 5 feet each side of pavement, thread pipe into hole
from boring pit with leading end of first pipe covered to prevent damage and the entry of earth,
and fill space around pipe with grout.
2. All piping that is dry -bored shall be ductile iron.
3. Where installed within steel encasement pipe, refer to Section 33 05 23 - Trenchless Utility
Installation-
N. Install pipe with no high points unless shown on the Plans. If unforeseen field conditions arise which
necessitate high points, install air release valves as directed by ONWASA.
O. Install pipe to allow for expansion and contraction without stressing pipe or joints.
P. Install access fittings to permit required testing.
Q. When necessary to cut pipe at fittings, valves or elsewhere, the remaining portions may be used to
minimize the number of scrap pieces when the Work is complete; however, scrap pieces less than 5-
feet in length shall not be used.
R. Install underground marking tape continuously above pipe line 12 to 18 inches below the ground
surface and secure trace wire to the pipe with duct tape near every bell and at the center of each pipe
joint. The wire shall be fastened securely to all fittings as directed by ONWASA. Splices in the tracer
wire shall be connected by means of a waterproof and corrosion -proof connector designed for direct
bury applications. Standard wire nuts are not acceptable. The connection shall then be completely
wrapped in electrical tape. There shall be no exposed bare wire. The tracer wire shall be made
accessible through above -ground utility markers designed to provide access to tracer wire as specified
in this Section. In residential developments, trace wire shall be made accessible in valve boxes, vaults,
etc.
S. Install above -ground utility markers at horizontal bends, main -line valve boxes (not within 10 feet of a
fire hydrant assembly branch), ends of directional bores (concrete monument markers), bank edge of
all channels crossed by directional bores (concrete monument markers), each side of a roadway
crossing, and along the piping alignment. The maximum spacing for the above -ground utility markers
shall be 500 linear feet. In locations where there are multiple horizontal bends in close proximity, one
marker will be sufficient to demonstrate the change in direction. Utility markers designed to provide
access to tracer wire shall be installed at every third marker, or every 1000 feet of pipe, whichever
distance is less. Tracer wire accessible above -ground utility markers shall also be installed at ends of
directional bores. Establish elevations of buried piping with not less than 3-feet of cover. Measure
depth of cover from final surface grade to top of pipe barrel.
T. Backfill trench in accordance with Section 3123 17 — Trenching
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-9
REVISION 3, May 19, 2016

4.5 INSTALLATION —VALVES
A. Install valves in conjunction with pipe installation, set valves plumb.
B. Provide buried valves with valve boxes installed flush with finished grade.
C. Adjust valve boxes to final grade at the time designated by ONWASA.
D. Install concrete support underneath valves as indicated in the Detail.
E. All valve boxes outside pavement shall have a concrete valve collar or a 2' x 2' x 4" area of concrete
poured around the valve boxes where valve boxes are too close to install whole valve pads. (No valve
pads are to be cut).
4.6 INSTALLATION — AIR RELEASE / VACUUM VALVES
A. Air release/vacuum valves shall be installed in minimum 5-foot inside diameter manholes in
accordance with Section 33 05 14 — Utility Manholes and Structures and ONWASA's Standard Details.
Note that all force main air release/vacuum valve manholes shall be vented with a ductile iron vent
terminating in two 90' bends with a stainless steel insect screen installed on the end. The vent shall
be installed to a height 3' above the flood plain elevation.
4.7 INSTALLATION — CONCRETE THRUST RESTRAINT
A. Provide concrete thrust restraint for valves, tees, bends, caps, plugs, and dead ends with concrete
thrust blocks as indicated on drawings. Thrust blocks should be located to resist resultant force and
so pipe and fittings will be accessible for repair
B. Fittings shall be wrapped in polyethylene prior to pouring the concrete thrust blocking to protect the
fittings, glands, bolts, etc. from direct contact with the concrete.
C. The concrete for the thrust blocks shall be mixed outside the excavation in a clean container with
potable water. Mixing of concrete in the excavation using surface or ground water, or placement of dry,
unmixed bags of concrete behind fittings shall not be allowed.
D. Pour concrete thrust blocks against undisturbed earth. Do not encase fittings, glands, bolts, etc.
4.8 CONNECTIONS TO EXISTING PIPING AND STRUCTURES
A. Connect new sewers to structures through stubs, wall castings, wall sleeves, etc., provided for same,
or make an opening at the proper elevation in the wall of the structure. Unless otherwise approved by
ONWASA, all openings into existing structures shall be core -drilled. Using pneumatic hammers,
chipping guns, sledge hammers, etc., will not be permitted.
B. In opening of structure, unless otherwise approved by ONWASA, install flexible connector with dual
stainless steel clamps meeting ASTM C923 for all pipe diameters in opening, and seal opening with
non -shrink concrete grout. Make connections water -tight.
1. For polyethylene pipe, provide a water -tight seal around the pipe using grout or other material as
instructed by the pipe manufacturer and approved by ONWASA, and a coupling slipped over the
pipe end against the structure wall and fused in place for axial restraint.
C. An inside drop assembly, in accordance with ONWASA's Standard Detail, shall be provided for a force
main entering a manhole.
D. Where necessary, reshape the bottoms of existing structures to give a smooth flow in all directions.
E. Provide 48 hours' notice to ONWASA prior to making connections.
F. Plan Work to reduce number of shut -offs and to minimize length of shut-off.
G. Make connections at such times and using fittings as approved by OWNER and ONWASA.
Connections to existing pipes shall be made by ductile iron mechanical joint sleeves with transition
gaskets as necessary, or stab fit, wide range gasketed sleeves (i.e. Hymax Coupling) suitable for
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-10
REVISION 3. May 19, 2016

pressure sewer service as determined by the sleeve manufacturer. Flexible couplings (e.g. Fernco)
shall not be permitted on force mains.
4.9 INSTALLATION - POLYETHYLENE ENCASEMENT
A. Encase Ductile Iron piping in polyethylene where indicated on Drawings to prevent contact with
surrounding backfill material.
B. Install in accordance with AWWA C105.
C. Terminate encasement 3 to 6 inches above ground where pipe is exposed.
4.10 INSTALLATION -JOINT RESTRAINT
A. Install joint restraint in accordance with Section 33 05 19 — Pressure Piping Joint Restraint.
4.11 BACKFILLING
A. Backfill and compact around sides and to top of pipe in accordance with Section 3123 17 - Trenching.
B. Maintain optimum moisture content of material to attain required compaction density.
4.12 FIELD QUALITY CONTROL
A. The Contractor shall conduct preliminary pressure, leakage, and tracer wire testing prior to the
witnessed tests to verify the tests will pass on the first attempt. If the Contractor schedules a required
test in advance and the test is not ready to begin at the scheduled time, the Contractor will be required
to reimburse ONWASA for all costs to ONWASA associated with the delay.
B. Check valve boxes after installation to ensure the valves are installed plumb and centered over the
operating nut, and remove stones, dirt, debris, and backfill material.
C. Compaction Testing: Perform soil compaction tests in accordance with Section 31 23 17 - Trenching.
D. Trace Wire Testing: Contractor shall perform a continuity test on all trace wire in the presence of an
ONWASA representative. If the trace wire is found to be not continuous after testing, the Contractor
shall repair or replace the failed segment of the wire. Continuity test shall be repeated as necessary
E. Notification: Notify ONWASA and, if necessary, the testing agency 72 hours in advance of all required
testing and have witness test.
F. Test Pressure: Not less than 150 psi, the test will result in automatic failure if the test pressure drops
below 150 psi and fails an allowable leakage test.
G. Prior to conducting pressure testing, the Contractor shall demonstrate to the ONWASA Representative
that all valves in the system are fully opened.
H. Pressure and Leakage Test Procedure.-
1 . Pressure and leakage testing is the responsibility of the Contractor, who shall provide all
materials, labor, and equipment, and pay for the total volume of water used.
2. Prior to conducting pressure testing, the Contractor shall demonstrate to the ONWASA
Representative that all valves in the system are fully opened.
3. After completion of pipeline installation, including backfill, but prior to final connection to existing
system, conduct pressure and leakage tests in accordance with AWWA C600 unless otherwise
required by this Section.
4. Conduct tests for at least two-hour duration.
5. Pipeline installations that lose more than 5 psi at completion of the Hydrostatic Pressure Test
will be required to pass an Allowable Leakage Test.
6. Before applying test pressure, completely expel air from section of piping under test. Provide
corporation cocks so air can be expelled as pipeline is filled with water. After air has been
expelled, close corporation cocks and apply test pressure. At conclusion of tests, remove
corporation cocks and plug resulting piping openings.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-11
REVISION 3, May 19, 2016

D. Leakage Testing
A leakage test shall be performed on each segment of installed force main at the
hydrostatic pressure test stipulated in Section 6.04C.
2. Leakage shall be defined as the quantity of water required to maintain a pressure
within five pounds per square inch of the specified test pressure after the pipe has
been filled with water and all air has been expelled.
3. Leakage shall be measured with a calibrated test meter and shall not exceed the
amount given by the following formula:
L = SDI/ P S = length of pipe (feet)
L = leakage (gph)
133,200 D = nominal diameter ofpipe segment tested (inches)
P = test pressure (pounds per square inch)
All visible leaks shall be repaired regardless of the amount of leakage. If leakage
exceeds this rate, the applicant is responsible for assuring that the cause of test
failure is determined, all necessary repairs are made, and repeating the test until
the force main segment passes.
4. The leakage test may be performed concurrently or separately with the leakage
test stipulated in Section 6.04D.
E. Each layer of fill or backfill over the force main shall be compacted to a density needed
to accommodate the use of the force main installation area or as otherwise may be
required (e.g., encroachment agreement with the North Carolina Department of
Transportation, etc.).
6.05 Electrical and Instrumentation/Control System Testing
A. The applicant shall ensure that a formal testing program of all electrical as well as
instrumentation and control systems installed at the pump station is developed and
performed.
B. The program may consist of a combination of unwitnessed/witnessed factory tests, field
readiness tests, and witnessed field tests. At a minimum, however, the applicant shall
witness a field test of the pump station's electrical and instrumentation/control systems.
The basic functions which shall be tested for operation as intended by the pump station
design shall include, but shall not be limited to, the following:
1. Pump operational functions.
2. Level -sensing equipment.
3. Alarm system.
4. Telemetry system.
5. Stand-by or emergency power system.
C. All testing of the electrical and instrumentation/control systems shall be performed in the
presence of the applicant, the PE, or other authorized representative.
D. The results of all testing shall be maintained by the applicant as part of the construction
record documentation as stipulated in Section 1.03B.
PS -FM MDC 03/08 28

TECHNICAL SPECIFICATIONS
•S
SEWER EXTENSIONS
TO SERVE
200 Barbara Avenue
ONSLOW COUNTY, NORTH CAROLINA
OWNER:
Michael Griffiths
Jacksonville, North Carolina
July 2019
Revised October 2019
RECEIVED
NOV 0 4 2019
NCDEQ/DWR/NPDES
.SW -o ESSjC;
• 4 SEAL
34978
io-as-r�
EJAC
E R & ASSOCIATES, INC
ONVILLE, NORTH CAROLIN
[phone] 1306 New Bridge Street I P.O. Box 976 1 Jacksonville, NC 28541-0976
Firm License Number F-0108 I www.parkerjacksonville.com

PROJECT INFORMATION SHEET
OWNER:
Michael Griffiths
200 Barbara Avenue
Midway park, NC 28544
Contact Person: Mr. Michael Griffiths, Owner
[phone]
ENGINEER:
Parker & Associates, Inc.
P. O. Box 976
Jacksonville, North Carolina 28541-0976
Contact Person: Mr. Jason A. Houston, P.E., President
[phone]
UTILITY:
Onslow Water & Sewer Authority
228 Georgetown Road
Jacksonville, NC 28540
Contact Person: Mr. David M. Mohr, PE, Engineering Director
[phone]

TABLE OF CONTENTS
Item
Project Information Sheet
Pages
1
Construction Staking Quality Assurance / Jobsite Safety 1
Did You Know? — Natural Gas Information 1
Sanitary Sewer Leakage Testing — Section 33 0130 1 1 — 3
Force Mains — Section 33 34 00 1 — 12
Utility Manholes and Structures- Section 33 05 14 1 — 8
Grinder Pump Station Installation- Section 33 32 16.13 1 — 12
Supplement for Leakage Testing (6.04 D) 1
Secretary. c2.2019.Forms.200BarbaraAve.Specs.Hassan.SewerExtensionsSpecs. RevisedOct.10.28.19

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OR'r C;EIa#=r�J,1
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There is an underground natural gas
pipeline near you
PledmontNatural Gas Is an energy services
company primarily engaged in the distribution of
natural gas to, over one million residential, commercial
and Industrial utility customers in North Carolina,
South Carolina and Tennessee. Natural Gas pipeline
markers containing contact phone and emergency
Information indicate the presence of underground
utilities but may not be posted in many areas
throughout the system. For more pipeline location
information, call your state One -Call center or see
the National Pipeline Mapping System online at
http;//www noms nhmsa dot aDv
;Accor,d1:1rn,gto
are the Safest method of
ation for natural gas
the National Transportation Safety
Board, pipelines are the safest mode of transportation.
Piedmont Natural Gas, with years of safe and
continuous service, Is committed to meeting or
exceeding all local, State, and Federal natural gas pipeline
safety regulations.
=1ndividuals
e accldcnts=ufflities
r companin of burie
Brightly-colored natural gas pipeline markers indicate buried
utilities are nearby, but they do not always indicate
the exact location and depth of the pipeline. Markers
are generally located at road, railway and river
crossings and along fence lines and property boundaries,
but pipelines do not always run in a straight line and markers
may not be present in certain areas. It Is very Important
to CALL 011 BEFORE YOU DIG. 811 is a federally -
mandated number designated by the FCC to consolidate
all local "Call Before You Dig" numbers and help save
lives by minimizing damages to under round utilities.
SAFETY TAKES TEAT WORK
Identify Potential Hazards
Natural gas is odorless, colorless, and lighter than
air. If released, natural gas will rise and diffuse with
air rapidly. The "natural gas smell" (rotten -egg -like)
most people associate with natural gas is an odorant
added by local gas utilities to assist In leak detection.
DID YOU KNow?
If you suspect a leak, Immediately leave the area on
foot and call appropriate emergency contacts as
outlihed in this brochure.
— to roco n e a leak
Use your senses of sight and smell to help recognize
the situation.
° A "natural gas smell° or rotten -egg -like smell
Dust, water, bubbles, or vegetation blowing
into the air or around a pipeline
` Discolored or dead vegetation near the pipeline
° A shrill blowing or hissing sound
° Bubbling In a wet area, marshland, river or creek
` A dry spot In a moist field
° Fire apparently coming from the ground or
burning above the ground
�MPac4 Of land Use and con-stir'uc-!on
practices on sat• ffet�f
Always surrey the area for evidence of pipeline
right-of-way markers prior to any excavation or
construction operations.
` Always contact the state One -Call service in
advance of beginning any digging, drilling, ditching or
constructing work no matter how small the project.
` Walt for appropriate personnel to mark the specific
location of the pipeline and then proceed with care.
Check with your local public officials about any
future land use plans in the area of your project.
Accidents
If damage occurs to our pipeline, it Is Important that we
are informed Immediately for Inspection, evaluation, and
repairs. Earthquakes, wash -outs, lightening, drilling
or blasting near the right-of-way may cause unseen
damage to a pipeline. Even a minor dent can cause
deterioration of the protective coating and present
a potential hazard in the future.
�,.
An inforlic Is an essential component of safe natural
gas pipeline operations. In addition to the safe practices
outlined below, please obtain more detailed Information
from the Piedmont Natural Gas web site:
www.pledmontng.com as weft as other related
resources listed in this brochure.
(if you suspect a leak or Imminent danger)
If ignition has Mob' occurred...
Turn off machinery or equipment In the immediate area
° Leave on foot and clear other people away from the
area
" PIEDMONT NATURAL GAS 24-firs EMERGENCY
PHONE, 800-752-7504
' If you feel danger is posing an imminent threat, call 911
ff fgrtlBon HAS occurred,.,
° Safely remove yourself and others from the area of
the burning natural gas
° CONTACT 911 EMERGENCY RESPONDERS
Do NOT light a cigarette or smoke in the area
" Do NOT start an engine or drive near the area of the
leak
' Do NOT cause any friction that could cause a spark
° Do NOT attempt to operate valves on the pipeline
" Do NOT attempt to extinguish the burning natural gas
Res onslWliiies of the Pi ellne 202 cyst®r
Pipeline operations and maintenance activities are
required to follow industry -wide policies and procedures
and established best practices. Piedmont Natural Gas
Participates In the One -Call system and rigidly performs a
broad range of safety precautions Including aerial and
ground leak patrols, natural gas sampling, preventative
maintenance, the Installation of pipeline markers and the
planning of emergency response procedures.
In accordance with federal regulations some areas near
pipelines are designated as High Consequence Areas.
For these areas, supplemental hazard assessment and
prevention programs, known as Integrity Management
Programs, have been developed. For more Information
about these plans contact the Customer Information
Center at 1-800-752.7504.
clfForme/ear# r fin .., ._

SECTION 33 05 13
UTILITY MANHOLES AND STRUCTURES
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
Precast reinforced concrete manholes and structures with tongue -and -groove joints with
masonry transition to frames, lids, grates, anchorage, and accessories.
Cast -in -place concrete manholes and structures with masonry transition to frames, lids,
grates, covers, anchorage, and accessories.
Structure connections to existing public utility lines.
Bedding and backfill materials.
B. Related Sections:
1. Section 09 96 59 — Protective Lining for Concrete Exposed to Severe Wastewater
Environment
2. Section — Trenching31 23 16.13
3. Section 33 0130 — Operation and Maintenance of Sewer Utilities
4. Section 33 1100 - Water Utility Distribution Piping
5. Section 33 12 13 — Water Service Connections
6. Section 33 31 13 — Gravity Sewers
7. Section 33 34 00 — Force Mains
8. Section — Submersible Pumps43 25 00
9. Section — Self -Priming Centrifugal Pumps43 23 00
1.2 DEFINITIONS
A. Owner: Onslow Water and Sewer Authority - ONWASA
1.3 SUBMITTALS
A. Product Data: Submit data on manholes and structures, manhole frames and lids, access
hatches, accessories, component construction, features, configuration, dimensions, and joint data.
B. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
C. Project Record Documents: Record actual locations of manholes and structures with rim and
invert elevations.
D Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
Manufacturer's Installation Instructions: Submit special procedures for precast concrete valve
vaults and meter boxes installation.
1.4 CLOSEOUT SUBMITTALS
A. Project Record Documents: Accurately record actual locations and inverts of buried pipe,
components and connections.
1.5 QUALITY ASSURANCE
A. Obtain precast concrete utility structures from single source.
B. Perform Work in accordance with Sections 825, 840, and 1525 of NCDOT Standard
Specifications.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-1
REVISION 3, May 19, 2016

1.6 QUALIFICATIONS
A. Manufacturer: Certified by NPCA Plant Certification Program prior to and during Work of this
section.
B. Installer: Company specializing in performing work of this Section with minimum five years'
experience-
C. Design of cast -in place and custom utility structures shall be certified by a Professional Engineer
experienced in design of this Work and licensed in the State of North Carolina.
1.7 DELIVERY, STORAGE AND HANDLING
A. Comply with precast concrete manufacturer's instructions and ASTM C913 for unloading, storing
and moving precast manholes and drainage structures.
B. Store precast concrete manholes and drainage structures to prevent damage to Owner's property
or other public or private property. Repair property damaged from materials storage.
C. Mark each precast structure by indentation or waterproof paint showing date of manufacture,
manufacturer and identifying symbols, and numbers shown on Drawings to indicate its intended
use.
1.8 ENVIRONMENTAL REQUIREMENTS
A. Masonry Work: Maintain materials and surrounding air temperature to minimum 50 degrees F
prior to, during, and 48 hours after completion of masonry work.
B. Cold Weather Requirements: ACI 530/530.1.
1.9 WARRANTY — WATER -PROOFING
A. Provide a written 5-year material warranty issued by the membrane manufacturer upon
completion of the work.
PART 2 PRODUCTS
2.1 PRECAST REINFORCED MANHOLES AND STRUCTURES
A. Concrete Base: Precast or cast -in -place as shown on the Drawings.
B Precast Concrete Manhole and Vaults:
1. Reinforced precast concrete in accordance with ASTM C478
2. Joints shall be watertight and designed for cold -applied sealing compound conforming to
ASTM C478 specifications
3. Use flexible connectors with dual stainless steel pipe clamps meeting ASTM C923 for all
pipe diameters.
4. Wall Thickness: Minimum wall thickness for manholes shall be 5 inches. Minimum wall
thickness for vaults or similar structures shall be 6 inches
5. All precast manholes shall be certified as sufficient for the service condition.
6. All exterior joints shall be sealed with a polyolefin-backed exterior joint wrap in conformance
with ASTM E-1745, ASTM C-877, and ASTM C-990
7. Butyl rubber gasket sealing compound shall be CPS-210 as manufactured by Concrete
Products Supply Company or CS 102 as manufactured by Concrete Sealants.
8. Manholes shall be set on crushed aggregate of at least 8-inches in depth.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 05 13-2
REVISION 3, May 19, 2016

9. All pinholes, interior joints, and crevices shall be filled with hydraulic cement to provide a
smooth interior surface.
10. All manholes and structures shall be designed to prevent flotation when empty
11. All manholes and structures shall have extended base of at least 6 inches.
12. Manholes and structures should not include steps.
13. All manholes and structures shall be designed for H-20 loading.
2.2 CAST -IN -PLACE CONCRETE
A. Concrete: Class A Concrete conforming to Section 1000 of the NCDOT Standard Specifications
1. Compressive strength of 3,000 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.532 with angular aggregate.
4. Maximum slump of 3'/z-inches for vibrated concrete and 4-inch for non -vibrated concrete.
5. Minimum cement content of 564 pounds per cubic yard for vibrated concrete and
602 pounds per cubic yard for non -vibrated concrete.
2.3 ACCESSORIES
A. Manhole Rings and Covers: Grey cast iron, ASTM A48, Class 30B or 356; size and shape as
indicated on the drawings.
1. Minimum Total Weight: 300 lbs.
2. Minimum Weight of Cover: 120 lbs.
3. Type: Standard or Gasketed, as indicated on the schedule.
4. Cover shall have "SANITARY SEWER" or "WATER", as applicable, cast onto the face.
5. Domestically cast
6. Designed for H-20 loading
B Sewer Guard manhole inserts shall be used on all manholes. Sewer guards shall be made of
high density copolymer that meets the requirements of ASTM 1248, Class A, Category 5. The
insert gasket shall be made of closed cell neoprene and shall have a pressure sensitive adhesive
on one side. Ventilation shall be provided by insert gas relief valve that will vent at 1 psi. The
relief valve shall have a water leak rate no greater than 5 gallons per 24 hours. The insert must
have a handle attached to the bowl with stainless steel hardware.
C. Aluminum Access Hatches. -
Aluminum access covers of the size shown shall be installed at locations indicated on the
Drawings. Covers shall be type Series W1S by Halliday Products or TPS as manufactured by
U. S. Foundry and Manufacturing Corporation. If the structure is located in a NCDOT
maintained area, the access hatch shall be as approved by NCDOT.
Door leafs shall be'/<" thick aluminum floor plate reinforced to 300 psf live load. The frame
shall be an extruded aluminum channel section with a continuous integral anchor flange and
odor reduction gasket. An aluminum frame skirt shall be welded to all four sides of the frame
to eliminate wood formwork. The frame shall drain water out through a 1 '/z" pipe coupling.
The access door shall be equipped with a stainless steel watertight slamlock and removable
handle. The door shall open to 90 degrees, lock automatically in that position, and have a vinyl
grip release handle. Hinges shall be all stainless steel with tamper proof stainless steel bolts
and nuts, and be removable for maintenance after the access door is cast in place. Wing of
the hinges shall not cut through the bearing edge of channel seat. The door shall be equipped
for a staple for padlock. The access door shall be furnished with a mill finish and a black
bituminous coating which shall be applied by the manufacturer to the exterior frame that is in
contact with concrete. Provide stainless steel safety chains and 1" removable schedule 40
aluminum pipe for use while doors are open.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 05 13-3
REVISION 3, May 19, 2016

3. Access hatches shall be equipped with aluminum fall -through protection grating panels as
manufactured by Halliday Products, Inc. or US Foundry and Manufacturing. Safety nets are
prohibited.
D Grout: Non -shrink, non-metallic in accordance with Section 1054 of NCDOT Standard
Specifications with a compressive strength of at least 5,000 psi at 3 days.
E. Strap Anchors: Stainless steel capable of supporting pipe or accessories indicated on Drawings,
minimum 2-inch wide and 10-gauge
F Geotextile Filter Fabric: Install geotextile filter fabric as indicated on the Drawings that conforms to
Type 1 Engineering fabric in accordance with Section 1056 of NCDOT Standard Specifications,
non -woven, needle punched, non -biodegradable, and rot -proof.
G. Protective Interior Lining System (install as indicated on the Plans):
1. The interior walls shall be coated as specified in Section 09 96 59 — Protective Lining for
Concrete Exposed to Severe Wastewater Environment.
2. All coatings shall be applied after installation of the manholes or structures is completed.
2.4 PIPING
A. All piping shall be as specified in the applicable piping specification.
B. Gooseneck Vent:
1. Fabricate from carbon steel or ductile iron pipe and fittings.
a. Carbon Steel Pipe and Fittings:
1) Pipe: ASTM A53, Grade B, Schedule 40.
2) Joints: Beveled ends for electric resistance weld.
3) Fittings: Welded; ASTM A234, Grade WPB.
4) Flanges: Carbon steel, 150 pound, flat face, ASTM A105.
b. Ductile Iron Pipe and Fittings:
1) Pipe: AWWA C115, flanged joint.
2) Fittings: AWWA C110 or AWWA C153.
3) Joints: Appendix A of AWWA C115, and ANSI B16.1, Class 125.
4) Flanges: Ductile iron with zinc -plated bolts and nuts.
2. Provide outlet with stainless steel insect screen held in place between two flanges.
2.5 DROP CONNECTIONS
A. All manholes that require a drop connection shall be a minimum 5-foot inside diameter.
B. An inside drop assembly, in accordance with ONWASA's Standard Detail, shall be provided for a
sewer entering a manhole at an elevation greater than 2.5 feet (30 inches) above the manhole
invert, or as indicated in the Plans. Where the difference in elevation between the incoming sewer
and the manhole invert is less than 2.5 feet (30 inches), the invert shall be filleted to prevent solids
deposition.
C. Inside drop connections shall be secured to the interior wall of the manhole as indicated in the
Detail and access shall be provided for cleaning.
D. Outside drop assemblies are not permitted.
2.6 CONFIGURATION
A. Provide size and shape as indicated on Drawings.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-4
REVISION 3, May 19, 2016

B. Foundation Slab: Cast -in -place or precast reinforced concrete integral with bottom section, level
top surface.
2.7 BEDDING AND BACKFILL MATERIALS
A. Bedding: Clean course aggregate Gradation No. 57 conforming to Sections 1005 and 1006 of the
NCDOT Standard Specifications.
B. Backfill around Structures: As specified in Section 3123 17 -Trenching.
PART 3 EXECUTION
3.1 GENERAL: Entire project site shall be in strict accordance with OSHA Regulations.
3.2 PREPARATION
A. Prior to Start of Construction.-
1 . Materials will be checked at the site of construction to verify conformance with approved materials.
Any materials not in accordance with ONWASA Standards or approved by the Technical
Operations Supervisor, or his/her designee, at the job site will not be assumed for use.
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 not relieve the CONTRACTOR of
his responsibility to provide a completed final product that meets the requirements of the plans and
specifications. Any inferior materials discovered will be replaced without charge for rework to the
OWNER.
2. ONWASA requires a minimum of forty eight (48) hours' notice before construction is to begin so
that ONWASA can schedule construction inspection for the work. Should work for any reason be
temporarily discontinued, the CONTRACTOR shall notify ONWASA at least twenty-four (24) hours
in advance of resuming operations.
B. Surveys, Lines and Grades:
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 construct the project in accordance with the
contract requirements. The CONTRACTOR shall carefully preserve all reference points or existing
survey markers and in the case of willful or careless destruction thereof, the CONTRACTOR shall be
charged with the resulting expense, and shall be responsible for any mistakes that may be caused by
their unnecessary loss or disturbance.
C. Traffic Flow and Safety:
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.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-5
REVISION 3, May 19, 2016

All encroachment bonds required by the Department of Transportation will be secured by the
CONTRACTOR at his own expense.
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.
D. Service Cut -Off:
1. When there are CITY OF JACKSONVILLE and ONWASA utility lines within the limits of a project.
The following procedure applies to both the CITY OF JACKSONVILLE and ONWASA.
?. The CITY OF JACKSONVILLE/ONWASA requires adherence to the following procedures prior to
shutting off service on any existing CITY OF JACKSONVILLE/ONWASA utility lines:
a. The CONTRACTOR must receive approval for shut-off from the CITY OF JACKSONVILLE
Public Utilities Director/ ONWASA Distribution/Collections Superintendent. Generally, shut-
offs must occur from 9 a.m. to 11 a.m. and 2 p.m. to 4 p.m. on weekdays.
b. After receiving approval, CONTRACTOR shall notify affected residents twenty-four (24)
hours in advance of beginning operation.
c. All valves to be closed or opened are to be operated by the CITY OF JACKSONVILLE
Public Utilities Department/ONWASA
3. If any utilities are damaged and service interrupted, the utility OWNER (CITY OF JACKSONVILLE
or ONWASA) shall immediately be contacted and CONTRACTOR shall conduct repairs in
accordance with the utility OWNER'S specifications and requirements, in order to restore service
to the customers.
4. NO ONWASA valves are to be operated without prior approval of the ONWASA
Distribution/Collections Superintendent (910-937-7560). Except in emergency situations, the
contractor shall request approval in writing (e-mail is preferable) no less than 48-hours prior to
event, stating reason, length of outage, and number and location of customers affected.
5. Verify existing connection size, location, and inverts are as indicated on Drawings.
3.3 EXAMINATION
A. Verify items provided by other Sections of Work are properly sized and located.
B. Verify built-in items are in proper location and ready for roughing into Work.
C. Verify correct size of manhole and structure excavation.
3.4 PREPARATION
A. Coordinate placement of inlet and outlet pipe or duct sleeves required by other Sections.
B. Do not install manholes and structures where site conditions induce loads exceeding structural
capacity of manholes or structures.
C. Inspect precast concrete manholes and structures immediately prior to placement in excavation to
verify manholes and structures are internally clean and free from damage. Remove and replace
damaged units.
3.5 INSTALLATION — GENERAL
A. Excavation and Backfill:
1. Excavate and backfill for manholes and structures in accordance with Section 31 23 17-
Trenching in location and to depth shown. Provide clearance around sidewalls of manhole or
structure for construction operations, backfill, and placement of geotextile filter fabric if
required.
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-6
REVISION 3. May 19, 2016

When groundwater is encountered, prevent accumulation of water in excavations. Contractor
is responsible for utilizing dewatering systems in accordance with good standard practice. The
dewatering systems must be efficient enough to lower the water level in advance of the
excavation and to maintain it continuously to keep the trench bottom and sides firm and dry.
Groundwater shall not be allowed to rise around the structure until after the trench is
backfilled. Disposal of groundwater shall be disposed of in a suitable manner so as to not
cause damage to adjacent property or facilities, or be a threat to public health. Manholes shall
not be installed in a wet or frozen excavation.
Where possibility exists of watertight manhole or structure becoming buoyant in flooded
excavation, anchor manhole or structure to avoid flotation.
B. As Work progresses, install fabricated metal items.
C. Install manholes and structures at proper grade and alignment as shown on Drawings.
D. Pipes shall be flush to the edge of the performed invert.
3.6 CONNECTIONS TO STRUCTURES
A. Cut pipe to connect to structure as indicated on Drawings. Connect piping to structures through
stubs, wall castings, wall sleeves, etc., provided for same, or make an opening at the proper
elevation in the wall of the structure. Unless otherwise approved by ONWASA, all openings into
existing structures shall be core -drilled. Using pneumatic hammers, chipping guns, sledge
hammers, etc., will not be permitted.
B. In opening of structure, unless otherwise approved by ONWASA, install flexible connector with
dual stainless steel clamps meeting ASTM C923 for all pipe diameters in opening, and neatly seal
opening with non -shrink concrete grout. Make connections water -tight.
C. Where necessary, reshape the bottoms of existing structures, removing all excess grout and
manufacturing imperfections to give a smooth flow in all directions.
3.7 PRECAST CONCRETE MANHOLE AND STRUCTURE INSTALLATION
A. Install underground precast utility structures in accordance with ASTM C891.
B. Lift precast manholes and structures at lifting points designated by manufacturer.
C. When lowering manholes and structures into excavations and joining pipe to units, take
precautions to ensure interior of pipeline and manhole or structure remains clean.
D. Set precast manholes and structures bearing firmly and fully on stone bedding as required by this
Section or on other support system shown on Drawings.
E. Lower, set level, and firmly position base section before placing additional sections.
F. Assemble multi -section manholes and structures by lowering each section into excavation. Install
butyl rubber gasket joint sealant between precast sections in accordance with manufacturer's
recommendations and as required by the Specifications. The exterior of each section joints shall
be sealed with an exterior joint wrap, and interior joints shall be sealed with grout. Verify that each
section is plumb and level before installing additional sections-
G. Remove foreign materials from joint surfaces and verify sealing materials are placed properly.
Maintain alignment between sections.
H. Verify manholes and structures installed satisfy required alignment and grade.
I. Set cover frames and covers level, unless otherwise indicated, and to correct elevations. Bolt
down manhole frame and cover to top of structure unless otherwise directed by the ONWASA,
seal frame to structure with butyl sealing rope, and completely grout the ring to the top of the
manhole section
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-7
REVISION 3, May 19, 2016

Precast adjustment (grade) rings shall be used as required. No more than 8 vertical inches of
grade ring will be allowed per manhole. In the event the surrounding elevation changes due to
plan revisions or error and an adjustment of greater than 12" is required, the manhole cone
section shall be replaced with one of appropriate height, the manhole retested and coating
replaced/repaired.
K. Place concrete collar around manhole frame as indicated on the Detail.
3.8 CAST -IN -PLACE CONCRETE MANHOLE AND STRUCTURE BASE INSTALLATION
A. Prepare crushed stone bedding or other support system shown on Drawings to receive
foundation slab as specified for precast manholes and structures.
B. Erect and brace forms against movement in accordance with Section 825 of NCDOT Standard
Specifications.
C. Place foundation slab, trowel top surface level.
D. Place precast manhole sections plumb and level, trim to correct elevations, anchor to foundation
slab.
E. Install reinforcing steel as indicated on Drawings and in accordance with Section 425 of NCDOT
Standard Specifications.
F. Place and cure concrete in accordance with Section 825 of NCDOT Standard Specifications.
3.9 VERTICAL ADJUSTMENT OF EXISTING STRUCTURES:
A. Where required, adjust top elevation of existing vaults and structures to finished grades shown on
Drawings.
B Reset existing frames, grates and covers, carefully removed, cleaned of mortar fragments, to
required elevation in accordance with requirements specified for installation of castings.
C. Remove concrete without damaging existing vertical reinforcing bars when removal of existing
concrete wall is required. Clean vertical bars of concrete and bend into new concrete top slab or
splice to required vertical reinforcement, as indicated on Drawings.
D. Clean and apply sand -cement bonding compound on existing concrete surfaces to receive cast -
in -place concrete.
3.10 FIELD QUALITY CONTROL
A. Perform soil compaction tests in accordance with Section 31 23 17-Trenching.
3.11 TESTING
A. Test cast -in -place concrete in accordance with ASTM C39.
B. All final testing and inspections shall be performed in the presence of ONWASA Representative.
C. Manhole and Pump Station Wet Well Testing as specified in Section 33 01 30 — Sanitary Sewer
Leakage Testing.
END OF SECTION
ONWASA UTILITY MANHOLES AND STRUCTURES
STANDARD SPECIFICATIONS FOR DEVELOPERS 3305 13-8
REVISION 3, May 19, 2016

SECTION 33 01 30
OPERATION AND MAINTENANCE OF SEWER UTILTITIES
PART GENERAL
1.1 SUMMARY
A. Section Includes:
Leakage testing of pump station wet wells and gravity sanitary sewers for the entire length of the
Work, including service connections and manholes.
B. Related Sections:
1. Section — Utility Manholes and Structures33 05 13
2. Section 33 31 13 — Gravity Sewers.
3. Section — Submersible Pumps.43 25 00
4. Section — Self -Priming Centrifugal Pumps.43 23 00
1.2 PERFORMANCE REQUIREMENTS
A. Perform leakage testing after deflection testing, unless otherwise approved by ONWASA. If leakage
testing is performed before deflection testing, a test section failing deflection testing shall be retested
for leakage after acceptable deflection testing.
B. Sanitary sewer leakage testing is the responsibility of the Contractor, who shall provide all materials,
labor, and equipment necessary.
C. Perform with representative of ONWASA present.
D. Judgment of ONWASA's representative as to the acceptance of tests is final.
1.3 QUALITY ASSURANCE
A. The Contractor shall conduct preliminary leakage testing prior to the witnessed tests to verify the tests
will pass on the first attempt. If the Contractor schedules a required test in advance and the test is not
ready to begin at the scheduled time, the Contractor will be required to reimburse ONWASA for all
costs associated with the delay.
B. Notify ONWASA 72 hours in advance of tests and have tests witnessed.
C. Perform leakage testing in accordance with the following applicable ASTM Standards and the
requirements of this Section.
1. ASTM F1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines
using low-pressure air
2. ASTM C828 - Standard Test Method for Low -Pressure Air Test of Vitrified Clay Pipe Lines.
3. ASTM C924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low -Pressure Air Test
Method.
4. Manhole Testing: ASTM C1244.
PART 2 PRODUCTS - Not used.
PART 3 EXECUTION
3.1 GENERAL: Entire project site shall be in strict accordance with OSHA Regulations.
3.2 LOW-PRESSURE AIR TEST
A. Conduct low-pressure air tests after backfilling. CONTRACTOR may conduct air tests before
backfilling the trench as a check for defects and workmanship, but such tests are at CONTRACTOR's
option and are not a substitute for tests required after backfilling has been completed.
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-1
REVISION 3, May 19, 2016

B. Low-pressure air tests shall be conducted on sewers 36 inches in diameter and smaller.
1. Conduct an air test between each two consecutive manholes by plugging each end of the section
to be tested and all pipe outlets in the section with suitable test plugs; one plug used at a
manhole shall have an inlet tap or other provision for connecting an air hose from the air supply
equipment.
2. Pneumatic plugs shall be able to resist internal pressures without external blocking.
3 The equipment shall include valves to control the rate at which air flows into the test section and
pressure gages with minimum graduations of 0.1 psi and an accuracy of +0.04 psi to monitor the
air pressure within the test section.
4 Apply air pressure slowly to the test section until the pressure reaches 5 psi.
5. The section of pipe being tested shall maintain the starting pressure of 5 psi for at least 5 minutes
with no leakage.
3.3 MANHOLE TESTS
A Test each manhole after assembly and after all lift holes have been plugged with non -shrink grout and,
at CONTRACTOR's option, before or after completing backfilling.
B. Test by drawing a vacuum on the manhole using equipment specifically designed for such testing.
C. Plug and brace pipes entering the manhole to prevent being drawn into the manhole.
D. Place a test head with necessary gages and connections at the inside of the top of the cone section
and seal in accordance with the manufacturer's instructions.
E. Draw a vacuum of 10 inches of mercury and then shut the vacuum pump off.
F. With valves closed, measure the time for the vacuum to drop to 9 inches. The test shall be successful
if the time measured meets or exceeds the values indicated in the following table:
MINIMUM TEST TIMES IN SECONDS
MANHOLE
DEPTH
MANHOLE DIAMETER
48"
60"
72"
84"
96"
108"
8' or less
20
26
33
40
48
56
10'
25
33
41
50
58
67
12'
30
39
49
59
69
79
14'
35
46
57
68
80
92
16'
40
52
65
77
91
104
18'
45
59
73
87
102
116
20'
50
65
81
97
113
129
22'
55
72
89
106
123
140
24'
59
78
97
116
135
152
26'
64
85
105
125
148
168
28'
69
91
113
135
157
179
30'
74
98
121
144
168
192
32'
79
104
128
154
179
204
34'
83
110
136
162
190
217
36'
88
116
144
172
201
229
38'
93
122
152
182
213
242
40'
97
128
159
191
223
254
When there is a transition involved, add the times for each size based on the depth associated
with each size.
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-2
REVISION 3, May 19, 2016

3.4 WET WELL LEAKAGE TEST (EXFILTRATION TEST)
An Exfiltration test must be performed after the wet well has been backfilled and compacted. Exfiltration
shall not exceed 0.0142 gal/hr per foot diameter per foot depth. The test must be done by plugging the
invert -in and filling up the wet well with water to either 1-foot below the wet well top slab. This level must be
clearly marked in the wet well internal wall. Once the wet well is filled, it must be left for stabilization for 48
hours minimum prior to beginning the Exfiltration test. After the stabilization period, the wet well must be
refilled up to the mark to begin the test. The test will be done for four hours, and no water must be added to
the wet well during the test period. The Exfiltration test must be determined by measuring the amount of
water required to raise the wet well level back to the mark at the end of the test period. The maximum
allowable water loss to pass the test is determined by the following equation:
Maximum Allowable Water Loss (gallons) = 0.0142 - t - D- h
Where:
t = test time duration (4 hours)
D = wet well diameter (feet)
h = water level depth within wet well (feet)
If the Exfiltration test fails, the Contractor shall determine and complete the necessary corrective actions to
reduce the exfiltration. Once the repairs are completed the test will be repeated. The wet well will not pass
the test until the exfiltration is equal or less then the allowable water loss as determined by the equation
above. ONWASA will witness the complete Exfiltration test. The Contactor or Developer will provide a
certified letter showing the results of the exfiltration test to ONWASA. The certification letter will include a
description of all steps taken to complete the exfiltration test, including water loss, wet well level mark, and
any corrective actions taken if a prior test failed.
3.5 REPAIR/REPLACEMENT
A. For any sewer test section failing to meet the limits of the Specifications, locate and remedy the
defects causing the failure, retest the section, and continue repairs or replacement until the limits of
the Specifications are satisfied.
B. For sewers not accessible, should a test fail due to other than a leaking plug, conduct a closed circuit
television inspection of the test section to determine the cause of the failure.
C. When failure is the result of a leaking sewer joint, the joint may be chemically grouted.
D. Television inspection and chemical grouting of sewer joints shall comply with all applicable
"Recommended Specifications for Sewer Collection System Rehabilitation" of the National Association
of Sewer Service Companies as approved by ONWASA. Furnish OWNER DVDs of all television
inspections.
E. If a manhole test is unsuccessful, make repairs and retest until a satisfactory test is obtained.
F. Repair all visible leakage in sewers and manholes, even though tests may have been satisfactory.
END OF SECTION
ONWASA SANITARY SEWER LEAKAGE TESTING
STANDARD SPECIFICATIONS FOR DEVELOPERS 33-01-30-3
REVISION 3, May 19, 2016

SECTION 33 32 16.13
GRINDER PUMP STATION INSTALLATION
PART 4 GENERAL
4.1 SUMMARY
A. Section Includes:
Installation of Residential and Commercial grinder pump systems connecting to sewer
force mains. All the equipment specified herein is intended to be engineered equipment
for macerating and pumping all material in normal domestic wastewater.
2. Grinder pump connections to Authority gravity collection systems shall be reviewed by
staff for approval on a case by case basis.
B. Related Sections:
1. Section 3123 16-4 Excavation and Fill
2. Section 3123 17-5 Trenching
3. Section 33 05 13 — Utility Manholes and Structures
4. Section 33 05 23 — Trenchless Utility Installation
5. Section 33 05 24 — Utility Horizontal Directional Drilling
6. Section 33 0130 — Sanitary Sewer Leakage Testing
7. Section 33 11 00-2 Water Utility Distribution Piping
8. Section 33 34 00 — Force Mains
4.2 REFERENCES
A. North Carolina Administrative Code —15A NCAC 2T
4.3 SUBMITTALS
A. After receipt of notice to proceed, the supplier shall furnish the Engineer a minimum of four (4)
sets of shop drawings of all materials required to establish compliance with the specifications.
Submittals shall include the following:
1. Drawing illustrating details of the package grinder pump station including the fiberglass,
HDPE or precast concrete pump station with discharge elevation, basin diameter and
depth with side and top view.
2. Package grinder pump station components, shut-off and ball check valves, anti -siphon
valve, stainless steel lifting chain, float switch level controls, float bracket, 4" sch. 40 inlet
flange, and 36" x 72" or larger fiberglass, HDPE or precast concrete basin. See Package
Grinder Pump Station Details
3. Flygt MF3068.175 1.7 HP 8.1 amps, 230 volt single phase progressive cavity grinder
pump spec sheet with motor and performance curve. Simplex (or duplex) NEMA 4X
stainless steel control panel drawing, wire schematic and spare parts list. Individual
electrical control panel components cut sheets.
4. Certified agreement to the conditions of warranty.
5. Flygt engineering report illustrating the hydraulic design analysis utilizing the
MF3068.175 progressive early cavity grinder pump hydraulic pump curve.
6. Details of the progressive cavity grinder pump serving each residence.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-1
REVISION 3, May 19, 2016

Flygt Hydraulic Analysis Report, to include engineered scaled drawing detailing the
package grinder pump system piping configuration, pipe type, pipe size and C-factor.
Design flow identification, line velocity with flow calculations in GPM @ TDH will be
provided. The hydraulic analysis will be based upon the rational method design
requirements, manufacturer's recommendations, industry standards, and pertinent
regulations and guidelines.
4.4 QUALITY ASSURANCE
B. All parts shall be properly protected so that no damage or deterioration will occur during a
prolonged delay from time of shipment.
C. Factory assembled parts and components shall not be dismantled for shipment.
D. Finished surfaces of all exposed pump openings shall be protected.
E. After hydrostatic or other test have been completed, all trapped water shall be removed prior to
shipment and proper care shall be taken to protect parts from the entrance of water during
shipment, storage and handling-
F. Each grinder pump shall be submerged and operated for 5 minutes (minimum). Actual
appurtenances and controls which will be installed in the field, shall be 100% factory tested. The
pump performance test shall cover three (3) points of operation on its curve, with the maximum
pressure not less than that required by the system design.
G. All equipment furnished under this Specification shall be new and unused.
H. All parts shall be properly stamped for identification and location as shown in the Operating and
Maintenance Manuals furnished. Clear identification giving the name of the manufacturer and all
other pertinent data shall be attached to each pump station.
I. The manufacturer shall provide a warranty on materials and workmanship for a period of twenty-
four (24) months from date of installation, but no greater than twenty-seven (27) months after
receipt of shipment. The Owner will return any equipment found defective to the manufacturer for
inspection and validation of the defect. Defective equipment will be repaired or replaced at
manufacturer's discretion and shipped back to Owner at no charge. (This probably needs to be
modified.)
PART 5 PRODUCTS
5.1 SUBMERSIBLE GRINDER PUMP STATION
A. The simplex grinder pump stations shall include one (1) Flygt model MF3068.175 progressive
cavity pump, accessories and a 36" X 72" or larger basin or pre -approved equal.
B. The duplex grinder pump stations shall include two (2) Flygt model MF3068.175 progressive cavity
pumps, accessories, and a 48" X 84" or larger basin or pre -approved equal.
C. The grinder pumps shall be Flygt model 3068.175 or pre -approved equal.
5.2 PERFORMANCE REQUIREMENTS
A. Each pump shall be capable of delivering a 9 GPM against a rated total dynamic head of 138 feet
(60 PSIG). At 10 feet of head, the output shall be 15.31 GPM minimum. HQ conditions 261-3.72 &
100-10.92 shall be utilized for hydraulic analysis. The pumps shall be suitable for any operation
along its performance curve in the LPSS application.
5.3 STATION CONFIGURATION
A. Basins shall be supplied in a wet well configuration. The wet well must have storage volumes
according to the following table:
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-2
REVISION 3, May 19, 2016

Volumetric Range Capacity in Gallons
36x72 Basin (S) 42x78 Basin (S) 48x84 Basin (D)
OFF level from bottom
57
78
101
OFF level to LEAD level
26
36
46
OFF level to LAG level
N/A
N/A
93
LEAD ON level to ALARM level
52
72
93
Total Storage Capacity of Basin
317
468
658
5.4 WIRING
A. Pump power and float switch level control wiring shall be field installed by a certified electrician. All
electrical cables penetrating or passing through the conduit flange of the pump station must be
water -tight and sealed by the electrician immediately upon installation.
5.5 CHECK VALVE
A. Pump discharge pipe shall be equipped with a gravity -operated flapper -type integral check valve
built into the stainless steel discharge piping. The valve will provide a fully ported passageway
when open and shall introduce a friction loss of less than six inches of water at maximum rated
flow. The valve body shall be injection molded part made of glass filled PVC. Ball type check
valves shall be unacceptable due to their limited capacity in slurry application.
5.6 LOW PRESSURE LATERAL
A. Each basin package will require a ball valve and redundant check valve assembly for installation
by contractor in the service lateral between the grinder pump station and the low pressure sewer
main. Valves shall be 1.25 inch NPT and only require '/z pound of backpressure for complete
closure.
B. Lateral assembly must be factory assembled, hydro -tested, and shipped complete.
C. Low Pressure lateral assembly will be identified on a separate line item on bid sheet and provided
by the supplier of the grinder pump stations.
5.7 LIQUID LEVEL DETECTION
A. Float level switches shall be used to operate the pump(s) and signal a high level alarm connect to
a pump controller.
B. The float level switches shall be manufactured by Consolidated Electric Company, Model LS or
Anchor Scientific, Inc., Model Roto-Float Type P and Type S or approved equal.
5.8 ANTI -SIPHON VALVE
A. The pump shall be constructed for a positively primed, flooded suction. As added assurance that
the pump cannot lose prime, even under negative head conditions in the discharge piping, a PVC
anti -siphon valve will be installed after the check valve.
5.9 FIBERGLASS BASIN 36x72 Basin and 48x84 Basin (Filament Wound Process)
A. Basin — The fiberglass basin shall be made of a green polyester resin saturated glass
filament wound process to obtain maximum axial and hoop modulus strength. The placement of E-
type continuous glass fiber shall be computer controlled under constant tension during the
manufacturing process. The finished resin saturated filament tank wall shall have 65% glass
content and be inert and acceptable to the environment. Simplex basin shall have solid FRP lid.
Duplex basin shall have 70/30 split aluminum lid.
B. Inner Surface — The inner surface shall be smooth and resin rich, free of cracks, exposed fibers,
porosity and crazing
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-3
REVISION 3, May 19, 2016

C. Exterior Surface — The exterior surface shall be relatively smooth with no exposed fibers or sharp
projections. Green pigment is added, color should be relatively equal throughout. Foreign
inclusions, dry spots, pinholes or pits, de -laminations, large dimples not meeting thickness
requirements, and air bubbles are not acceptable.
D. Inner Layer — The inner layer shall be resin saturated continuous E-type glass fiber.
E. Tank Wall — The tank wall consisting of the inner surface, inner layer, and exterior surface should
not have a minimum wall thickness of less than .10 inches (see minimum thickness chart). The
tank wall thickness may increase as the depth or diameter changes to meet design and test
requirements. The tank must be designed to withstand wall collapse or cracking, based on an
assumption of saturated soil, hydrostatic pressure of 120 lbs. per cu. Ft. The tank must be
designed to withstand or exceed two (2) times the assumed loading on any depth of basin. Length
of tank (depth of bury) to be specified on purchase order with wall thickness approval calculations
to be supplied by manufacturer upon request.
F. Tank Bottom — The basin bottom shall be of sufficient thickness (see minimum thickness chart) to
withstand applicable hydrostatic uplift pressure with a safety factor of two (2). In saturated
conditions, the center deflection of the empty basin bottom shall be less than 3/8" (elastic
deflection) and shall not interfere with bottom pump mounting requirements. Any mounting studs,
plates, cap screws into tank bottom should be stainless steel and resin covered except for threads.
Any inserts should be stainless steel or brass and resin covered except for threads.
G. Tank Collar (Anti -Flotation) — A means to counteract buoyancy forces shall be provided on the
tank bottom in the form of a ring, and shall extend a minimum of 3" beyond the O. D. of the basin
wall. Thickness shall be uniform, but increased as needed to prevent cracking or failure, assuming
two times applied load as tank dimensions increase. Wall and collar should be blended with a
radius not to exceed 1 'h" beyond wall O.D. Tank. Tank shall be ballasted based on basin
manufacturer's installation instructions and as required by engineer.
H. Tank Manufacturer - to provide calculations verifying acceptable wall stress/thickness upon
request.
I. Top Flange — The top flange should be parallel to the tank bottom/collar and perpendicular to the
tank wall. Corrosion resistant nuts shall be embedded in the top flange for securing the basin
cover. The nuts shall be totally encapsulated to prevent turning (minimum turning torque should
not be less than 30 foot/lbs.), pullout and corrosion.
5.10 HDPE BASIN
A. General — The contractor shall provide all materials, equipment and labor necessary to install, test
and place into service the Compit high density polyethylene (HDPE) pump station as shown on the
plans and described in this specification. The station package, including submersible pump and
control, pump station with internal piping, accessories and auxiliary equipment shall be supplied by
the pump manufacturer.
B. Requirements — The HDPE pump station package shall be capable of handling unscreened
residential sewage. It shall have a bowl shaped bottom, which is self-cleaning by virtue of its
design. The flat surface area shall be minimized to an area that is directly influenced by the pump
suction and shall be free of obstacles. The round sloping walls of the pump station bottom shall
further optimize the self-cleaning features of this station by directing all solids, trash and sludge,
normally found in sewage and wastewater, to the suction of the submersible pump to facilitate
removal and effectively clean the bottom. The tank shall include a lockable cover assembly
providing low profile mounting and watertight capability. The cover shall be high density
polyethylene, with a load rating of 150 Ibs per square foot.
C. Compit HDPE Pump Station Construction —
1. The station shall be made from LIV stabilized high density polyethylene that has high
environmental stress crack resistance and low temperature impact resistance. The
station shall be furnished complete with discharge pipes, fittings, check valves and shut-
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-4
REVISION 3, May 19, 2016

off valves. The complete station shall be capable of withstanding the full hydrostatic
pressure exerted by fully saturated soil at the maximum burial depth from the exterior of
the station while the station is completely empty. A safety factor of two (2) on the
minimum ultimate tensile strength of the station taking into account all normally imposed
loads arising from flotation, soil pressures, normal backfill, handling loads, operating
loads and static loads imposed by equipment used in hoisting the pumps in and out of
the station.
All inside surfaces shall be smooth and bright white finish. The station shall be provided
with an anti -flotation flange located on the bottom of the station. This anti -floatation
flange is an integral part of the station and is sufficient in design to withstand the forces
acting upon the station due to the subsoil water pressure. Once the station is inserted
into the hole, concrete ballast may be required depending on the station depth. Please
refer to the recommendations for concrete ballast as recommended. The combination
of the flange and the loading of backfill material over the concrete shall provide
adequate ballast against buoyancy under full hydrostatic head conditions.
5.11 PRECAST CONCRETE BASIN — see Utility Manholes and Structures 33 05 14-1
5.12 PUMP PERFORMANCE
A. Each pump shall be equipped with a 1.7HP, submersible electric motor connected for operation on
230 volts, 1 phase, 60 hertz, 8.1 amp 3 wire service, with minimum 15 feet of submersible cable
(SUBCAB) suitable for submersible pump applications. Motors listed a 1 HP shall not be approved
as equal. The power cable shall be 7-wire cable sized according to NEC and ICEA standards and
also meet with P-MSHA Approval.
B. The pump shall be capable of delivering 9 GPM at 138 feet TDH and 15 GPM at 10 feet TDH.
Each pump shall be fitted with 10 feet of braided polypropylene lifting rope. The working load of
the lifting system shall be 300% greater than the pump unit weight.
5.13 MANUFACTURING
A. Pumps shall be manufactured by Flygt
B. Any pump manufacturer not specified, but wishing to be pre -approved as an acceptable supplier
shall submit a complete hydraulic analysis based on the design detailed in the drawings 30 days
prior to bid date. All manufacturers must have been in the business of manufacturing grinder
pumps for a minimum of ten years. Manufacturer must demonstrate to the satisfaction of the
Engineer that the proposed pumping equipment will meet system flows and heads required. In
addition, pre -submittal must also demonstrate to the satisfaction of the Engineer that the
equipment being proposed meets or exceeds all performance and safety requirements, materials
of construction and user benefits of the specified equipment. All bids utilizing manufacturers not
pre -approved will be considered non -responsive.
5.14 PUMP DESIGN
A. Pumps shall be a heavy duty and used as a grinder. Each grinder pump shall be capable of
reducing all components in normal domestic sewage, including a reasonable amount of "foreign
objects", such as paper, wood, plastic, glass, rubber and the like, to finely -divided particles which
will pass freely through the passages of the pump and the 1-1/4" diameter 304 SS discharge
piping. The stationary cutter and rotary cutter shall consist of hardened stainless steel.
B. The cutter materials shall provide maximum corrosion and abrasion resistance. The remaining
portion of the grinder pumps, with the exception of seal materials and wet end, shall be similar to
the heavy duty pumps used in larger pump stations for daily operation.
C. The grinder pump shall be firmly connected to the discharge connection. There shall be no need
for personnel to enter the wet -well.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-5
REVISION 3, May 19, 2016

D. In order to ensure proper operation under all conditions, pump must provide winding thermal
protection directly connected to control panel circuit. Pump must also be capable of operating at
zero or negative heads without damage to the pump.
5.15 PUMP CONSTRUCTION
A. Major pump components shall be of grey cast iron, ASTM A-48, Class 30B, with smooth surfaces
devoid of blow holes or other irregularities. All exposed nuts or bolts shall be AISI type 304
stainless steel or brass construction. All metal surfaces coming into contact with the pumpage,
other than stainless steel or brass, shall be protected by a factory applied spray coating of acrylic
dispersion zinc phosphate and a polyester resin enamel finish.
B. Motor cooling system is sufficiently cooled by the surrounding environment or pumped media.
Water jackets are not required nor are oil filled motors.
C. The cable entry seal design shall preclude specific torque requirements to insure a watertight and
submersible seal. The cable entry shall consist of a single cylindrical elastomer grommet, flanked
by washers, all having a close tolerance fit against the cable outside diameter and the entry inside
diameter and compressed by the body containing a strain relief function, separate from the
function of sealing the cable. The assembly shall provide ease of changing the cable when
necessary using the same entry seal. Epoxies, silicones, or other secondary sealing systems
make it difficult to replace power cable and shall not be considered acceptable.
D. The pump motor shall be induction type with a squirrel cage rotor, shell type design, housed in an
air filled, watertight chamber, NEMA B type. Oil filled motors will not be accepted The stator
windings and stator leads shall be insulated with moisture resistant Class F insulation rated for 155
C (311 F). The stator shall be dipped and baked three times in Class F varnish and shall be heat -
shrink fitted into the stator housing. The use of bolts, pins or other fastening devices requiring
penetration of the stator housing is not acceptable.
E. The motor shall be designed for continuous duty handling pumped media of 40 C (104 F) and
capable of no less than 15 evenly spaced starts per hour. Motor will be suited for low pressure
sewer system hydraulic conditions. The rotor bars and short circuit rings shall be made of cast
aluminum. Thermal switches set to open at 125' C (260' F) embedded in the stator end coils to
monitor the temperature of each phase winding shall be made available upon request.
F. These thermal switches shall be used in conjunction with and supplemental to external motor
overload protection and shall be connected to the control panel terminal strip. The motor and
pump shall be designed and manufactured by the same source.
G. The combined service factor (combined effect of voltage, frequency and specific gravity) shall be a
minimum of 1.15. The motor shall have a voltage tolerance of plus or minus 10%. The motor shall
be designed for operation up to 40' C (104' F) ambient and with a temperature rise not to exceed
80' C. A performance chart shall be provided upon request showing curves for torque, current,
power factor, input/output kW and efficiency. This chart shall also include data on starting and no-
load characteristics.
H. The power cable shall be sized according to the NEC and ICEA standards and shall be of
sufficient length to reach the junction box without the need of any splices. The outer jacket of the
cable shall be oil resistant chlorinated polyethylene rubber. The motor and cable shall be capable
of continuous submergence underwater without loss of watertight integrity to a depth of 65 feet or
greater. The motor horsepower shall be adequate so that the pump is non -overloading throughout
the entire pump performance curve from shut-off through run -out.
1. Motor shall be manufactured by the pump manufacturer. No control component shall be housed
within the motor housing or in a separate compartment located outside the control panel.
J. The pump shaft shall rotate on two bearings. Motor bearings shall be permanently grease
lubricated. The upper and lower bearings shall be single row ball bearings. Sleeve bearings do
not provide adequate alignment and will not be acceptable.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-6
REVISION 3, May 19, 2016

K. Each grinder pump shall be provided with a tandem mechanical shaft seal system consisting of
two totally independent seal assemblies. The seals shall operate in a lubricant reservoir that
hydrodynamically lubricates the lapped seal faces at a constant rate. The lower, primary seal unit,
located between the pump and the lubricant chamber, shall contain one stationary and one
positively driven rotating, corrosion resistant tungsten carbide ring. The upper, secondary seal
unit, located between the lubricant chamber and the motor housing, shall contain one stationary
carbon seal ring and one positively driven rotating carbon seal ring. Each seal interface shall be
held in contact by its own spring system. The seals shall require neither maintenance nor
adjustment nor depend on direction of rotation for sealing. The position of both mechanical seals
shall depend on the shaft. Mounting of the lower mechanical seal on the impeller hub will not be
acceptable.
L. The following seal types shall not be considered acceptable or equal to the dual independent seal
specified: shaft seals without positively driven rotating members, or conventional double
mechanical seals containing either a common single or double spring acting between the upper
and lower seal faces or an single mechanical seal system. No system requiring a pressure
differential to offset pressure and to affect sealing shall be used. Each pump shall be provided
with a lubricant chamber for the shaft sealing system. The lubricant chamber shall be designed to
prevent overfilling and to provide lubricant expansion capacity. The drain and inspection plug, with
positive anti -leak seal shall be easily accessible from the outside. The seal system shall not rely
upon the pumped media for lubrication. The motor shall be able to operate dry without damage
while pumping under load. Seal lubricant shall be FDA Approved, nontoxic.
M. Pump and motor shaft shall be the same unit. The pump shaft is an extension of the motor shaft.
Couplings shall not be acceptable. The shaft shall be ASTM type 431 stainless steel. If a shaft
material of lower quality than stainless steel is used, a shaft sleeve of stainless steel is used to
protect the shaft material. However, shaft sleeves only protect the shaft around the lower
mechanical seal. No protection is provided in the oil housing and above. Therefore, the use of
stainless steel sleeves will not be considered equal to stainless steel shafts.
N. The progressive cavity pump spiral rotor / impeller shall consist of 304 stainless steel with a 520-
720 tensile strength, min 40% elongation and max 200 HB hardness. The rotor shall be capable of
handling fine slurry from the special cutters. The progressive cavity pump stator shall be made of
Nitrile rubber.
O. Protection for all motor stators shall incorporate thermal switches in series to monitor the
temperature of each phase winding. At 125 C (260 F) the thermal switches shall open, stop the
motor.
5.16 CONTROL PANELS
A. The simplex pump controls shall be housed in a NEMA 4X stainless steel enclosure with a red
alarm light, H-O-A switch, audible alarm with push to silence switch, and pump run light. The
enclosure shall be mounted type with exterior mounting tabs and sized to house all the required
components listed in this section for complete operating control system and allow adequate space
for testing and maintenance as necessary. The enclosure shall have back plate mounting studs,
padlocking provisions, door latches and continuous hinge, all of stainless steel. The door gasket
shall be seamless foam -in -place type. Pumps that have controls housed inside of pump consisting
of contactors, start switch, level pressure switches and capacitors shall not be accepted or
deemed equal.
B. Duplex control panels shall adhere to the same specification as simplex panels with controls,
breakers, and indicators provided for each pump within a single NEMA 4X stainless steel control
enclosure.
C. The panel shall have a formed aluminum switch mounting plate. All control switches and indicator
pilot lights shall be mounted on the switch mounting plate.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-7
REVISION 3, May 19, 2016

5.17
D. All conduit entrances shall be made in a NEC approved manner. The conduits to the wet well shall
have approved seal -off fittings installed and properly sealed to protect the control panel from
adverse damage from the wet well. Electrical contractor will furnish and install.
E All components shall be securely mounted to the back plate with plated machine screws through
machine thread tapped holes in the back plate. The screws shall be of adequate size for the
device being secured.
F. The panel power distribution shall include all components as indicated below and be completely
wired with stranded conductors having a minimum of 90 degree insulation rating and an ampacity
rating a minimum of 125% of the motor ampere rating. All power wiring shall be neatly routed and
totally accessible. All conductor terminations shall be as recommended by the device
manufacturer and be secure to provide adequate electrical conductivity.
G. The pump breakers shall be thermal magnetic trip devices and provide for individual motor
disconnect and overload / short circuit protection as required by the NEC rating for motor branch
circuit protection. The voltage rating shall match that of the panel incoming service. The 120 volt
common control circuit shall be protected by a circuit breaker. Breakers shall be Square D type
H. The motor starters shall be full voltage non -reversing I.E.C. rated three (3) pole devices with three
(3) pole overload relay protection. They shall provide the electrical start / stop control and running
overload protection for each pump and have 120 volt operating coils. Contactors and overloads
shall be ABB model DP30C3P and Furnas model 48DA18AA4.
I. "Hand -Off -Auto" switch shall be provided for each motor and mounted on the formed aluminum
switch bracket.
J. Pilot lights for each pump shall be mounted on the aluminum switch bracket and be supplied as
follows: Pump Run Light — Green
K. Alarm light shall be constructed of shatter -resistant lexan. The red light shall be rated NEMA 4X
and be supplied with a heavy duty one piece porcelain lamp holder and 15 watt rough service
bulb. The red light will be mounted on top of the enclosure and shall be as manufactured by
Ingram model LRX-40. Under high level conditions, the red light shall glow bright and flash, via a
solid-state flasher and the electronic piezo horn shall sound. The red light & horn shall go out
automatically after water level drops below the high level elevation. The alarm light will also be
connected to a battery backup with charger that will allow the alarm to operate in the event of an
electrical power outage.
L. The alarm panel shall include a 25 amp VAC generator receptacle with a spring -loaded, gasketed,
cover suitably mounted to provide access for connection of an external generator while
maintaining the NEMA 4X rating. A three position selector switch shall be provided to permit
operator selection of normal electric power, off, or generator electric power during a power outage,
allowing the audible and visual alarms to function normally in generator mode.
M. Package grinder pump stations installed at residences equipped with on -site generators to be
connected to the stations are considered special conditions and require staff review and approval
on a case by case basis.
N. Terminal strips shall be provided for all wiring termination. The control panel assembly shall be
completely factory tested and shall be "UL" 508A listed and labeled. The control panel described
in these specifications shall be manufactured specifically for the Flygt MF3068.175 PC grinder
pump.
O. The simplex and duplex pump level controls shall be float level switches. See Section 44 42 56
Submersible Pumps, subsection 2.6 Float Level Switches.
CORROSION PROTECTION
A. All materials exposed to wastewater shall have inherent corrosion protection: i.e., coated cast iron,
fiberglass, polyethylene, engineered polypropylene copolymer, stainless steel, PVC or CPVC.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-8
REVISION 3, May 19, 2016

PART 6 EXECUTION
6.1
W,
GENERAL
A. The grinder pump station shall be free from electrical and fire hazards as required in a residential
environment. As evidence of compliance with this requirement, the grinder pump and panel shall
be listed CSA and Underwriters Laboratories.
B. The grinder pump station shall meet accepted standards for plumbing equipment for use in or near
residences, shall be free from noise, odor, or health hazards, and shall have been tested by an
independent laboratory to certify its capability to perform as specified in either individual or low
pressure sewer system applications.
INSTALLATION OF EQUIPMENT
A. Installing the Tank — The tank must be installed buried outside buildings, fixed so as to prevent it
from rotating and floating. The tank must be protected from frost. Do not walk on the cover of the
tank.
B. Preparing the pit —
1 . Fiberglass and HDPE tanks —
The pit must be 12" deeper than the planned installation. Allow suitable distance
between the sides of the tank and the walls of the pit. When installing in clayey,
granulose or muddy ground, place a geotextile fabric around all the surfaces of
the pit to prevent the filling material from mixing with the soil. If burial depth is
greater than the basin height, consult a factory representative to assure structural
integrity is not compromised. - reinforcement may be required.
Filling the pit — When filling the pit, always make sure the tank is vertical. The fill
shall be dry gravel or stone, free flowing, naturally rounded aggregate with a
particle size of not less than 3/8" or larger than %" and free of ice. Ensure
dewatering of excavation is sufficient to allow filling the pit before the surface of
the water table reaches the level of the filling material.
1) Place a 12-inch thick layer of filling material at the bottom of the pit.
Compact and level the surface. Install the tank.
2) Concrete may be poured around the basin bottom if ballast is required
for buoyancy.
3) Backfill with pea gravel 4° to 6" around the entire periphery of the basin.
4) Place and compact the remaining filling material in 12-inch lifts, stopping
to connect piping as required.
Precast concrete tanks — installation procedures shall be the same as for manholes.
See Section 33 05 13 — Utility Manholes and Structures. Precast concrete tanks are
subject to leakage testing. See Section 33 01 30 Sanitary Sewer Leakage Testing.
C. Hydraulic connections —
3. Hydraulic connections may only be performed by qualified staff in compliance with
current regulations.
4. Depending on the type of installation and current local regulations, it may be necessary
to fit a trap, check valve and/or tap on the pipe connecting the system to the Authority or
private sewer or on other pipes. Always refer to current local and/or national
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-9
REVISION 3, May 19, 2016

regulations, laws and standards. It is always best to fit a check valve and an on/off
valve up line and downline from the station.
5. All pipes must be installed in such a way that they are not subject to stress. The pipes
must not stress the tank. Make sure the electric pumps are correctly installed on the
descent line and that all the hydraulic connections are tightened and watertight.
6. When necessary, use suitable systems to prevent the transmission of vibrations and to
protect the piping from icing up.
D. Connection to the inlet piping — glue the template tot the flat drilling area. Make a hole in
fiberglass or HDPE tanks using a cup saw to accommodate the 4-inch sewer service from the
residence. Install the gasket. Precast concrete tanks shall be delivered with the inlet hole pre -
cored and gasket installed by the factory. Smooth the 4-inch diameter external pipe. Insert the
pipe in the gasket with the help of lubricant.
E. Connection to the outlet piping — Connect the outlet piping of the tank to the piping connected to
the sewage duct using the threaded/smooth PVC sleeve for gluing. Fit a flexible union between
the tank and the piping connected to the sewage duct to prevent breakages caused by ground
settlement. Fit non -return valve on the piping connection to the Authority sewer. This will prevent
backwash.
F. Connection to the vent piping — For fiberglass or HDPE tank packages, make a hole of the same
size as the vent pipe in the upper part of one of the two flat surfaces. Precast concrete tanks shall
have the vent holes cored by the factory in the flat -top lid. Connect the vent pipe to the tank with a
joint. The vent pipe and electrical connections must use two separate ducts.
G. Hooks for electric pump lifting chains — For fiberglass or HDPE tank packages, the hooks are
located on the stainless steel crosspiece. There are 2 small bent feet on the crosspiece that are
used to hang the pump chains. For precast concrete tanks, install 1 (simplex stations) or 2 (duplex
stations) stainless steel hooks just below the aluminum hatch on the precast flat -top lid directly
above the pump(s).
H. Cable paths -
7. Fiberglass or HDPE tank packages —
a. Install the grommets for the electric pumps in the upper part of the area used to
make holes in the inlet piping.
b. Install the conduit.
c. Pull the cables through the conduit. Make sure the cables are long enough to
allow further work to be performed on the electric pumps.
d. Separate the ground cable from the electric pump power cables.
e. Install the cable grommets and conduit for the float switches in the flat area
above the hooks for the float switches.
f. Pass the cables through the conduit. Make sure the cable is long enough.
Spliced cables are prohibited. Adjust the length of the cables and fix them to the
hooks.
Precast concrete tanks —
a. The holes for the pump cable conduit shall be cored and the gaskets installed by
the factory in the upper part of the area above the inlet piping.
b. Install conduit.
C. Pull the pump cables through the conduit. Make sure the cables are long enough
to allow further work to be performed on the electric pumps.
d. Separate the ground cable from the electric pump power cables.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-10
REVISION 3, May 19, 2016

Install the switch float cable conduit and the stainless steel float switch cable
hooks in an area within reach of the hatch.
Pass the cables through the conduit. Make sure the cable is long enough.
Spliced cables are prohibited. Adjust the length of the cables and fix them to the
hooks.
Float switches — there are 3 float switches — pump on, pump off and high level alarm. Fix the
floats to the relative hooks inside the tank. Adjust the level of the pump on float switch to the
height of the electric pump lifting handle and the pump off float switch to the flange between the oil
housing and the rotating assembly. Set the alarm float switch 20-inches above the pump off
switch.
Assembling the electric pumps — consult the installation instructions supplied with the electric
pumps.
9. Check the impeller turns in the right direction before installing the electric pump(s).
10. Remove any foreign bodies at the bottom of the tank before setting the pump(s).
11. Connect the electric pumps to the slide kit adaptors
12. Install the pump(s) in the tank.
13. Electrical connections —
a. Electrical connections may only be performed by a qualified installer in
compliance with current regulations.
b. Make sure that the type of main power network, voltage and frequency are
compatible with the ratings of the station components shown on the respective
rating plates-
C
. Provide suitable short circuit protection in the supply line.
d. Before making electrical connections, read the operating manual, that of the
station, of the electric pumps, of the electrical panel, where applicable, and of the
other station components, the instructions and any electrical diagrams.
e. Before proceeding with any operations, make sure that all the connections (even
those that are potential -free) are voltage -free.
f. Unless otherwise specified in the NC Electric Code, the supply line must be fitted
with:
1) A short circuit protection device.
2) A high sensitivity residual current circuit breaker (30 mA) for additional
protection from electrocution in case of inefficient grounding.
3) A general switch with a contact aperture of at least 3 mm.
g. Fix the cables making sure they do not curve too tightly. Make sure the cables
cannot be caught up in the electric pumps. Make sure the liquid cannot enter the
cables through capillarity. Thread the cables of the electric pumps and float
switches through the relative cable conduits and connect them to the electrical
panel.
In. Ground the system in compliance with current regulations. Connect the ground
cable, if fitted, to the guide bar support and to the crosspiece in the tank.
i. The inside of the tank is damp. Fit suitable electrical safety devices. Use
suitably insulated joints.
j. Connect the main power supply.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-11
REVISION 3, May 19, 2016

K. Extension (fiberglass and HDPE tanks) — screw the extension onto the upper part of the tank
instead of the cover. Screw the cover onto the top of the extension. Up to 2 extensions may be
installed.
L. Cover Gasket (fiberglass and HDPE tanks) — the cover gasket comprises a rectangular piece of
mousse rubber. Glue the gasket to the bottom of the cover. When the cover is screwed into
place, the tank becomes airtight. Turn the cover at least twice for a perfect seal.
M. Mounting cover — screw the cover into its seat and tighten. Fit a lock to prevent unauthorized
opening.
N. Mounting the cover lock —
14. Make a 21 mm diameter hole in the center of the recessed cylindrical area of the cover.
15. Insert the cylindrical upper part of the lock into the above hole (the triangular lock insert
must be on the outside of the cover).
16. Screw the nut to the lock thread.
17. Insert the metal lock tongue into the square end of the lock, insert the screw and tighten
to keep the tongue in position.
18. Use the supplied wrench to turn the moving part of the lock so that the tongue does not
slip out of the cover.
19. Screw the cover onto the tank (or extension) and turn the wrench to lock the cover.
20, Remove the wrench and then insert the supplied protective cover to prevent dirt from
entering.
O. Cover (precast concrete) — the station cover shall be a lockable aluminum access hatch (Haliday
Products or approved equal) cast into the flat top precast concrete cover.
6.3 TESTING / STARTUP
A. Before start-up, read the operating manual, that of the station, of the electric pumps, of the
electrical panel and of the other station components. Keep the manuals in a safe place.
B. Start-up operations may only be performed by expert and qualified staff.
C. The Contractor shall provide the necessary means to successfully start and operate the grinder
pumps, including a minimum 150 gallons of water for simplex (250 gallons for duplex), 230v power
supply and a minimum of one construction worker to facilitate and coordinate start-up for each
grinder pump station. Contractor will coordinate with engineer, system supplier, and manufacturer
to establish a date and time for start-up.
D. Before starting the station and the electric pumps, check that there are no residues or other
materials in the system and tank that can prevent correct operation.
E. Leave the check valve on the inlet piping closed and fill the lifting station with clean water.
F. Open the check valves on the outlet piping, check the piping is perfectly watertight and make sure
the electric pumps work correctly. Also make sure the electric pumps are primed.
G. Open the check valve on the inlet piping and make sure the station works correctly.
H. The flow of liquid from the user must not prevent the float switches in the tank from operating
correctly.
I. For three-phase electric pumps, check the correct direction of the rotation of the impellers. Also
check the electric pump manual. Make sure the cut -in levels of the float switches are correct. if
necessary, adjust them according to effective system requirements.
J. During operation, make sure the electric pumps cannot be unprimed. Make sure the number of
hourly start-ups is compatible with the characteristics of the system components.
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-12
REVISION 3, May 19, 2016

K. Check that the system operates correctly and put it into service.
L. After starting the station and making sure it works correctly, close the tank cover (and screw it into
its seat, if applicable and/or necessary).
M. Secure and lock the cover to prevent unauthorized opening.
END Of SECTION
ONWASA GRINDER PUMP STATION INSTALLATION
STANDARD SPECIFICATIONS FOR DEVELOPERS 33 32 16.13-13
REVISION 3, May 19, 2016

D. Leakage Testing
l . A leakage test shall be performed on each segment of installed force main at the
hydrostatic pressure test stipulated in Section 6.04C.
2. Leakage shall be defined as the quantity of water required to maintain a pressure
within five pounds per square inch of the specified test pressure after the pipe has
been filled with water and all air has been expelled.
3. Leakage shall be measured with a calibrated test meter and shall not exceed the
amount given by the following formula:
S = length of pipe (feet)
L = SDI Y L = leakage (gph)
133,200 D = nominal diameter ofpipe segment tested (inches)
P = test pressure (pounds per square inch)
All visible leaks shall be repaired regardless of the amount of leakage. If leakage
exceeds this rate, the applicant is responsible for assuring that the cause of test
failure is determined, all necessary repairs are made, and repeating the test until
the force main segment passes.
4. The leakage test may be performed concurrently or separately with the leakage
test stipulated in Section 6.04D.
E. Each layer of fill or backfill over the force main shall be compacted to a density needed
to accommodate the use of the force main installation area or as otherwise may be
required (e.g., encroachment agreement with the North Carolina Department of
Transportation, etc.).
6.05 Electrical and Instrumentation/Control System Testing
A. The applicant shall ensure that a formal testing program of all electrical as well as
instrumentation and control systems installed at the pump station is developed and
performed.
B. The program may consist of a combination of unwitnessed/witnessed factory tests, field
readiness tests, and witnessed field tests. At a minimum, however, the applicant shall
witness a field test of the pump station's electrical and instrumentation/control systems.
The basic functions which shall be tested for operation as intended by the pump station
design shall include, but shall not be limited to, the following:
l . Pump operational functions.
2. Level -sensing equipment.
3. Alarm system.
4. Telemetry system.
5. Stand-by or emergency power system.
C. All testing of the electrical and instrumentation/control systems shall be performed in the
presence of the applicant, the PE, or other authorized representative.
D. The results of all testing shall be maintained by the applicant as part of the construction
record documentation as stipulated in Section l .03B.
PS -FM MDC 03/08 28

SECTION 33 34 00
FORCE MAINS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Pipe, fittings, accessories, and bedding for force mains. Force mains shall be of ductile iron
pipe and fittings, PVC plastic pipe and ductile iron fittings, or Polyethylene pipe. Force mains
installed by directional drilling shall be of polyethylene pipe and ductile iron fittings.
2. Valves and appurtenances.
3. Thrust restraint.
4. Pressure and leakage testing.
5. Pipe Markers.
B. Related Sections:
1. Section 03 11 13 — Cast -in -place Concrete
2. Section — Trenching 3123 16.13
3. Section 33 05 19 — Pressure Piping Joint Restraint
4. Section 33 05 23 — Trenchless Utility Installation
5. Section — Utility Honzontal Directional Drilling33 05 23.13
6. Section — Utility Manholes and Structures33 05 13
7. Section — Submersible Pumps43 25 00
1.2 DEFINITIONS
A. Owner: Onslow Water and Sewer Authority — ONWASA
1.3 SUBMITTALS
A. Project Record Documents: Record actual locations of piping mains, valves, connections, thrust
restraints, and invert elevations.
1.4 QUALITY ASSURANCE
A. All pipes, fittings, valves, and appurtenances shall be appropriately marked for identification purposes.
The materials and methods of manufacture, and completed pipes, fittings, valves, and appurtenances
shall be subject to inspection and rejection at all times. ONWASA and ENGINEER have the right to
make inspections.
B. Perform Work in accordance with ONWASA Standards and Sections 1500, 1510, and 1515 of NCDOT
Standard Specifications except as modified here -in.
C. PVC pipe that has faded color due to extended exposure to sun and weather shall not be acceptable
for use.
1.5 CLOSEOUT SUBMITTALS
A. Project Record Documents: Record actual locations of piping mains, valves, thrust restraints, and
invert elevations.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver and store valves in shipping containers with manufacturer's name and pressure rating labeling
in place.
B. Block individual and stockpiled pipe lengths to prevent moving.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-1
REVISION 3, May 19, 2016

C. Do not place pipe or pipe materials on private property or in areas obstructing pedestrian or vehicle
traffic
D. Store PVC pipe out of sunlight or under black polyethylene plastic or other suitable opaque material.
Store rubber gasket rinds in shipping cartons out of sunlight and away from oil and grease until ready
for use.
E. At no time shall other pipes or material be placed in the pipes.
F. Repair damage to pipe exterior and interior surfaces; pipe so damaged subject to rejection.
PART 2 PRODUCTS
2.1 FORCE MAIN PIPING
A. Ductile Iron Pipe (DIP): AWWA C151. Bituminous outside coating: AWWA C151. Force mains 18-
inches in diameter and greater shall be ductile iron.
Pressure Class: 350
Fittings: Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AWWA C153.
a. Coating: Bituminous Coating, AWWA C110.
Joints:
a. Mechanical Joints: AWWA C111.
b. Push -On Joints: AWWA C111.
c. Flanged Joints: AWWA C115. (Above ground installation only)
d. Boltless Restrained Joints: Boltless, push -on type, joint restraint independent of joint seal.
Conform to pipe manufacturers specifications. Required for carrier pipe installed through
steel casing.
e. Restrained Joints: Per Section 33 05 19 — Pressure Piping Joint Restraint.
Ductile Iron Pipe and Fitting Lining: Type shall be required as follows; The epoxy lining as
described below shall be required for all mechanical joint fittings, pump station and vault piping,
piping at high points in the force main (5 full sections centered at each air release/vacuum valve
if force main is ductile iron upstream and downstream of the valve, 1 full section if force main is
PVC upstream and downstream of the valve ) and piping within 50 LF of a tie-in to a structure
(i.e. manhole, pump station wet well, etc.). Cement mortar lining as described below shall be
acceptable for all other locations unless otherwise directed by the ONWASA.
a. Cement Mortar Lining per AWWA C104, or
b. Epoxy Lining (1. or 2. as specified below):
1. Amine -cured novalac epoxy containing at least 20% by volume of ceramic quartz
pigment (i.e. Protecto 401). Any request for substitution must be accompanied by a
successful history of lining pipe and fittings for sewer service, a test report verifying the
following properties, and a certification of the test results.
1) Permeability rating of 0.00 when tested according to Method A of ASTM E-96-
66, Procedure A with a test duration of 30 days.
2) The following test must be run on coupons from factory -lined ductile iron pipe:
I. ASTM B-117 Salt Spray (scribed panel) - Results to equal 0.0
undercutting after two years.
ii. ASTM G-95 Cathodic Disbandment 1.5 volts @ 77°F. Results to equal no
more than 0.5 mm undercutting after 30 days.
iii. Immersion testing rated using ASTM D-714-87.
a. 20% Sulfuric acid —No effect after two years.
b. 140°F 25% Sodium Hydroxide —No effect after two years.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-2
REVISION 3, May 19, 2016

c. 160°F Distilled Water —No effect after two years.
d. 120°F Tap Water (scribed panel)-0.0 undercutting after two
years with no effect.
iv. ASTM G-22 90 Standard practice for determining resistance of Synthetic
Polymeric materials to bacteria. The test should determine the resistance
to growth of Acidithiobacillus Bacteria and should be conducted at 30
degrees centigrade for a period of 7 days on a minimum of 4 panels. The
growth must be limited only to trace amounts of bacteria.
V. An abrasion resistance of no more than 3 mils (.075 mm) loss after one
million cycles using European Standard EN 598: 1994 Section 7.8
Abrasion Resistance
3)Applicator: The lining shall be applied by a certified firm with a successful
history of applying epoxy linings to the interior of ductile iron pipe and fittings.
2. Modified polyamine ceramic epoxy (i.e. Tnemec Series 431 Perma-Shield PL). Any
request for substitution must be accompanied by a successful history of lining pipe and
fittings for sewer service, a test report verifying the following properties, and a
certification of the product meeting the performance criteria.
1) Properties:
i. Solids by Volume: 100 percent
ii. Hazardous Air Pollutants: Zero
iii. Ceramic Hollow Microspheres: 20 percent by volume (no silica fume, fly
ash, or alumina dust)
iv. Pigment Volume Concentration: Less than 22 percent
V. Coal -Tar Content: Zero
vi. Dry Film Thickness:
a. 40 mils minimum
b. 60 mils maximum
2) Performance Criteria:
i. Abrasion: (ASTM D4060-07, CS-17 wheel, 1,000 grams) — 76 mg loss.
(BS EN 598:2007+A1:2009, 50,000 cycles) — 0.6 mils loss
ii. Adhesion: (ASTM D 4541) — Not less than 1,860 psi.
iii. Severe Wastewater Analysis Test: (150°F, 500 ppm H2S, 4000 ppm
NaCl, 10% H2SO4, EIS Permeation Analysis) — Initial impedance of 11.2
(log-z). No blistering, cracking, checking or loss of adhesion. Reduction
in electrical impedance of 0.5 after 28 days exposure.
iv. Cathodic Disbondment: ASTM G 8 (1.5 V) Classification Group A. No
more than 0.000 inch (0.00 mm) disbonded equivalent circle diameter.
V. Chemical Resistance: (ASTM C 868-02, 25 percent sulfuric acid, 100
degrees F, 100 days — (NACE TM0174-2002, 6 months continuous
immersion, 50 percent sulfuric acid, 13 percent sodium hypochlorite, 5
percent sodium hydroxide, 75 degrees F — No effect.
vi. Dielectric Strength: (ASTM D 149-09) — greater than 600 volts per mil
vii. Hardness: (ASTM D 2240): Shore D hardness of 79. (ASTM D 3363).
viii. Immersion: 140'F (60°C) De -ionized Water Immersion. No blistering,
cracking or delamination of film after 5,000 hours continuous immersion.
ix. Impact: (ASTM D 2794-04) — No visible cracking or delamination after
160 inch -pounds (18.0 J) direct impact.
X. Salt Spray (ASTM B 117-09): No blistering, cracking, rusting or
delamination of film after 10,000 hrs.
xi. Water Absorption (ASTM C413-01(2006) — 0.0 percent water absorption
xii. Water Vapor Transmission (ASTM D 1653-03(2008) Method B, Wet Cup,
Condition C) — 1.25 g/m2 per 24 h water vapor transmission and 0.09
perms water vapor permeance
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-3
REVISION 3, May 19, 2016

3. Applicator: The lining shall be applied by a certified firm with a successful history of
applying ceramic epoxy linings to the interior of ductile iron pipe and fittings.
B. Polyvinyl Chloride Pipe (PVC): AWWA C900 (4-inch through 12-inch), AWWA C905 (14-inch through
16-inch), and SDR-21 (less than 4-inch)
1. Pipe Class: PVC C900 and C905
a. Dimension Ratio: DR18
b. Pressure Rating: 235 psi minimum
c. Color: Green
d. Fittings: Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AVVWA C153
e. Joints:
1. ASTM D3139 PVC with ASTM F477 flexible elastomeric seals. Solvent -cement couplings
are not permitted.
2. Ductile Iron, Mechanical Joint, AWWA C110
2. Pipe Class: SDR-21, Iron Pipe Size (IPS), ASTM D2241, ASTM D1784
a. Pressure Rating: 200 psi minimum
b. Fittings:
1. Ductile Iron, AWWA C110. Compact Fittings, Ductile Iron, AWWA C153
2. PVC fittings conforming to pipe requirements pressure rated to exceed pipe class. PVC
fittings may only be installed as indicated on the Drawings.
c. Joints:
1. ASTM D3139 PVC with ASTM F477 flexible elastomeric seals. Solvent -cement couplings
are not permitted.
2. Ductile Iron, Mechanical Joint, AWWA C110
C. Polyethylene Pipe: See Section 33 05 24 — Utility Horizontal Directional Drilling
Coordinate following with detail. May require more than one option for connection to main depending upon types of pipe Modify as required
for type of operation and size required. Be aware of height of unit so it fits within any structure provided.
2.2 AIR RELEASE / VACUUM VALVES
A. Manufacturer: Crispin - Multiplex Manufacturing Co. (S Series), Val-Matic (Series 300)
B. Valve: 2 inch inlet and outlet;150 psi operating pressure; cast iron body and top, stainless steel
internal linkage and float.
C. Appurtenances: Brass backflush attachments.
D Connection: Screw type; tapping saddle and strap assembly.
2.3 PLUG VALVES
A. Shall be eccentric of the non -lubricated type with resilient faced plugs. Valve bodies shall be ASTM
A126 Class B cast iron according to AWWA C504. Valves shall include the following features:
1. Plugs shall be resilient faced cast iron, ASTM A126 Class B. The resilient covering shall be
neoprene or hycar and suitable for use with sewage.
2. Sleeve metal bearings which are sintered, oil impregnated, and permanently lubricated stainless
steel conforming to Type 316, ASTM A743, Grade CF-8M or AISI Type 317 L shall be used.
Non-metallic bearings are not acceptable.
3 Valve shaft seals shall conform to AWWA C504 and AWWA C507 and shall utilize a multiple
v-ring that is externally adjustable and re -packable under pressure.
4. Valve actuators shall be of the nut -operated type.
5. Valve shall be suitable for use in a buried condition.
6. Valve shall provide a minimum of 100% of pipe area when fully open.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00 4
REVISION 3, May 19, 2016

B. Equip valves 6 inches and larger with gear actuators with gearing enclosed in semi -steel housing,
seals on all shafts, and actuator shaft supported on permanently lubricated bronze bearings.
2.4 RESILIENT WEDGE GATE VALVES
A. Manufacturers:
1. M&H Company.
2. Mueller Company.
3. American Flow Control
4. Clow
B. Resilient Wedge Gate Valves: AWWA C509 or C515; iron body, bronze or ductile iron.
1. Elastomeric Polydisulfide (EPDM) encapsulated wedge
2. Stem: Non -rising bronze stem.
3. Operating Nut: 2-inch Square; open counterclockwise unless otherwise indicated.
4. Ends: Mechanical joint end connections.
5. Coating: AWWA C550, interior/exterior.
6. Maximum Working Pressure: 250 psig
2.5 VALVE BOXES
A Valve boxes shall be of roadway extension type, of proper length and base size with suitable
detachable cover, coated inside and out with a good asphaltum paint, domestically casted. Boxes
shall be Tyler Union 6850 Series, Bingham & Taylor 15B20W, or East Jordan Iron Works 8550 series
two-piece valve box, screw type. The cast iron lid shall be marked "SEWER".
2.6 UNDERGROUND PIPE MARKERS
A. Locator Tape: Brightly colored blue tape continuously printed with "SEWER FORCE MAIN" in large
letters, minimum 6-inch wide by 4 mils thick manufactured for direct burial service shall be installed
and buried 1.5 to 2 feet from the top of the sewer line.
B. Tracer wire: 10-Gauge insulated wire, green in color, shall be installed along the top of the water line
to aid in locating the pipe for maintenance purposes. The wire shall be continuous and uninterrupted,
and brought to the surface at as specified in this Section.
2.7 ABOVE -GROUND PIPE MARKERS
A The standard above -ground utility markers shall be Rhino Tri-View Markers, Model No.TVF66GB.
Above -ground utility markers designed to provide access to tracer wire shall be Rhino Tri-View
markers, Model No.TVT166GW2. Decals as shown in ONWASA's Standard Detail shall be placed on
all three sides. Above -ground pipe markers are not required inside residential developments.
PART 3 Concrete monument markers 6" X 6" X 36" reinforced with rebar with bronze utility markers stamped
"WARNING BURRIED SEWER FORCE MAIN, CALL 811 BEFORE YOU DIG" drilled and epoxied into
the top of the monument per Standard Detail Concrete monument markers shall be installed
to a depth of 18" immediately above the sewer force main at the entry and exit site of all directional drill
locations where sewer force mains cross any body of water or wetland area. When installation takes
place after the work has been completed, the monuments shall be installed only after confirming the
location of the sewer force main below.
A.
3.2 GROUT
A. Per Section 33 05 14 — Utility Manholes and Structures
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-5
REVISION 3, May 19, 2016

3.3 CONCRETE FOR THRUST RESTRAINT, ENCASEMENT AND CRADLES
A. Concrete: Class B Concrete conforming to Section 1000 of the NCDOT Standard Specifications.
1. Compressive strength of 2,500 psi at 28 days.
2. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular aggregate.
3. Maximum slump of 2.5 inch for vibrated concrete and 4 inch for non -vibrated concrete.
4. Minimum cement content of 508 pounds per cubic yard for vibrated and 545 pounds per cubic
yard for non -vibrated concrete.
3.4 BEDDING AND COVER MATERIALS
A Backfill around Pipe and Above Pipe: As specified in Section 31 23 17 -Trenching.
B. Reference SS SED "Sewer Force Main Embedment Details" in Details.
3.5 ACCESSORIES
A. Steel rods, bolt, lugs and brackets: ASTM A36 or ASTM A307 carbon steel.
B. Polyethylene Jackets: AWWA C105 polyethylene jacket. Single layer, lapped over pipe joint, and
secured with 10-mil polyethylene tape.
PART 4 EXECUTION
4.1 GENERAL: Entire Project site shall be in strict conformance to OSHA Regulations.
4.2 PREPARATION
A. Prior to Start of Construction:
1. Materials will be checked at the site of construction to verify conformance with approved
materials. Any materials not in accordance with ONWASA Standards or approved by the
Technical Operations Supervisor, or his designee, at the job site will not be assumed for use.
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 not relieve the
CONTRACTOR of his responsibility to provide a completed final product that meets the
requirements of the plans and specifications. Any inferior materials discovered will be replaced
without charge for rework to the OWNER.
2. ONWASA requires a minimum of forty eight (48) hours' notice before construction is to begin so
that ONWASA can schedule construction inspection for the work. Should the prosecution of the
work for any reason be temporarily discontinued, the CONTRACTOR shall notify ONWASA at
least twenty-four (24) hours in advance of resuming operations.
B. Surveys, Lines and Grades:
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 construct the project in
accordance with the contract requirements. The CONTRACTOR shall carefully preserve all
reference points or existing survey markers and in the case of willful or careless destruction thereof,
the CONTRACTOR shall be charged with the resulting expense, and shall be responsible for any
mistakes that may be caused by their unnecessary loss or disturbance.
C. Traffic Flow and Safety:
The CONTRACTOR shall maintain traffic flow and control at all times. CONTRACTOR shall
comply with all MUTCD requirements and 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
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-6
REVISION 3, May 19, 2016

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 immediately cease operations and implement
whatever measures are required for the safety of the public. Work shall not resume until the
measures are fully implemented.
2. All encroachment bonds required by the Department of Transportation will be secured by the
CONTRACTOR at his own expense.
3_ No extra payment will be allowed for securing the required bond or for delays associated with
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
D. Sewer Service Cut -Off:
1. When there are CITY OF JACKSONVILLE and ONWASA sewer lines within the limits of a
project. The following procedure applies to both the CITY OF JACKSONVILLE and ONWASA.
2. The CITY OF JACKSONVILLE/ONWASA requires adherence to the following procedures prior
to shutting off sewer service on any existing CITY OF JACKSONVILLE/ONWASA lines:
a. The CONTRACTOR must receive approval for shut-off from the CITY OF JACKSONVILLE
Public Utilities Director/ ONWASA Distribution/Collections Superintendent. Generally, shut-
offs must occur from 9 a.m. to 11 a.m. and 2 p.m. to 4 p.m. on weekdays.
b. After receiving approval, CONTRACTOR shall notify affected residents twenty-four (24)
hours in advance of beginning operation.
c. All valves to be closed or opened are to be operated by the CITY OF JACKSONVILLE
Public Utilities Department/ONWASA
3. If any sewer mains are damaged and service interrupted, the utility OWNER (CITY OF
JACKSONVILLE or ONWASA) shall immediately be contacted and CONTRACTOR shall
conduct repairs in accordance with the utility OWNER'S specifications and requirements, in
order to restore water to the customers.
4. NO ONWASA valves are to be operated without prior approval of the ONWASA
Distribution/Collections Superintendent (910.937.7560). Except in emergency situations, the
contractor shall request approval in writing (e-mail is preferable) no less than 48-hours prior to
event, stating reason, length of outage, and number and location of customers affected.
5. Verify existing conditions before starting work.
6. Verify existing sewer connection size, location, and inverts are as indicated on Drawings.
4.3 EXCAVATION
A. Excavate pipe trench in accordance with Section 31 23 17 - Trenching for Work of this Section. Hand
trim excavation for accurate placement of pipe to elevations indicated on Drawings.
B. Dewater excavations to maintain dry conditions and preserve final grades at bottom of excavation. The
Contractor is responsible for utilizing dewatering systems in accordance with good standard practice.
The dewatering systems must be efficient enough to lower the water level in advance of the
excavation and to maintain it continuously to keep the trench bottom and sides firm and dry.
Groundwater shall not be allowed to rise around the pipe until after the trench is backfilled. Disposal of
groundwater shall be disposed of in a suitable manner so as to not cause damage to adjacent
property or facilities, or be a threat to public health. Do not lay pipe in wet or frozen trench.
C. Provide sheeting and shoring as required.
D. Place bedding material at trench bottom, level fill materials in one continuous layer not exceeding 8-
inches in compacted depth; compact to 95 percent.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-7
REVISION 3, May 19, 2016

E. Place bedding material at trench bottom and shape for accurate placement and proper support of
pipe.
F. Carefully place and tamp bedding material so as not to damage or displace joints or pipe. Do not drop
material directly on pipe.
G. Maintain optimum moisture content of bedding material to attain required compaction density.
4.4 INSTALLATION - PIPE AND FITTINGS
A. Sewer lines shall be installed within dedicated street right of ways or centered in a 20-foot (minimum)
dedicated public "utility" easement to ONWASA.
B. Install ductile iron pipe and fittings in accordance with AWWA C600 and manufacturer's instructions
unless stricter requirements are noted in this Section.
C. Install PVC pipe in accordance with AWWA C605 and manufacturer's instructions unless stricter
requirements are noted in this Section.
D. PVC pipe shall be deflected onto a radius no smaller than 1.2 times the minimum bending radius set
out in the PVC Pipe Handbook. Ductile iron joint deflections shall be no greater than 80 percent of the
maximum set out in the Ductile Iron Handbook.
E. Each fitting and section of pipe shall be inspected for defects prior to installation.
F. 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 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.
G. Required Separation Between Pipe Systems:
1. Lateral Separation of Sewer and Water Mains. Water mains shall be laid at least 10- feet
laterally from existing or proposed sewers, unless local conditions or barriers prevent a 10-foot
lateral separation -- in which case
a. The water main is laid in a separate trench, with the elevation of the bottom of the water
main at least 18-inches above the top of the sewer; or
b. The water main is laid 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.
2. Crossing a Water Main over a Sewer. Whenever It is necessary for a water main to cross over a
sewer, the water main shall be laid at such an elevation that the bottom of the water main is at
least 18-inches above the top of the sewer, unless local conditions or barriers prevent an 18-
inch vertical separation -- in which case both the water main and the sewer shall be constructed
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. A section of water main pipe shall be centered at
the point of crossing.
3. Crossing a Water Main under a Sewer. Whenever it is necessary for a water main to cross
under a sewer, both the water main and the sewer shall be constructed 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.
4. In accordance with NCAC Title 15A Ch.18C Section 0.0906 and NCAC Title 15 Ch.2 M 0.0200,
ONWASA interpretation of this ruling shall be as follows for a new development; Whenever a
Sewer Main crosses above or below a water main and the minimum clearance will not be met,
both pipes shall be constructed of ferrous material for a distance of 10-feet on center in each
direction, however, any areas pre-existing shall be handled on a case by case basis.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-8
REVISION 3, May 19.. 2016

Crossing a Water Main or Sewer Main under a Storm Sewer Main. When mains cross under a
storm sewer main with less than 24-inches separation, the main shall be constructed of ferrous
material or as shown on the plans. One joint of pipe shall be centered under the storm drainage.
H. Install pipe in locations and at grades as specified, except as otherwise permitted by ONWASA. Pipe
shall be installed to indicated elevation to within tolerance of/z-inch.
I. The pipe and fittings shall be kept thoroughly clean of any water, earth, stones, or other debris until
work is completed and accepted by ONWASA. Open ends of the pipe shall be capped or plugged with
a water -tight fitting during periods of work stoppage.
J. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs. Use only
equipment specifically designed for pipe cutting. The use of chisels or hand saws will not be
permitted. Grind edges smooth with beveled end for push -on connections.
K. Remove scale and dirt on inside and outside before assembly.
L. Flanged Joints: Not to be used in underground installations except within structures.
M. Install in open cut, except where otherwise required or permitted by ONWASA.
1. Where installed by free boring, extend hole 5 feet each side of pavement, thread pipe into hole
from boring pit with leading end of first pipe covered to prevent damage and the entry of earth,
and fill space around pipe with grout.
2. All piping that is dry -bored shall be ductile iron.
3. Where installed within steel encasement pipe, refer to Section 33 05 23 - Trenchless Utility
Installation.
N. Install pipe with no high points unless shown on the Plans. If unforeseen field conditions arise which
necessitate high points, install air release valves as directed by ONWASA.
O. Install pipe to allow for expansion and contraction without stressing pipe or joints.
P. Install access fittings to permit required testing.
Q. When necessary to cut pipe at fittings, valves or elsewhere, the remaining portions may be used to
minimize the number of scrap pieces when the Work is complete; however, scrap pieces less than 5-
feet in length shall not be used.
R. Install underground marking tape continuously above pipe line 12 to 18 inches below the ground
surface and secure trace wire to the pipe with duct tape near every bell and at the center of each pipe
joint. The wire shall be fastened securely to all fittings as directed by ONWASA. Splices in the tracer
wire shall be connected by means of a waterproof and corrosion -proof connector designed for direct
bury applications. Standard wire nuts are not acceptable. The connection shall then be completely
wrapped in electrical tape. There shall be no exposed bare wire. The tracer wire shall be made
accessible through above -ground utility markers designed to provide access to tracer wire as specified
in this Section. In residential developments, trace wire shall be made accessible in valve boxes, vaults,
etc.
S. Install above -ground utility markers at horizontal bends, main -line valve boxes (not within 10 feet of a
fire hydrant assembly branch), ends of directional bores (concrete monument markers), bank edge of
all channels crossed by directional bores (concrete monument markers), each side of a roadway
crossing, and along the piping alignment. The maximum spacing for the above -ground utility markers
shall be 500 linear feet. In locations where there are multiple horizontal bends in close proximity, one
marker will be sufficient to demonstrate the change in direction. Utility markers designed to provide
access to tracer wire shall be installed at every third marker, or every 1000 feet of pipe, whichever
distance is less. Tracer wire accessible above -ground utility markers shall also be installed at ends of
directional bores. Establish elevations of buried piping with not less than 3-feet of cover. Measure
depth of cover from final surface grade to top of pipe barrel.
T. Backfill trench in accordance with Section 3123 17 — Trenching
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-9
REVISION 3, May 19, 2016

4.5 INSTALLATION —VALVES
A. Install valves in conjunction with pipe installation; set valves plumb.
B. Provide buried valves with valve boxes installed flush with finished grade.
C. Adjust valve boxes to final grade at the time designated by ONWASA.
D. Install concrete support underneath valves as indicated in the Detail.
E. All valve boxes outside pavement shall have a concrete valve collar or a 2' x 2' x 4" area of concrete
poured around the valve boxes where valve boxes are too close to install whole valve pads. (No valve
pads are to be cut).
4.6 INSTALLATION — AIR RELEASE / VACUUM VALVES
A. Air release/vacuum valves shall be installed in minimum 5-foot inside diameter manholes in
accordance with Section 33 05 14 — Utility Manholes and Structures and ONWASA's Standard Details.
Note that all force main air release/vacuum valve manholes shall be vented with a ductile iron vent
terminating in two 90' bends with a stainless steel insect screen installed on the end. The vent shall
be installed to a height 3' above the flood plain elevation.
4.7 INSTALLATION — CONCRETE THRUST RESTRAINT
A. Provide concrete thrust restraint for valves, tees, bends, caps, plugs, and dead ends with concrete
thrust blocks as indicated on drawings. Thrust blocks should be located to resist resultant force and
so pipe and fittings will be accessible for repair
B. Fittings shall be wrapped in polyethylene prior to pouring the concrete thrust blocking to protect the
fittings, glands, bolts, etc. from direct contact with the concrete.
C. The concrete for the thrust blocks shall be mixed outside the excavation in a clean container with
potable water. Mixing of concrete in the excavation using surface or ground water, or placement of dry,
unmixed bags of concrete behind fittings shall not be allowed.
D. Pour concrete thrust blocks against undisturbed earth. Do not encase fittings, glands, bolts, etc.
4.8 CONNECTIONS TO EXISTING PIPING AND STRUCTURES
A. Connect new sewers to structures through stubs, wall castings, wall sleeves, etc., provided for same,
or make an opening at the proper elevation in the wall of the structure. Unless otherwise approved by
ONWASA, all openings into existing structures shall be core -drilled. Using pneumatic hammers,
chipping guns, sledge hammers, etc., will not be permitted.
B. In opening of structure, unless otherwise approved by ONWASA, install flexible connector with dual
stainless steel clamps meeting ASTM C923 for all pipe diameters in opening, and seal opening with
non -shrink concrete grout. Make connections water -tight.
1. For polyethylene pipe, provide a water -tight seal around the pipe using grout or other material as
instructed by the pipe manufacturer and approved by ONWASA, and a coupling slipped over the
pipe end against the structure wall and fused in place for axial restraint.
C. An inside drop assembly, in accordance with ONWASA's Standard Detail, shall be provided for a force
main entering a manhole.
D. Where necessary, reshape the bottoms of existing structures to give a smooth flow in all directions.
E. Provide 48 hours' notice to ONWASA prior to making connections.
F. Plan Work to reduce number of shut -offs and to minimize length of shut-off.
G Make connections at such times and using fittings as approved by OWNER and ONWASA.
Connections to existing pipes shall be made by ductile iron mechanical joint sleeves with transition
gaskets as necessary, or stab fit, wide range gasketed sleeves (i.e. Hymax Coupling) suitable for
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 33 40 00-10
REVISION 3, May 19, 2016

pressure sewer service as determined by the sleeve manufacturer. Flexible couplings (e.g. Fernco)
shall not be permitted on force mains.
4.9 INSTALLATION - POLYETHYLENE ENCASEMENT
A. Encase Ductile Iron piping in polyethylene where indicated on Drawings to prevent contact with
surrounding backfill material.
B. Install in accordance with AWWA C105.
C. Terminate encasement 3 to 6 inches above ground where pipe is exposed.
4.10 INSTALLATION -JOINT RESTRAINT
A. Install joint restraint in accordance with Section 33 05 19 — Pressure Piping Joint Restraint.
4.11 BACKFILLING
A. Backfill and compact around sides and to top of pipe in accordance with Section 3123 17 - Trenching.
B. Maintain optimum moisture content of material to attain required compaction density.
4.12 FIELD QUALITY CONTROL
A. The Contractor shall conduct preliminary pressure, leakage, and tracer wire testing prior to the
witnessed tests to verify the tests will pass on the first attempt. If the Contractor schedules a required
test in advance and the test is not ready to begin at the scheduled time, the Contractor will be required
to reimburse ONWASA for all costs to ONWASA associated with the delay.
B. Check valve boxes after installation to ensure the valves are installed plumb and centered over the
operating nut, and remove stones, dirt, debris, and backfill material.
C. Compaction Testing: Perform soil compaction tests in accordance with Section 3123 17 - Trenching.
D. Trace Wire Testing: Contractor shall perform a continuity test on all trace wire in the presence of an
ONWASA representative. If the trace wire is found to be not continuous after testing, the Contractor
shall repair or replace the failed segment of the wire. Continuity test shall be repeated as necessary
E. Notification: Notify ONWASA and, if necessary, the testing agency 72 hours in advance of all required
testing and have witness test.
F. Test Pressure: Not less than 150 psi, the test will result in automatic failure if the test pressure drops
below 150 psi and fails an allowable leakage test.
G. Prior to conducting pressure testing, the Contractor shall demonstrate to the ONWASA Representative
that all valves in the system are fully opened.
H. Pressure and Leakage Test Procedure.-
1 . Pressure and leakage testing is the responsibility of the Contractor, who shall provide all
materials, labor, and equipment, and pay for the total volume of water used.
2. Prior to conducting pressure testing, the Contractor shall demonstrate to the ONWASA
Representative that all valves in the system are fully opened.
3. After completion of pipeline installation, including backfill, but prior to final connection to existing
system, conduct pressure and leakage tests in accordance with AWWA C600 unless otherwise
required by this Section.
4. Conduct tests for at least two-hour duration.
5. Pipeline installations that lose more than 5 psi at completion of the Hydrostatic Pressure Test
will be required to pass an Allowable Leakage Test.
6. Before applying test pressure, completely expel air from section of piping under test. Provide
corporation cocks so air can be expelled as pipeline is filled with water. After air has been
expelled, close corporation cocks and apply test pressure. At conclusion of tests, remove
corporation cocks and plug resulting piping openings.
ONWASA FORCE MAINS
STANDARD SPECIFICATION FOR DEVELOPERS 3340 00-11
REVISION 3, May 19, 2016

D. Leakage Testing
1. A leakage test shall be performed on each segment of installed force main at the
hydrostatic pressure test stipulated in Section 6.04C.
2. Leakage shall be defined as the quantity of water required to maintain a pressure
within five pounds per square inch of the specified test pressure after the pipe has
been filled with water and all air has been expelled.
3. Leakage shall be measured with a calibrated test meter and shall not exceed the
amount given by the following formula:
L = SDJ S = length of pipe (feet)
L = leakage (gph)
133,200 D = nominal diameter ofpipe segment tested (inches)
P = test pressure (pounds per square inch)
All visible leaks shall be repaired regardless of the amount of leakage. if leakage
exceeds this rate, the applicant is responsible for assuring that the cause of test
failure is determined, all necessary repairs are made, and repeating the test until
the force main segment passes.
4. The leakage test may be performed concurrently or separately with the leakage
test stipulated in Section 6.04D.
E. Each layer of fill or backfill over the force main shall be compacted to a density needed
to accommodate the use of the force main installation area or as otherwise may be
required (e.g., encroachment agreement with the North Carolina Department of
Transportation, etc.).
6.05 Electrical and Instrumentation/Control System Testing
A. The applicant shall ensure that a formal testing program of all electrical as well as
instrumentation and control systems installed at the pump station is developed and
performed.
B. The program may consist of a combination of unwitnessed/witnessed factory tests, field
readiness tests, and witnessed field tests. At a minimum, however, the applicant shall
witness a field test of the pump station's electrical and instrumentation/control systems.
The basic functions which shall be tested for operation as intended by the pump station
design shall include, but shall not be limited to, the following:
l . Pump operational functions.
2. Level -sensing equipment.
3. Alarm system.
4. Telemetry system.
5. Stand-by or emergency power system.
C. All testing of the electrical and instrumentation/control systems shall be performed in the
presence of the applicant, the PE, or other authorized representative.
D. The results of all testing shall be maintained by the applicant as part of the construction
record documentation as stipulated in Section 1.03B.
PS -FM MDC 03/08 28

ENGINEERS •SURVEYORS• PLANNERS
JACKSONVILLE, NORTH•
[phone]
306 New Bridge Street I P.O. Box 976
Jacksonville, NC 28541-0976
Firm License Number F-0108
200 BARBARA AVENUE \\H\CAR / �i��
SEWAGE PUMP STATION 2 , of 0'•9'�
BUOYANCY CALCULATIONS — a SEAL '
3497
October 2019 •• F
1. Downward Force = Weight of um station + weight of overburden soilA.
g pump g 111111�1��
A. Weight of Pump Station
Volume of Walls = D x7r (Ro 2 — R12) = 8.81 ft x 7r [(2.58 f t)2 — (2 f t) Z ]
73.5 ft3
Volume of Extended Base = 7r (3.58 Ft2)x (8") = 26.8 ft3
Total Volume of Concrete in Wetwell = 100.3 ft3
Weight = 1501bs/ft3 x 100.3 ft3 = 15,045 lbs. Downforce of Wetwell
B. Weight of Overburden Soil RECEIVED
Volume = D x (7rR02 — 7rR12) = 8.81 ft x (7r (3.58)2 - n(2.58 ft)2) Nov 04 7019
170.5 ft3 NCDEUDWRINPDES
Weight = 110lbs/Ft 3 x 170.5 ft3 = 18,755 lbs. Downward force of Soil
TOTAL DOWNWARD FORCE = 33.8001bs.
2. Buoyancy Force (Upward Force)
Volume of Wetwell Concrete D x 71 x Rz = 8.81 ft x (n(2.582))
184.2 ft3
Volume of Base = 26.8 ft3
Volume of Overburden Soil = 170.5 ft3
Total Volume = 381.5 ft3
Civil Engineering I Stormwater and Environmental Consulting
Feasibility and Development Planning I Land Surveying and Mapping I Subdivision and Construction Plans

Page Two of Two
October 28, 2019
200 Barbara Avenue
SPS Buoyancy Calculations
TOTAL BUOYANCY FORCE = 381.5 ft3 x 62.4 lbs/Ft3
23,806 lbs. Upward Force
3. Conclusion
Downward Force > Buoyancy Force
33,800lbs. > 23,8061bs. O.K.
Note: Downward forces shown do not include weight of water, pumps, pipe and equipment in wet well.
secretary. c2.201 9. Forms.200BarbaraAve. Specs. Hassan.200BarbaraAve.SPSSBuoyancy.10.28.19

ENGINEERS • SURVEYORS • PLANNERS
• N V I L L E NORTH•
[phone] 1
306 New Bridge Street I P.O. Box 976
Jacksonville, NC 28541-0976
Firm License Number F-0108 Q!)
200 BARBARA AVENUE xW cARQ�/i.s
SEWAGE PUMP STATION ��oQ: •�ESS�O';�9�%
BUOYANCY CALCULATIONS — a SEAL '
3497
October 2019 F
NGI% .. ``�.
1. Downward Force = Weight of pump station +
weight of overburden soil
A. Weight of Pump Station
Volume of Walls = D x7r (Ro 2 — R12) =
8.81 ft x 7r [(2.58 f t)2 — (2 f t) 2 ]
=
73.5 ft3
Volume of Extended Base =
7r (3.58 Ft2)x (8") = 26.8 ft3
Total Volume of Concrete in Wetwell =
100.3 ft3
Weight = 1501bs/ft3 x 100.3 ft3 =
15,0451bs. Downforce of Wetwell
B. Weight of Overburden Soil
Volume = D x (7rRo2 — rrR12) =
8.81 ft x (n (3.58)1 - n(2.58 ft)2)
=
170.5 ft3
Weight = 110 lbs/Ft3 x 170.5 ft3 =
18,755 lbs. Downward force of Soil
TOTAL DOWNWARD FORCE =
33,8001bs.
2. Buoyancy Force (Upward Force)
Volume of Wetwell Concrete D x n x R2 =
8.81 ft x (n(2.582))
=
184.2 ft3
Volume of Base =
26.8 ft3
Volume of Overburden Soil =
170.5 ft3
Total Volume =
381.5 ft3
Civil Engineering I Stormwater and Environmental Consulting
Feasibility and Development Planning I Land Surveying and Mapping I Subdivision and Construction Plans

Page Two of Two
October 28, 2019
200 Barbara Avenue
SPS Buoyancy Calculations
TOTAL BUOYANCY FORCE = 381.5 ft3 x 62.41bs/Ft3
23,806 lbs. Upward Force
3. Conclusion
Downward Force > Buoyancy Force
33,800lbs. > 23,8061bs. O.K.
Note: Downward forces shown do not include weight of water, pumps, pipe and equipment in wet well.
secretary.c2.2019. Forms.200BarbaraAve. Specs. Hassan.200BarbaraAve.SPSSBuoyancy.10.28.19

1
2
3.
ENGINEERS • SURVEYORS • PLANNERS
[phone] 1
306 New Bridge Street I P.O. Box 976
Jacksonville, NC 28541-0976
Firm License Number F-0108
Sewage Pumping Station
Tn Carva
200 Barbara Avenue
�T�
INDIVIDUAL GRINDER PUMP STATION CALCULATIONS
n.-+„home 7ni a
DESIGN FLOW:
1 Single Family Residence
= 360 GPD AVG
A 9 to 15 GPM progressive cavity pump with 1.5 inch service line to
tie into an existing 20" force main located on Lake Street.
SYSTEM DATA: Service Line
SPS Influent Invert Elevation ........................................... 34.0 Feet
Force Main Tie-in Point Elevation .................................... 33.0 Feet
Wetwell Diameter............................................................. 4.0 Feet
Float Settings
Pump Off Elevation .............
Lead Pump On Elevation.....
Alarm Elevation ...................
....................................... 30.18 Feet
.......................................31.18 Feet
����111
........................................ 34.0 Feet ��� ,QV\ CA q
Wet Well Storage volume (Above Pump on) - , Qo •;9
•a
Required Volume for 24 hr Storage = 360 Gallons ; 3 =
-0
Volume Provided = -rr(2)2 x (37-31.18) x (7.48) = 547 Gallons
Civil Engineering's Stormwater and Environmental Consulting
Feasibility and Development Planning Land Surveying and Mapping Subdivision and Construction Plans

H
5.
Page 2 of 2
CYCLE TIME:
Wetwell Storage Volume (Vs)
Pump Cycle Time (T) mins
Vs
T=
Qavg 1—
Qavg
Qrate
= )T(r)2
x Height ft x 7.48 ll
t
Vs = ;r(2 ft)2 x 1.0 ft x 7.48 gal
t
Vs = 94 gallons
T
94 gal
= =
0.25gpm 1— 0.25gpm
13 .96 gpm
T = 6.4hrs (Pump operates 3-4 times a day)
TOTAL DYNAMIC HEAD (TDH):
The system was modeled using information provided by ONWASA along with calculations
hydraulic base model provided by Crystal Coast Engineering. The addition of approximately
14 GPM from this individual grinder pump station demonstrates very little impact to the overall
system. The progressive cavity pump as manufactured by Flygt has a very wide pumping range
that can meet the demands of this system. See attached Hydraulic model for additional
information regarding pumping conditions.
Total Dynamic Head as predicted by the Hydraulic model
USE TDH of = 52.76 ft
PUMP SELECTION
System requirements 13.96 GPM @ 52.76 ft TDH
Use: Single Flygt MF3068.175, 1.7 hp, 8.1 amps 230 volt
single phase, progressive cavity grinder pump
secretary.c2.2019. Forms.200barbaraAvenue.Specs. Hassan. GrinderPumpCalcs.200BarbaraAve.10.28.19

4.
5.
Page 2 of 2
CYCLE TIME:
Wetwell Storage Volume (Vs)
Pump Cycle Time (T) mins
Vs
T=
Qavg 1— Qavg
Qrate
_ Jr(r)2 x Height ft x 7.48 ll
t
Vs= ir(2ft)zxl.Oftx7.48 gal
t
Vs = 94 gallons
= T =
94 gal
0.25gpm 1— gpm—)
13 .96 gpm
T = 6.4hrs (Pump operates 3-4 times a day)
TOTAL DYNAMIC HEAD (TDH):
The system was modeled using information provided by ONWASA along with calculations
hydraulic base model provided by Crystal Coast Engineering. The addition of approximately
14 GPM from this individual grinder pump station demonstrates very little impact to the overall
system. The progressive cavity pump as manufactured by Flygt has a very wide pumping range
that can meet the demands of this system. See attached Hydraulic model for additional
information regarding pumping conditions.
Total Dynamic Head as predicted by the Hydraulic model
USE TDH of = 52.76 ft
PUMP SELECTION
System requirements 13.96 GPM @ 52.76 ft TDH
Use: Single Flygt MF3068.175, 1.7 hp, 8.1 amps 230 volt
single phase, progressive cavity grinder pump
secretary.c2.2019. Forms. 200barbaraAvenue.Specs. Hassan.GrinderPumpCalcs.200BarbaraAve.10.28.19

GryG�r
Piney Green Forcemain System
eAveoluf
Page 1

Piney Green Forcemain System
Page 1

Piney Green Forcemain System (AI I PJmps On )
Property
Value
*Pump ID
61
*Start Node
61
*End Node
60
Description
Tag
Pump Curve
6
/
Pr l'e S `q v; uN
Power
Speed
Pattern
Initial Status
Open
Effic. Curve
Energy Price
Price Pattern
Flow
13.96 �.
Headloss
-52.76
Quality
0.
Status
Open
Page 1

250
200
150
0
Q
w
100
50
0
-10
Heads of up to 240 feet
60 Hz - 1,7 HP 230v 1-phase
3068.175 PC Pump Curve
10 15
GPM
FLOW
„ lo"

1.
2
3.
ENGINEERS • SURVEYORS • PLANNERS
[phone] i
306 New Bridge Street I P.O. Box 976
Jacksonville, NC 28541-0976
Firm License Number F-0108
Sewage Pumping Station
Tn _garva
200 Barbara Avenue
ATk
INDIVIDUAL GRINDER PUMP STATION CALCULATIONS
October 2019
DESIGN FLOW:
1 Single Family Residence
= 360 GPD AVG
A 9 to 15 GPM progressive cavity pump with 1.5 inch service line to
tie into an existing 20" force main located on Lake Street.
SYSTEM DATA: Service Line
SPS Influent Invert Elevation...........................................34.0 Feet
Force Main Tie-in Point Elevation .................................... 33.0 Feet
Wetwell Diameter............................................................. 4.0 Feet
Float Settings
Pump Off Elevation ..................................
Lead Pump On Elevation ..........................
Alarm Elevation ........................................
.................. 30.18 Feet
..................31.18 Feet
................... 34.0 Feet \\\\"'atCAfjo
wog-•••••.�!
Wet Well Storage volume (Above Pump on)
Required Volume for 24 hr Storage = 360 Gallons o ; 3
Volume Provided = rr(2)2 x (37-31.18) x (7.48) = 547 Gallons
N
•�. \�
�I%V A'
Civil Engineering Stormwater and Environmental Consulting
Feasibility and Development Planning Land Surveying and Mapping I Subdivision and Construction Plans

4.
5
CYCLE TIME:
Wetwell Storage Volume (Vs)
Pump Cycle Time (T) mins
Vs
T=
Qavg
Qavg
1 —
Qrate
_ 7r(r)2 x Height ft x 7.48 ll
t
Vs = ;r(2 ft)2 x 1.O ft x 7.48 l
t
Vs = 94 gallons
= T =
94 gal
0.25gpm 1-10
T = 6.4hrs (Pump operates 3-4 times a day)
TOTAL DYNAMIC HEAD (TDH):
25 gpm
Page 2 of 2
The system was modeled using information provided by ONWASA along with calculations
hydraulic base model provided by Crystal Coast Engineering. The addition of approximately
14 GPM from this individual grinder pump station demonstrates very little impact to the overall
system. The progressive cavity pump as manufactured by Flygt has a very wide pumping range
that can meet the demands of this system. See attached Hydraulic model for additional
information regarding pumping conditions.
Total Dynamic Head as predicted by the Hydraulic model
USE TDH of = 52.76 ft
PUMP SELECTION
System requirements 13.96 GPM @ 52.76 ft TDH
Use: Single Flygt MF3068.175, 1.7 hp, 8.1 amps 230 volt
single phase, progressive cavity grinder pump
secretary.c2.2019.Forms. 200barbaraAvenue. Specs. Hassan. GrinderPumpCalcs.200BarbaraAve.10.2& 19

4.
5.
Page 2 of 2
CYCLE TIME:
Wetwell Storage Volume (Vs)
Pump Cycle Time (T) mins
TVs
=
Qavg 1— Qavg
Qrate
_ )r(r)Z x Height ft x 7.48 f ll
t
Vs = ir(2 ft)z x l.0 ft x 7.48 al
t
Vs = 94 gallons
= T =
94 gal
0.25gpm 1- 0.25gpm
13.96gpm
T = 6.4hrs (Pump operates 3-4 times a day)
TOTAL DYNAMIC HEAD (TDH):
The system was modeled using information provided by ONWASA along with calculations
hydraulic base model provided by Crystal Coast Engineering. The addition of approximately
14 GPM from this individual grinder pump station demonstrates very little impact to the overall
system. The progressive cavity pump as manufactured by Flygt has a very wide pumping range
that can meet the demands of this system. See attached Hydraulic model for additional
information regarding pumping conditions.
Total Dynamic Head as predicted by the Hydraulic model
USE TDH of = 52.76 ft
PUMP SELECTION
System requirements 13.96 GPM @ 52.76 ft TDH
Use: Single Flygt MF3068.175, 1.7 hp, 8.1 amps 230 volt
single phase, progressive cavity grinder pump
secretary. c2.201 9. Forms. 200barbaraAvenue.Specs. Hassan. GrinderPumpCalcs.200BarbaraAve.10.28.19

Piney Green Forcemain System
Onslow 22 Pump Station
q1�
s
G
7G
Day 1, 12*00 AM
Page 1

Piney Green Forcemain System
Page 1

Piney Green Forcemain System CAI P,'VS On)
Property
Value
*Pump ID
61
*Start Node
61
*End Node
60
Description
Tag
Pump Curve
6
Pry /'es (av; �
Ulv
Power
Speed
Pattern
Initial Status
Open
Effic. Curve
Energy Price
Price Pattern
Flow
13.96 &
(n
Headloss
-52.76 - I -I
Quality
0.
Status
Open
Page 1

250
200
150
O
Q
w
100
50
0
-10
Heads ®f up t® 240 feet
60 Hz - 1,7 HP 230v 1-phase
3068.175 PC Pump Curve
10 15
GPM
FLOW