NC0020214_Application (ATC)_20210708

DESIGN CALCULATIONS - SBR OVERFLOW
SYSTEM
WASTEWATER TREATMENT PLANT #2
IMPROVEMENTS
TUCKASEIGEE WATER AND SEWER AUTHORITY
JACKSON COUNTY. NORTH CAROLINA J
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PROJECT NO. 18.00342

SBR OVERFLOW HYDRAULICS
The SBR overflows are designed to transport wastewater from the top of the SBR tank back to the
influent pump station. The design overflow rate was determined to be 810 gpm,which represents
the peak inflow into the SBR if both influent pumps are on.To allow a safety factor, the overflow
pipe was assumed to be full and the resulting water elevation was calculated from the top of the
proposed overflow.
SBR Overflow 810 GPM is the maximum flow
Flow 810 gpm rate when both pumps are in
2.17 cfs service.
Diameter 12.64 in
Velocity 2.49 ft/s
Hazen-Williams C 125
Friction Loss per Foot 0.00005 ft/ft
Pipe Length 128 ft
Friction Loss 0.01 ft
Total K Value 5.3
Fitting Losses 0.51 ft
Head Loss 0.52 ft
Overflow Invert 2009.5 ft MSL
Top of Wall 2011.5 ft MSL
Overflow Water 2011.1 ft MSL
Elevation
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SBR Overflow
Component or Fitting KL Number Total
Tee, Flanged, Dividing Line Flow 0.2 ilimi 1"
Tee,Threaded,Dividing Line Flow 0.9 0 0
Tee,Flanged,Dividing Branched Flow 1 2 2
Tee,Threaded,Dividing Branch Flow 2
Wye 0.2
Union,Threaded 0.08
Elbow,Flanged Regular 90° 0.3 2 0.6
Elbow,Threaded Regular 90° 1.5 IMIii
Elbow,Threaded Regular 45° 0.4
3 1.2
Elbow,Flanged Long Radius 90° 0.2 WIluw-
Elbow,Threaded Long Radius 90° 0.7
Elbow,Flanged Long Radius 45° 0.2
Return Bend,Flanged 180° 0.2 Il
Return Bend, Threaded 180° 1.5
Globe Valve,Fully Open 10
Angle Valve,Fully Open 2
Plug Valve,Fully Open 0.23 i
Gate Valve, 1/4 Closed 0.26
Gate Valve, 1/2 Closed 2.1
Gate Valve, 3/4 Closed 17
Swing Check Valve,Forward Flow 2
Ball Valve,Fully Open 0.05
Ball Valve, 1/3 Closed 5.5
Ball Valve,2/3 Closed 200
Diaphragm Valve,Open 2.3
Diaphragm Valve, Half Open 4.3
Diaphragm Valve, 1/4 Open 21
Pipe Entrance 0.5 I 0.5
Reducer 0.2
Mud Valve 2.50
UV Disinfection Unit 3.5
Pipe Exit 1 1 1
Water meter 7
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MEDLOCK & ASSOCIATES ENGINEERING , PA
Mr. Kyle Seaman, PE January 26 , 2021
McGill Associates
55 Broad Street
Asheville, NC 28801
Subject: Process Tank Structural Condition Assessment
Tuckaseigee Water and Sewer Authority
Old Home Town Road, Sylva, NC
Project Number: 619119
Dear Mr. Seaman:
At the request of McGill Associates(McGill), Medlock&Associates Engineering, PA (MAE) has evaluated
the condition of the existing process tank at the Tuckaseigee Water and Sewer Authority (TWSA) facility
at Old Home Town Road, Sylva. As part of the evaluation, MAE has undertaken to document the general
condition of the concrete structure; note the nature and extent of any cracking, spalling, and any other
deterioration; and develop repair recommendations intended to address structural deficiencies and
mitigate sources of deterioration. We understand that MAE's work is to assist McGill and TWSA in
developing plans to re-purpose the existing processing tank as part of a facilities upgrade.
On July 6, 2020, Mr. Ben Wiese, PE, conducted a site visit to the TWSA facility to evaluate the process
tank. MAE's evaluation is based on a limited visual assessment of visible or otherwise accessible structural
elements; no invasive observations or testing were completed for the preparation of this report. The site
evaluation comprised a visual examination of concrete conditions coupled with non-destructive testing. A
handheld radar scanning device' was used to document the location and depth of steel reinforcing bars.
MAE was not provided with structural plans or details of the process tank. We reviewed a partial set of
original mechanical drawings which provide additional data not discernible from site observations.
Note that the evaluation of submerged or otherwise inaccessible structural elements is beyond the scope
of MAE's investigation. Likewise, the condition and functionality of wastewater treatment equipment are
beyond the scope of the investigation, except to the extent that corrosion, leakage, or other damage
impacts the condition of the structure.
STRUCTURAL COMPONENTS&CONDITION ASSESSMENT
Structural Components
The TWSA facility was constructed circa 1966. The facility includes an open concrete structure used in
the wastewater treatment process. This concrete process tank performs several treatment functions and
includes two aeration zones, the aerobic digester zone, and the clarifier/settling tank. The following is a
general description of the process tank's structural elements, a summary of general conditions and
structural deficiencies, and general recommendations for remedial repairs.
The process tank circular in plan with an inside diameter of approximately 70 feet. The reinforced
concrete walls are 12 inches thick and extend approximately 16 feet 6 inches above the concrete slab
base at the interior. The process tank is stied on a gently sloping grade. As such, the top of wall elevation
varies from 12-14 feet above grade. Drawings indicate that the base of the process tank comprises a 15-
inch thick reinforced concrete slab. MAE scanned the exterior surface of the process tank at two
Bosch Wallscanner D-tect 150 Professional ultra-wide band(UWB)radar scanner/detector
Address: 53 Asheland Avenue, Suite 101 •Asheville, NC 28801 • Phone:[phone] •Web:www.medlockengr.com
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locations. Our field measurements indicate that the vertical reinforcing was placed at an average of
approximately 12 inches on center, with an average concrete cover of 2 inches.
The interior of the process tank is sub-divided with full-height steel plates to form the four functional
areas. A steel cylinder, approximately 32 feet in diameter, forms the clarifier/settling tank at the center of
the process tank. Drawings indicate that the bottom surface of the clarifier/settling tank is formed by 4
inches of grout over sloping fill placed over the concrete slab. The finished surface slopes up from the
center of the tank to a height of approximately 3 feet 9 inches above the concrete slab at the steel
cylinder that defines the clarifier/settling tank. Under normal operation, collector arms rotate along the
inclined surface at the base of the clarifier/settling tank. At the top of the clarifier/settling tank, a steel
trough extends along the interior face of the steel cylinder.
Three stiffened steel plates project radially from the steel cylinder form walls to subdivide the outer ring
into three functional areas—two aeration zones and the aerobic digester zone. Drawings indicate that
each of the steel walls is connected to the outer concrete via embedded steel channels. At least two
locations, the wall connections adjacent to each end of the catwalk has been supplemented with vertical
steel plates, bolted through the concrete wall.
A steel-framed catwalk spans across the width of the process tank, and is accessed via steel stairs at one
side.
We understand that the existing process tank is to be converted to a post-equalization basin. The
proposed conversion entails the removal of the steel cylinder and walls, catwalk, pipes, and all process
equipment. Presumably, abandoned/removed pipes will be capped at wall penetrations. Plan indicated
that an 8-inch concrete slab shall be placed over approximately 4 feet of fill to form a new base surface,
encompassing the raised surface at the center of the process tank. The new surface shall be sloped
towards an 8-inch diameter discharge pipe penetration in the slab. The concrete wall shall be modified to
accommodate the discharge pipe and a 16-inch diameter influent pipe. Otherwise, the existing structure
shall remain essentially intact.
Visual Assessment Summary
Where accessible or otherwise visible (i.e., at the exterior and partially exposed interior walls of the
process tank), the concrete appears to be in generally good condition. At the interior surface, the
concrete exhibits annular bands of exposed aggregate. The exposed aggregated is likely due to the loss
of cement paste caused by prolonged exposure to wastewater with elevated pH levels. Our visual
assessment indicates that the paste loss is relatively minor, typically extending to a depth of less than 1
inch. Along the top of the wall, the paste loss is somewhat more severe, extending up to a depth of
approximately 1/2 inch. The deterioration at the inside face of the wall does not appreciably diminish the
structural integrity of the concrete structure. While structural repairs are not required at the interior face
of the tank, a membrane or coating will inhibit leakage and prolong the expected useful life of the post-
equalization basin. Prior to applying any membrane or coating, MAE recommends re-surfacing the interior
face of the tank with a cementitious resurfacing compound. Tank lining materials and their required
substrate preparation are beyond the expertise of MAE. As such, we recommend engaging a specialty
contractor for specifying tank lining materials.
Due to the age of the process tank and the corrosive nature of their contents, it is possible that
submerged or otherwise inaccessible surfaces of the concrete are deteriorated to a greater extent than
what has been noted in this report. The full extent and degree of deterioration is unknown, but it may be
that after 50 years of exposure to a corrosive environment, portions of concrete may have deteriorated to
an extent that requires repairs beyond those recommended herein. Once the interior of the process tank
is fully cleaned, a more comprehensive evaluation may be performed. If additional repairs are required,
Page 2 of 5

we anticipate that they would be limited to isolated patching with a repair mortar(see Repair
Recommendations). Because most the concrete has been continuously submerged and thus deprived of
oxygen, deterioration resulting from corrosion of embedded steel elements and reinforcing bars is
expected to be minimal. As such, we presume that patching repairs at the interior of the tank are not
likely to be required.
After the existing steel walls and processing equipment are removed, portions of embedded steel
elements and through-bolts are likely to remain. To mitigate corrosion and the potential for deterioration
of concrete in the vicinity of embedded steel elements, MAE recommends sandblasting the remaining
steel to remove corrosion, and applying an epoxy coating appropriate for immersion. As with the tank
lining materials, MAE recommends engaging a specialty contractor for specifying immersible steel
coatings.
The concrete at the exterior of the process tank is generally sound, with relatively small, isolated areas of
spalling and minor deterioration. The few isolated areas of deterioration appear superficial and are
typically located along the top of the tank wall. None appear deep enough to expose steel reinforcing.
Nor are they coupled with significant cracking. As such, structural repairs are not required.
MAE observed extensive cracks with substantial efflorescence at the exterior face of the process tank.
Efflorescence is a crystalline deposit of salts on the surface of concrete that is left behind as moisture that
had penetrated through the concrete evaporates. The most significant efflorescence—and thus most
significant moisture penetration—was observed at a horizontal crack or seam around nearly the entire
periphery of the tank, at approximately 8 feet below the top of the tank wall. Water penetration here
likely corresponds with a cold joint in the concrete. Besides the efflorescence at the presumed cold joint,
we also observed numerous vertical and diagonal cracks with substantial efflorescence. These additional
cracks are concentrated at the west-facing quadrant of the tank and adjacent to the catwalk stairs.
Several such cracks are project from, or are in the vicinity of, through-wall penetrations, such as pipes or
through-bolts. These cracks are likely due to a combination of concrete shrinkage and stress
concentration at the penetrations.
MAE also observed networks of smaller, interconnected cracks at the west-facing quadrant of the tank.
These smaller cracks do not typically exhibit efflorescence, indicating that they do not likely extend
through the depth of the concrete wall. These superficial cracks are likely due to shrinkage and do not
require repair.
Where cracks are coupled with efflorescence that indicates moisture penetration though the wall, MAE
recommends injecting the cracks with a hydrophilic epoxy material (see Repair Recommendations). Doing
so will mitigate moisture penetration from the exterior, and thereby limit the potential for freeze-thaw
damage and deterioration due to corrosion of reinforcing bars. Repairing these cracks, along with ling the
interior of the tank, will protect the extend the expected useful life of the post-equalization basin.
MAE scanned the exterior surface of the process tank wall at two locations to locate steel reinforcing
bars. The vertical reinforcing bars were found to be spaced at an average of approximately 12 inches on
center with an average depth of 2 inches. Structural drawings with reinforcing details were not provided
for MAE to review. As such, the size of the reinforcing bars is not known. Conservatively assuming #4
bars, couple with the reduced hydrostatic loads resulting from the reduced effective wall height, our
analysis indicates that the existing tank, as modified, has sufficient capacity for the loads expected by its
new use.
Page 3 of 5

Repair Recommendations
Overview:
To the extent that structural elements are accessible, the existing process tank is in generally good
condition. The concrete exhibits varying types and degrees of isolated deterioration. The deterioration is
not due to over-stress of the structural components, but rather due mainly to environmental conditions --
exposure to corrosive elements, freeze-thaw damage, and concrete expansion and contraction. The
extent and degree of observed deterioration does not substantially diminish the structure's capacity to
safely support the present hydrostatic loads or those expected by its new use.
To maintain the structural capacity of the concrete structure and to extend its expected useful life, we
have developed the following general repair procedures. The repairs address the cracks with significant
efflorescence and minor deterioration that may have been obscured or otherwise inaccessible during
MAE's assessment.
In addition to the structural repair procedures outlined below, MAE also recommends the following
miscellaneous repairs and maintenance items:
• Removal vegetative matter from concrete structural elements
• Removal of corrosion from steel elements, particularly where embedded in concrete
• Implementation of maintenance plan that includes periodic inspection of structure
Crack Repairs:
Where cracks at the exterior of the process tank exhibit significant efflorescence or other evidence of
leakage, we recommend installing the repair as follows:
• Grind off efflorescence along length of crack to reveal concrete substrate.
• Seal surface of crack with epoxy paste per manufacturer's written instructions.
• Drill 5/8-inch diameter holes alongside of crack at 45 degree angle. Space holes at approximately
12 inches. Flush drilled holes with water to remove debris and drill dust. Install injection ports.
• Inject port at lowest hole (for vertical cracks) or first flushed hole (for horizontal cracks). Inject
epoxy repair grout per manufacturer's written instructions. Continue injecting until grout appears
at adjacent hole. After completing injections at 4 holes, return to first hole and repeat process.
• Cut injection ports flush with concrete and grind off epoxy paste.
• Estimated repairs: 180 linear feet
Spall/Delamination Repairs:
Where the concrete is spalled, delaminated, or otherwise deteriorated, we recommend installing the
repair as follows.
• Hammer sound along concrete to determine extent of deterioration. Mark 3 inches beyond extent
of deterioration to designate perimeter of repair area. To extent practical, mark perimeter so as
to maximize length of continuous, straight lines with minimal number of corners.
• Sawcut 3/4 inch into concrete at perimeter of repair area.
• Chip away concrete to sound substrate, minimum depth of 2 inches. Do not penetrate further
than half of wall thickness. Remove 3/4 inch radially around exposed reinforcing.
• Use wire brush to remove corrosion from reinforcing.
• Prepare substrate for application of repair mortar. Remove all deteriorated concrete, dirt, oil,
grease, and all bond-inhibiting materials from surface. Provide exposed aggregate surface with
Page 4 of 5

the minimum surface profile recommended by the manufacturer. Saturate surface with clean
water and provide saturated surface dry (SSD) surface with no standing water during application.
• Hand apply epoxy bonding agent and anti-corrosion coating to exposed and cleaned reinforcing.
Take care to avoid coating concrete substrate.
• Install repair mortar per manufacturer's written instructions.
• Estimated repairs: TBD pending cleaning of concrete and evaluation, but likely minimal.
This report shall not supersede the State Code or local building codes as they apply. All construction
shall proceed in accordance with requirements of the current edition of the North Carolina Commercial
Building Code.
The scope of this report is limited to matters discussed herein and is based solely on visual observation.
Site observations are limited to visibly observable areas; we offer no opinion regarding structural
conditions behind finishes or inaccessible areas. No opinion is offered, and none should be inferred,
regarding other aspects of this structure or the structure taken as a whole. MAE makes no claims
pertaining to the subsurface conditions or their ability to support required loads. For further information
regarding subsurface conditions we recommend contacting a geotechnical engineer. This report is based
on presently known and available facts, data, and information. To the extent that additional or different
facts, data, or information is developed or discovered after the issuance of this report, MAE reserves the
right to amend, alter, or change the report as needed to reflect consideration of the additional or
different facts, data, or information.
We are pleased to be of service. If you have any questions regarding this report or require further
assistance, please call.
Sincerely,
Medlock&Associates Engineering, P.A.
(Cert.# C-3133)
O �ESSIo,, 9 .;
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Ben Wiese, PE Edward Medlock, PE
Project Engineer President, Senior Engineer
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Page 5 of 5

RECEIVED
JUL 0 8 2021
NCDEQ/DWR/NPDES
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SBR OVERFLOW SYSTEM SPECIFICATIONS
WASTEWATER TREATMENT PLANT #2
IMPROVEMENTS
TUCKASEIGEE WATER & SEWER AUTHORITY
JACKSON COUNTY, NORTH CAROLINA
FINAL SPECIFICATIONS - FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
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SBR OVERFLOW SYSTEM SPECIFICATIONS
PROJECT NO. CS370843-04
WASTEWATER TREATMENT PLANT #2
IMPROVEMENTS
TUCKASEIGEE WATER & SEWER AUTHORITY
JACKSON COUNTY, NORTH CAROLINA
KYLE M. SEAMAN, PE
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mcgill ..
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55 Broad Street
Asheville, NC, 28801
828.252.0575
Firm License No.: C-0549
JUNE 2021
18.00342

TUCKASEIGEE WATER SEWER AUTHORITY
WASTEWATER TREATMENT PLANT#2 IMPROVEMENTS
TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
011000 SUMMARY
DIVISION 33 - UTILITIES
330500 COMMON WORK RESULTS FOR UTILITIES
332700 SANITARY SEWER PIPE AND APPURTENANCES
332735 EXPOSED PIPING
JUNE 2021 TOC-1 PROJECT#18.00342

SECTION 011000 SUMMARY
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including Modified General
and Supplementary Conditions and other Division 01 Specification Sections,
apply to this Section.
1.2 SUMMARY
A. Section includes:
1. Project information.
2. Work covered by Contract Documents.
3. Phased construction.
4. Work by Owner.
5. Work under separate contracts.
6. Future work.
7. Purchase contracts.
8. Owner-furnished products.
9. Contractor-furnished, Owner-installed products.
10. Access to site.
11. Coordination with occupants.
12. Work restrictions.
13. Specification and drawing conventions.
B. Related Section:
1 . Division 01 Section "Temporary Facilities and Controls" for limitations and
procedures governing temporary use of Owner's facilities.
1.3 PROJECT INFORMATION
A. Project Identification: Wastewater Treatment Plant #2 Improvements (McGill
Associates Project No. 18.00342)
B. Project Location: TWSA Plant #2, 114 East Hometown Place Road, Sylva,
NC 28779
C. Owner: Tuckaseigee Water and Sewer Authority, 1246 W. Main Street,
Sylva, NC 28779
Rev.06/24/2021 Project#18.00342 011000—Page 1

1. Owner's Representative: Daniel Manring, Executive Director
D. Engineer: McGill Associates, PA, 55 Broad Street, Asheville, NC 28801
1.4 WORK COVERED BY CONTRACT DOCUMENTS
A. The Work of the Project is defined by the Contract Documents and consists of
the following:
1. The proposed project generally includes the installation and maintenance
of erosion control and temporary safety measures during construction,
clearing and grubbing, demolition, bypass pumping, earthwork, and
restoration of surfaces. Upgrades to the influent pump station, including
piping modifications and the replacement of the four (4) existing solids
handling pumps. Upgrades to the aeration system, including replacement
of the existing blowers with positive displacement blowers. Construction of
two (2) new sequencing batch reactors (SBRs), including mixing and
aeration systems, tanks, and associated walkways and grating.
Modifications to the existing activated sludge treatment basin, including
removal of the existing equipment, concrete rehabilitation, and piping
improvements to convert the tank to Post-Equalization Storage.
Replacement of the existing chlorine contact basin with a new dual
channel structure. Construction of a new chemical storage and feed
building including all storage tanks, pumps, and chemical piping.
Construction of a new electrical building including all equipment and
piping. Construction of a new sludge holding tank including decanting
valves and piping, overflow piping, sludge removal piping, and a diffused
aeration system. Construction of a new pre-engineered metal building, a
new pre-engineered fiberglass building for dry storage, and a new
administration building. Upgrades to the Dillsboro Lift Station including the
replacement of the two (2) existing submersible solids handling pumps.
Installation of a new standby generator, improvements to the existing
electrical systems at WWTP #2 and the Dillsboro lift station, improvements
to the existing instrumentation and controls systems at WWTP #2 and the
Dillsboro Lift Station.
B. Type of Contract
1. Project will be constructed under a single prime contract.
1.5 PHASED CONSTRUCTION
A. The Work shall be conducted in a single phase.
Rev.06/24/2021 Project#18.00342 011000—Page 2

1.6 WORK BY OWNER
A. General: The Owner may be working in or near the project area. Cooperate
fully with Owner so work may be carried out smoothly, without interfering with or
delaying work under this Contract or work by Owner. Coordinate the Work of
this Contract with work performed by Owner.
1.7 ACCESS TO SITE
A. General: Contractor shall have limited use of Project site for construction
operations as indicated on Drawings by the Contract limits and as indicated by
requirements of this Section.
B. Use of Site: Limit use of Project site to work in areas indicated. Do not disturb
portions of Project site beyond areas in which the Work is indicated.
1. Limits: Confine construction operations to the general area occupied by
the existing wastewater treatment plant.
2. Limits: Limit site disturbance, including earthwork and clearing of
vegetation, to 40 feet beyond building perimeter; 10 feet beyond surface
walkways, patios, surface parking, and utilities less than 12 inches in
diameter; 15 feet beyond primary roadway curbs and main utility branch
trenches; and 25 feet beyond constructed areas with permeable surfaces
(such as pervious paving areas, stormwater detention facilities, and
playing fields) that require additional staging areas in order to limit
compaction in the constructed area.
3. Driveways, Walkways and Entrances: Keep driveways loading areas, and
entrances serving premises clear and available to Owner, Owner's
employees, and emergency vehicles at all times. Do not use these areas
for parking or storage of materials.
a. Schedule deliveries to minimize use of driveways and entrances by
construction operations.
b. Schedule deliveries to minimize space and time requirements for
storage of materials and equipment on-site.
C. Condition of Existing Building: Maintain portions of existing building affected by
construction operations in a weathertight condition throughout construction
period. Repair damage caused by construction operations.
1.8 COORDINATION WITH OCCUPANTS
A. Owner Limited Occupancy of Completed Areas of Construction: Owner
reserves the right to occupy and to place and install equipment in completed
portions of the Work, prior to Substantial Completion of the Work, provided such
occupancy does not interfere with completion of the Work. Such placement of
Rev.06/24/2021 Project#18.00342 011000—Page 3

equipment and limited occupancy shall not constitute acceptance of the total
Work.
1. Engineer will prepare a Certificate of Substantial Completion for each
specific portion of the Work to be occupied prior to Owner acceptance of
the completed Work.
2. Obtain a Certificate of Occupancy from authorities having jurisdiction
before limited Owner occupancy.
3. Before limited Owner occupancy, mechanical and electrical systems shall
be fully operational, and required tests and inspections shall be
successfully completed. On occupancy, Owner will operate and maintain
mechanical and electrical systems serving occupied portions of Work.
4. On occupancy, Owner will assume responsibility for maintenance and
custodial service for occupied portions of Work.
1.9 WORK RESTRICTIONS
A. Work Restrictions, General: Comply with restrictions on construction
operations.
1. Comply with limitations on use of public streets and other requirements of
authorities having jurisdiction.
B. On-Site Work Hours: Limit work in any existing building to the facility's normal
business working hours, except as otherwise indicated or approved by the
Owner. All other work on site shall be conducted in accordance with the
requirements of the Modified General Conditions.
C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied
by Owner or others unless permitted under the following conditions and then
only after providing temporary utility services according to requirements
indicated:
1. Notify Engineer not less than three (3) business days in advance of
proposed utility interruptions.
2. Obtain Engineer's written permission before proceeding with utility
interruptions.
D. Noise, Vibration, and Odors: Coordinate operations that may result in high
levels of noise and vibration, odors, or other disruption to Owner occupancy
with Owner.
1. Notify Engineer not less than 3 business days in advance of proposed
disruptive operations.
2. Obtain Engineer's written permission before proceeding with disruptive
operations.
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E. Nonsmoking Building: Smoking is not permitted within any building or within 25
feet of entrances, operable windows, or outdoor air intakes.
F. Controlled Substances: Use of tobacco products and other controlled
substances within any building (existing or constructed as part of this project) is
not permitted.
1.10 SPECIFICATION AND DRAWING CONVENTIONS
A. Specification Format: The Specifications are organized into Divisions and
Sections using the 46-division format and CSI/CSC's "Master Format"
numbering system.
1. Section Identification: The Specifications use Section numbers and titles
to help cross-referencing in the Contract Documents. Sections in the
Project Manual are in numeric sequence; however, the sequence is
incomplete because all available Section numbers are not used. Consult
the table of contents at the beginning of the Project Manual to determine
numbers and names of Sections in the Contract Documents.
2. Division 1: Sections in Division 1 govern the execution of the Work of all
Sections in the Specifications.
B. Specification Content: The Specifications use certain conventions for the style
of language and the intended meaning of certain terms, words, and phrases
when used in particular situations. These conventions are as follows:
1. Abbreviated Language: Language used in the Specifications and other
Contract Documents is abbreviated. Words and meanings shall be
interpreted as appropriate. Words implied, but not stated, shall be inferred
as the sense requires. Singular words shall be interpreted as plural and
plural words shall be interpreted as singular where applicable as the
context of the Contract Documents indicates.
2. Imperative mood and streamlined language are generally used in the
Specifications. Requirements expressed in the imperative mood are to be
performed by Contractor. Occasionally, the indicative or subjunctive mood
may be used in the Section Text for clarity to describe responsibilities that
must be fulfilled indirectly by Contractor or by others when so noted.
a. The words "shall," "shall be," or "shall comply with," depending on
the context, are implied where a colon (:) is used within a sentence
or phrase.
C. Drawing Coordination: Requirements for materials and products identified on
the Drawings are described in detail in the Specifications. One or more of the
following are used on the Drawings to identify materials and products:
Rev.06/24/2021 Project#18.00342 011000—Page 5

1. Terminology: Materials and products are identified by the typical generic
terms used in the individual Specifications Sections.
2. Abbreviations: Materials and products are identified by common industry
abbreviations.
1.11 CONSTRUCTION SEQUENCE PLAN
A. General Construction Sequence:
1. Construct erosion control measures
2. Construct improvements to Dillsboro Pump Station
3. Construct improvements to Plant#2 Influent Pump Station
a. Replace transfer pumps and pipe header. Install cap on 4" force
main in yard.
b. Replace influent pumps and pipe header. Existing 10" force main to
remain in service during construction.
4. Construct Administration Building
5. Construct Sludge Holding Tank and associated aeration system
improvements including Electrical and Blower Building.
6. Construct Chlorine Contact Basin and new 12" effluent line. Perform
startup and commissioning on new chlorine contact basin.
7. Demolish existing chlorine contact basin and establish bypass pumping
connection between existing process basin effluent and new chlorine
contact basin.
8. Construct new SBR No. 1 and No. 2 including SBR pump building, pumps,
and yard piping.
9. Construct new Screening and Grit Removal structure.
10. Demolish existing administration building and blower building and
construct new chemical feed building.
11. Connect new 8" and 4" influent force mains to influent pump station
header.
12. Modify existing process basin into post-equalization structure and
demolish existing grit removal structure.
13. Connect new 8" effluent pipe to Post-EQ basin.
14. Perform startup testing and commissioning on all remaining process units
and buildings.
15. Make final connections between collection system and new Screening and
Grit Removal Structure.
16. Restore surfaces and remove erosion control measures.
Rev.06/24/2021 Project#18.00342 011000—Page 6

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 011000
Rev.06/24/2021 Project#18.00342 011000—Page 7

SECTION 330500 COMMON WORK RESULTS FOR UTILITIES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including Modified General
and Supplementary Conditions and Division 01 Specification Sections, apply to
this Section.
1.2 SUMMARY
A. This Section includes the following:
1 . Piping joining materials.
2. Transition fittings.
3. Sleeves.
4. Identification devices.
5. Grout.
6. Flowable fill.
7. Piped utility demolition.
8. Piping system common requirements.
9. Equipment installation common requirements.
10. Painting.
11. Concrete bases.
12. Metal supports and anchorages.
1.3 DEFINITIONS
A. Exposed Installations: Exposed to view outdoors or subject to outdoor ambient
temperatures and weather conditions.
B. Concealed Installations: Concealed from view and protected from weather
conditions and physical contact by building occupants but subject to outdoor
ambient temperatures. Examples include installations within unheated shelters.
C. ABS: Acrylonitrile-butadiene-styrene plastic.
D. CPVC: Chlorinated polyvinyl chloride plastic.
E. PE: Polyethylene plastic.
F. PVC: Polyvinyl chloride plastic.
January 2021 Project#18.00342 330500-Page 1

1.4 SUBMITTALS
A. Product Data: For the following:
1. Dielectric fittings.
2. Identification devices.
1.5 QUALITY ASSURANCE
A. Steel Support Welding: Qualify procedures and personnel according to
AWS D1.1, "Structural Welding Code - Steel."
B. Steel Piping Welding: Qualify processes and operators according to ASME
Boiler and Pressure Vessel Code: Section IX, "Welding and Brazing
Qualifications."
1. Comply with provisions in ASME B31 Series, "Code for Pressure Piping."
2. Certify that each welder has passed AWS qualification tests for welding
processes involved and that certification is current.
C. Comply with ASME A13.1 for lettering size, length of color field, colors, and
viewing angles of identification devices.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver pipes and tubes with factory-applied end caps. Maintain end caps
through shipping, storage, and handling to prevent pipe end damage and to
prevent entrance of dirt, debris, and moisture.
B. Store plastic pipes protected from direct sunlight. Support to prevent sagging
and bending.
1.7 COORDINATION
A. As required, coordinate installation of required supporting devices and set
sleeves in poured-in-place concrete and other structural components as they
are constructed.
B. Coordinate installation of identifying devices after completing covering and
painting if devices are applied to surfaces.
C. Coordinate size and location of concrete bases. Formwork, reinforcement, and
concrete requirements are specified in Division 03.
January 2021 Project#18.00342 330500-Page 2

PART 2 - PRODUCTS
2.1 IDENTIFICATION DEVICES
A. General: Products specified are for applications referenced in other Division 33
Sections. If more than single type is specified for listed applications, selection
is Installer's option.
B. Equipment Nameplates: Metal permanently fastened to equipment with data
engraved or stamped.
1. Data: Manufacturer, product name, model number, serial number,
capacity, operating and power characteristics, labels of tested
compliances, and essential data.
2. Location: Accessible and visible.
C. Stencils: Standard stencils prepared with letter sizes complying with
recommendations in ASME A13.1. Minimum letter height is 1-1/4 inches for
ducts, and 3/4 inch for access door signs and similar operational instructions.
1. Material: Brass.
2. Stencil Paint: Exterior, oil-based, alkyd-gloss black enamel, unless
otherwise indicated. Paint may be in pressurized spray-can form.
3. Identification Paint: Exterior, oil-based, alkyd enamel in colors according
to ASME A13.1, unless otherwise indicated.
D. Snap-on Plastic Pipe Markers: Manufacturer's standard preprinted, semirigid,
snap-on type. Include color-coding according to ASME A13.1, unless otherwise
indicated.
E. Pressure-Sensitive Pipe Markers: Manufacturer's standard preprinted, color-
coded, pressure-sensitive-vinyl type with permanent adhesive.
F. Pipes with OD, Including Insulation, Less Than 6 Inches: Full-band pipe
markers, extending 360 degrees around pipe at each location.
G. Pipes with OD, Including Insulation, 6 Inches and Larger: Either full-band or
strip-type pipe markers, at least three times letter height and of length required
for label.
H. Lettering: Manufacturer's standard preprinted captions as selected by
Engineer.
I. Lettering: Use piping system terms indicated and abbreviate only as necessary
for each application length.
January 2021 Project#18.00342 330500-Page 3

1. Arrows: Either integrally with piping system service lettering to
accommodate both directions of flow, or as separate unit on each pipe
marker to indicate direction of flow.
J. Plastic Tape: Manufacturer's standard color-coded, pressure-sensitive, self-
adhesive vinyl tape, at least 3 mils thick.
1. Width: 1-1/2 inches on pipes with OD, including insulation, less than 6
inches; 2-1/2 inches for larger pipes.
2. Color: Comply with ASME A13.1, unless otherwise indicated.
K. Valve Tags: Stamped or engraved with 1/4-inch letters for piping system
abbreviation and 1/2-inch sequenced numbers. Include 5/32-inch hole for
fastener.
1. Material: 0.032-inch thick, polished brass or aluminum.
2. Material: 0.0375-inch thick stainless steel.
3. Material: 3/32-inch thick plastic laminate with 2 black surfaces and a white
inner layer.
4. Material: Valve manufacturer's standard solid plastic.
5. Size: 1-1/2 inches in diameter, unless otherwise indicated.
6. Shape: As indicated for each piping system.
L. Valve Tag Fasteners: Brass, wire-link or beaded chain; or brass S-hooks.
M. Engraved Plastic-Laminate Signs: ASTM D 709, Type I, cellulose, paper-base,
phenolic-resin-laminate engraving stock; Grade ES-2, black surface, black
phenolic core, with white melamine subcore, unless otherwise indicated.
Fabricate in sizes required for message. Provide holes for mechanical
fastening.
1. Engraving: Engraver's standard letter style, of sizes and with terms to
match equipment identification.
2. Thickness: 1/16 inch, for units up to 20 sq. in. or 8 inches in length, and
1/8 inch for larger units.
3. Fasteners: Self-tapping, stainless-steel screws or contact-type permanent
adhesive.
N. Plastic Equipment Markers: Manufacturer's standard laminated plastic, in the
following color codes:
1. Green: Cooling equipment and components.
2. Yellow: Heating equipment and components.
3. Brown: Energy reclamation equipment and components.
4. Blue: Equipment and components that do not meet criteria above.
5. Hazardous Equipment: Use colors and designs recommended by
ASME A13.1.
January 2021 Project#18.00342 330500-Page 4

6. Terminology: Match schedules as closely as possible. Include the
following:
a. Name and plan number.
b. Equipment service.
c. Design capacity.
d. Other design parameters such as pressure drop, entering and
leaving conditions, and speed.
7. Size: 2-1/2 by 4 inches for control devices, dampers, and valves; 4-1/2 by
6 inches for equipment.
O. Plasticized Tags: Preprinted or partially preprinted, accident-prevention tags, of
plasticized card stock with mat finish suitable for writing.
1. Size: 3-1/4 by 5-5/8 inches.
2. Fasteners: Brass grommets and wire.
3. Nomenclature: Large-size primary caption such as DANGER, CAUTION,
or DO NOT OPERATE.
P. Lettering and Graphics: Coordinate names, abbreviations, and other
designations used in piped utility identification with corresponding designations
indicated. Use numbers, letters, and terms indicated for proper identification,
operation, and maintenance of piped utility systems and equipment.
1. Multiple Systems: Identify individual system number and service if
multiple systems of same name are indicated.
2.2 GROUT
A. Description: ASTM C 1107, Grade B, nonshrink and nonmetallic, dry hydraulic-
cement grout.
1. Characteristics: Post hardening, volume adjusting, nonstaining,
noncorrosive, nongaseous, and recommended for interior and exterior
applications.
2. Design Mix: 5000-psi, 28-day compressive strength.
3. Packaging: Premixed and factory packaged.
2.3 FLOWABLE FILL
A. Description: Low-strength-concrete, flowable-slurry mix.
1. Cement: ASTM C 150, Type I, portland.
2. Density: 115- to 145-lb/cu. ft.
January 2021 Project#18.00342 330500-Page 5

3. Aggregates: ASTM C 33, natural sand, fine and crushed gravel or stone,
coarse.
4. Aggregates: ASTM C 33, natural sand, fine.
5. Admixture: ASTM C 618, fly-ash mineral.
6. Water: Comply with ASTM C 94.
7. Strength: 100 to 200 psig at 28 days.
PART 3 - EXECUTION
3.1 PIPED UTILITY DEMOLITION
A. Refer to Division 02 Section "Selective Structure Demolition" for general
demolition requirements and procedures.
B. Disconnect, demolish, and remove piped utility systems, equipment, and
components indicated to be removed.
1. Piping to Be Removed: Remove portion of piping indicated to be removed
and cap or plug remaining piping with same or compatible piping material.
2. Piping to Be Abandoned in Place: Drain piping. Fill abandoned piping
with flowable fill, and cap or plug piping with same or compatible piping
material.
3. Equipment to Be Removed: Disconnect and cap services and remove
equipment.
4. Equipment to Be Removed and Reinstalled: Disconnect and cap services
and remove, clean, and store equipment; when appropriate, reinstall,
reconnect, and make operational.
5. Equipment to Be Removed and Salvaged: Disconnect and cap services
and remove equipment and deliver to Owner.
C. If pipe, insulation, or equipment to remain is damaged in appearance or is
unserviceable, remove damaged or unserviceable portions and replace with
new products of equal capacity and quality.
3.2 PIPING CONNECTIONS
A. Make connections according to the following, unless otherwise indicated:
1. Install unions, in piping NPS 2 and smaller, adjacent to each valve and at
final connection to each piece of equipment.
2. Install flanges, in piping NPS 2-1/2 and larger, adjacent to flanged valves
and at final connection to each piece of equipment.
3. Install dielectric fittings at connections of dissimilar metal pipes.
January 2021 Project#18.00342 330500-Page 6

3.3 EQUIPMENT INSTALLATION
A. Install equipment level and plumb, unless otherwise indicated.
B. Install equipment to facilitate service, maintenance, and repair or replacement
of components. Connect equipment for ease of disconnecting, with minimum
interference with other installations. Extend grease fittings to an accessible
location.
C. Install equipment to allow right of way to piping systems installed at required
slope.
3.4 PAINTING
A. Painting of piped utility systems, equipment, and components is specified in
Division 09 painting Sections.
B. Damage and Touchup: Repair marred and damaged factory-painted finishes
with materials and procedures to match original factory finish.
3.5 IDENTIFICATION
A. Piping Systems: Install pipe markers on each system. Include arrows showing
normal direction of flow.
1 . Stenciled Markers: According to ASME A13.1.
2. Plastic markers, with application systems. Install on insulation segment if
required for hot noninsulated piping.
3. Locate pipe markers on exposed piping according to the following:
a. Near each valve and control device.
b. Near each branch, excluding short takeoffs for equipment and
terminal units. Mark each pipe at branch if flow pattern is not
obvious.
c. Near locations where pipes pass through walls or floors or enter
inaccessible enclosures.
d. At manholes and similar access points that permit view of concealed
piping.
e. Near major equipment items and other points of origination and
termination.
B. Equipment: Install engraved plastic-laminate sign or equipment marker on or
near each major item of equipment.
1. Lettering Size: Minimum 1/4 inch high for name of unit if viewing distance
is less than 24 inches, 1/2 inch high for distances up to 72 inches, and
January 2021 Project#18.00342 330500-Page 7

proportionately larger lettering for greater distances. Provide secondary
lettering two-thirds to three-fourths of size of principal lettering.
2. Text of Signs: Provide name of identified unit. Include text to distinguish
among multiple units, inform user of operational requirements, indicate
safety and emergency precautions, and warn of hazards and improper
operations.
C. Adjusting: Relocate identifying devices that become visually blocked by work of
this or other Divisions.
3.6 CONCRETE BASES
A. Concrete Bases: Anchor equipment to concrete base according to equipment
manufacturer's written instructions and according to seismic codes at Project.
1. Construct concrete bases of dimensions indicated, but not less than 4
inches larger in both directions than supported unit.
2. Install dowel rods to connect concrete base to concrete floor. Unless
otherwise indicated, install dowel rods on 18-inch centers around the full
perimeter of base.
3. Install epoxy-coated anchor bolts for supported equipment that extend
through concrete base, and anchor into structural concrete floor.
4. Place and secure anchorage devices. Use supported equipment
manufacturer's setting drawings, templates, diagrams, instructions, and
directions furnished with items to be embedded.
5. Install anchor bolts to elevations required for proper attachment to
supported equipment.
6. Install anchor bolts according to anchor-bolt manufacturer's written
instructions.
7. Use 3000-psi 28-day compressive-strength concrete and reinforcement
as specified in Division 03 Section "[Cast-in-Place Concrete]
[Miscellaneous Cast-in-Place Concrete]"
3.7 ERECTION OF METAL SUPPORTS AND ANCHORAGES
A. Cut, fit, and place miscellaneous metal supports accurately in location,
alignment, and elevation to support and anchor piped utility materials and
equipment.
B. Field Welding: Comply with AWS D1.1.
3.8 GROUTING
A. Mix and install grout for equipment base bearing surfaces, pump and other
equipment base plates, and anchors.
January 2021 Project#18.00342 330500-Page 8

B. Clean surfaces that will come into contact with grout.
C. Provide forms as required for placement of grout.
D. Avoid air entrapment during placement of grout.
E. Place grout, completely filling equipment bases.
F. Place grout on concrete bases and provide smooth bearing surface for
equipment.
G. Place grout around anchors.
H. Cure placed grout.
END OF SECTION 330500
January 2021 Project#18.00342 330500-Page 9

SECTION 332700 SANITARY SEWER PIPE AND APPURTENANCES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including Modified General
and Supplementary Conditions and Division 01 Specification Sections, apply to
this Section.
B. Where specific standards are referenced within this document, the most current
specification and/or latest revision shall apply.
1.2 SUMMARY
A. Section Includes:
1. Pipe and fittings.
2. Valves and appurtenances.
3. Transition couplings.
4. Manholes and appurtenances.
1.3 SCOPE OF WORK
A. Furnish all labor, equipment, materials, incidentals, and temporary facilities
necessary to install and complete the sanitary sewer and/or force main
installation in accordance with the plans. All pipe and appurtenance material
shall be of the type and class specified herein.
B. All pipeline and appurtenance excavation, bedding, pipe laying, jointing and
coupling of pipe joints and backfilling shall be completed as described herein.
1.4 DEFINITIONS
A. AASHTO —American Association of State Highway and Transportation Officials
B. ACPA —American Concrete Pavement Association
C. ANSI —American National Standards Institute
January 2021 Project#18.00342 332700—Page 1

D. API —American Petroleum Institute
E. ASTM — American Society for Testing and Materials
F. AWWA —American Water Works Association
G. CFM — Cubic Feet per Minute
H. DIP — Ductile Iron Pipe
I. HDD — Horizontal Directional Drilling
J. HDPE — High Density Polyethylene
K. LB — Pound
L. Min. - Minute
M. NFPA— National Fire Protection Association
N. NSF — National Sanitation Foundation
O. NSPT— National Standard Pipe Thread
P. PE — Polyethylene
Q. PPM — Parts Per Million
R. PSI — Pounds per Square Inch
S. PSIG — Pounds per Square Inch (Gauge)
T. PVC — Polyvinyl Chloride
U. RCP — Reinforced Concrete Pipe
1.5 SUBMITTALS
A. All submittals shall be in accordance with the requirements of Division 1 of
these specifications.
B. Shop drawings or submittals shall be required for the following:
1. Drawings and descriptive data on manholes (including wall thicknesses,
vertical dimensions, and deflection angles), concrete used in manufacture
of manholes and precast inverts, rubber gaskets, joint sealant, flexible
manhole sleeves and joints, frames and covers, inverts, and manhole
January 2021 Project#18.00342 332700—Page 2

steps shall be submitted to the Engineer for review prior to their
manufacture.
2. All sizes and types of pipe.
3. All pipe fittings, valves and appurtenances.
4. All transition couplings.
C. Coordination Drawings: For piping and specialties including relation to other
services in same area, drawn to scale. Show piping and specialty sizes and
valves, meter and specialty locations, and elevations.
D. Operation and Maintenance Data: For specialties valves and appurtenances to
include in emergency, operation, and maintenance manuals.
E. When utilized on the project, the Contractor shall submit detailed plans and a
description outlining all provisions and precautions to be taken by the
Contractor regarding the handling of existing wastewater flows during the sewer
line connections, replacement or startup of the sewage pumps. This plan must
be specific and complete, including such items as schedules, locations,
elevations, capacities of equipment, materials and all other incidental items
necessary and/or required to ensure proper protection of the facilities, including
protection of the access and bypass pumping locations from damage due to the
discharge flows, and compliance with the requirements and permit conditions.
The submitted work schedule shall minimize the interruption and/or bypassing
of wastewater flow during construction. The plan shall include the use of a
"High Water Alarm" in the manhole or structure used for bypass pumping. The
submittals shall include electrical schematics and control panel information for
the pumps including start/stop and alarming configurations. No construction
shall begin until all provisions and requirements have been reviewed by the
Owner. The Contractor shall allow 30 days for review of this plan.
1. The plan shall include but not limited to details of the following:
a. Staging areas for pumps;
b. Plan showing proposed equipment and piping layouts including
details of tie-ins to existing sewer lines and/or force mains;
c. List of pump sizes, valves, piping, fittings and other appurtenances;
d. Method of noise control for each pump and/or generator;
e. Method for controlling and monitoring the pumps.
f. Contingency plan for a sanitary sewer overflow caused by the
diversion of the sewer flow.
January 2021 Project#18.00342 332700—Page 3

1.6 DELIVERY, STORAGE, AND HANDLING
A. The Contractor shall coordinate material deliveries with the
manufacturer/supplier. All materials shall be handled and stored in accordance
with the manufacturer's recommendations using methods that will prevent
damage to the materials. Further, all manhole components shall be handled
and stored in accordance with the ASTM C891.
B. Preparation for Transport: Prepare valves according to the following:
1. Ensure that valves are dry and internally protected against rust and
corrosion.
2. Protect valves against damage to threaded ends and flange faces.
3. Set valves in best position for handling. Set valves closed to prevent
rattling.
C. The Contractor shall unload pipe and appurtenances so as to avoid deformation
or other injury thereto. Pipe shall not be placed within pipe of a larger size and
shall not be rolled or dragged over gravel or rock during handling. If any
defective material is discovered after installation, it shall be removed and
replaced with sound pipe or shall be repaired by the Contractor in an approved
manner and at his own expense.
D. The Contractor shall store all pipe and appurtenances on sills above storm
drainage level and deliver for laying after the trench is excavated. Do not store
any plastic materials in direct sunlight. All plastic materials shall be supported to
prevent sagging and bending. All plastic materials shall also be covered with
tarps if exposed to the elements for extended periods of time.
E. Protect pipe, pipe fittings, and seals from dirt and damage.
F. Handle all materials in accordance with the manufacturer's written instructions.
G. When any material is damaged during transporting, unloading, handling or
storing, the undamaged portions may be used as needed, or, if damaged
sufficiently, the Engineer will reject the material as being unfit for installation.
The Engineer will reject any ductile iron pipe with a damaged cement lining.
1.7 PROJECT CONDITIONS
A. Interruption of Existing Sanitary Sewerage Service: The interruption of sewer
flows within the collection system or service to any occupied structure or facility
will not be permitted unless specifically approved by the utility owner. The
Contractor shall be responsible for maintaining sewer flows at all times.
January 2021 Project#18.00342 332700—Page 4

1 . When by-pass pumping of sewer flows is necessary, the Contractor shall
submit a by-pass pumping work plan to the Engineer and utility owner in
conjunction with the submittal of a construction schedule. The plan shall
include a primary pump and an identical standby pump.
2. Notify Engineer and utility owner no fewer than 72 hours in advance of
proposed by-pass pumping of sewer flows.
3. Do not proceed with by-pass pumping of sewer flows without utility
owner's written permission.
1.8 QUALITY ASSURANCE
A. Regulatory Requirements:
1 . Comply with all requirements of utility owner providing sanitary sewer
service including the connection of new collection system piping.
2. Comply with all standards of authorities having jurisdiction for sanitary
sewer service piping, including materials, installation, and testing.
B. All piping materials shall bear label, stamp, or other markings of specified
testing agency.
C. Electrical Components, Devices, and Accessories: All associated materials
shall be listed and labeled as defined in NFPA 70, Article 100, by a testing
agency acceptable to authorities having jurisdiction, and marked for intended
use.
D. The design, installation and operation of any temporary pumping system, when
required to maintain sewer flows in the existing system, shall be the
Contractor's responsibility. The Contractor shall demonstrate experience in the
design and operation of temporary bypass pumping systems or employ the
services of a vendor who can demonstrate this experience. The Contractor or
vendor shall provide at least five (5) references of projects of a similar size and
complexity as this project performed within the past three (3) years. The bypass
system shall meet the requirements of all codes and regulatory agencies having
jurisdiction.
1.9 COORDINATION
A. Coordinate any connections to the existing sanitary sewer with the utility owner.
January 2021 Project#18.00342 332700—Page 5

PART 2 - PRODUCTS
2.1 BYPASS PUMPING EQUIPMENT
A. Equipment:
1 . All pumps utilized for bypass pumping shall be centrifugal, end suction,
fully automatic self-priming units that do not require the use of foot valves
in the priming system. The pumps may be electric or diesel powered. All
pumps used must be constructed to allow dry running for long periods of
time to accommodate the cyclical nature of sewer flows. The pumps shall
not be hydraulic submersible type.
2. Pumps shall be equipped with sound attenuation enclosures which reduce
operating noise to 66 dB at 30 feet. Pump sizing shall be in accordance
with this Specification.
3. The bypass pumping system shall include the necessary stop/start
controls for the pumps.
4. The Contractor shall have adequate standby equipment available and
ready for immediate operation and use in the event of an emergency or
breakdown. A backup pump of size equal to the largest bypass pump
shall be included. The backup pump shall be on-line, isolated from the
primary system by a valve.
5. Temporary discharge piping shall be constructed of rigid pipe with
positive, restrained joints. Aluminum "irrigation" type piping or glued PVC
pipe will not be allowed. Discharge hose will only be allowed in short
sections and as accepted by the Owner.
6. Allowable piping shall be as specified herein or as otherwise approved in
writing by the Engineer.
B. System Description:
1. Design Requirements:
a. The bypass pumping system shall have sufficient capacity to pump a
peak flow equal to or greater than the capacity of the sewer line
being bypassed. The Contractor shall provide, maintain and operate
all necessary pipeline plugs, pumps of adequate size to handle the
peak flow, and temporary discharge piping to ensure that the total
influent flow can be safely diverted around the affected section to be
repaired or replaced. Bypass pumping systems will be required to be
operated 24 hours per day from the time the existing sewer line is
January 2021 Project#18.00342 332700—Page 6

removed from service until the new sewer line is put into service and
has been determined to be Substantially Complete by the Owner.
b. Temporary bypass pumping during construction may be
accomplished by utilizing existing sanitary sewer manholes upstream
and downstream of the affected section. The Contractor shall verify
location of all utilities, size of fittings, couplings and all other bypass
requirements as previously noted. The bypass connection and piping
shall be installed and tested prior to bypassing.
c. When bypass pumping from an existing valve vault or pump station,
the Contractor shall verify that all necessary components of the
existing system are in good working condition. The Owner shall be
responsible for operating these valves during construction/upgrades
at existing facilities. The Contractor shall coordinate with the
Owner's personnel regarding the operation of these facilities and
providing a minimum of five (5) days' notice to the Owner prior to
conducting any verification or performing any construction
operations.
2.2 PIPE MATERIALS
A. All materials shall be first quality with smooth interior and exterior surfaces, free
from cracks, blisters, honeycombs and other imperfections, and true to
theoretical shapes and forms throughout. All materials shall be subject to the
inspection of the Engineer at the plant, trench, or other point of delivery, for the
purpose of culling and rejecting materials which do not conform to the
requirements of these specifications. Such material shall be marked by the
Engineer and the Contractor shall remove it from the project site upon notice
being received of its rejection.
B. As particular specifications are cited, the designation shall be construed to refer
to the latest revision under the same specification number, or to superseding
specifications under a new number except provisions in revised specifications
which are clearly inapplicable.
2.3 DUCTILE IRON SEWER PIPE (DIP) — GRAVITY SEWER AND FORCE
MAINS
A. Ductile Iron Pipe shall be as manufactured in accordance with AWWA C151,
ASTM A-746, ANSI Specification A21.50 and A21.51 and shall be Class 350
unless otherwise specified on the drawings or in the Bid Schedule.
1. The pipe interior shall be cement mortar lined and seal coated, standard
thickness, in accordance with ANSI Specification A21.4.
2. The exterior of all pipe shall be coated with either a coal or asphaltic base
bituminous pipe coating in accordance with ANSI Specification A21.8.
January 2021 Project#18.00342 332700—Page 7

3. Pipe shall be furnished with Slip Joints, Mechanical Joints, or Flanged
Joints as indicated on the drawings and in accordance with the
specifications described below:
B. Slip Joints: Slip or "push-on" joints shall be manufactured in accordance with
AWWA C111. Pipe thickness shall be Class 350 as determined by AWWA
C150.
1. Bells of"slip"joint pipe shall be contoured to receive a bulbshaped circular
rubber gasket, and plain ends shall have a slight taper to facilitate
installation. The gasket and associated lubricant shall be furnished by the
pipe manufacturer and shall be manufactured in accordance with ANSI
Specification A21.11.
2. The jointing shall be done by guiding the plain end into the bell until
contact is made with the gasket and by exerting a sufficient compressive
force to drive the joint home until plain end makes full contact with the
base of the bell. In force main installations, no joint may exceed a
maximum deflection of 11 inches in an 18-foot joint of pipe (3 degrees).
C. Restrained-Joint Ductile Iron Pipe:
1. All restrained joint pipe shall be ductile iron, manufactured in accordance
with the requirements of ANSI/AWWA C151/A21.51. The rated working
pressure for pipe sizes 4-inch through 24-inch shall be 350 PSI and 250
PSI for pipe sizes 30-inch through 64-inch as determined by AWWA C150
unless otherwise noted. Push-on joints for such pipe shall be in
accordance with ANSI/AWWA C111/A21.11.
2. Restrained joints shall be restrained push-on joints, TR Flex by U.S. Pipe
and Foundry; Lok-Fast by American Cast Iron Pipe Company, or equal.
Joints shall be suitable for 250 psi working pressure and be fabricated of
heavy section ductile iron casting. Bolts and nuts shall be low carbon steel
conforming to ASTM A307, Grade B.
3. External loading conditions shall not deflect the pipe more than 3% in the
horizontal direction.
D. Mechanical-Joint Ductile Iron Pipe:
1. All mechanical joint pipe shall be ductile iron manufactured in accordance
with AWWA C111. Pipe shall be manufactured in accordance with AWWA
C151, and the pipe thickness shall be Class 350 as determined by AWWA
C150 unless otherwise noted.
2. All bolts shall be tightened by means of torque wrenches in such a manner
that the follower shall be brought up toward the pipe evenly. If effective
January 2021 Project#18.00342 332700—Page 8

sealing is not obtained by tightening the bolts to the specified torques, the
joint shall be disassembled and reassembled after thorough cleaning.
3. Bolts for mechanical joints shall be high grade steel, low alloy type, with
tee or hex head and American Standard threads. Mechanical joint gland
shall be gray iron and shall utilize a plain rubber gasket.
E. Flanged-Joint Ductile Iron Pipe:
1. Flanged pipe shall have flanges with long hubs, shop fitted on the
threaded end of the pipe.
2. Where required, flanges shall be tapped for stud bolts. Flanges shall be
accurately faced at right angles to the pipe axis and shall be drilled
smoothpipe and true, and covered with coal tar i e varnish or otherwise
protected against corrosion of flange faces. Flange faces shall be cleaned
to bare metal with wire brushed before installation of pipe.
3. Ductile iron flanged joint pipe shall have a thickness of Class 53 minimum
and shall conform to AWWA C110 and AWWA C115. Pipe shall be
ordered in lengths needed as no pipe shall be cut, threaded or flanged in
the field. All pipe shall have Class 125 flanges conforming to AWWA
C110 unless otherwise specified.
4. Flanged joints shall be made up with through bolts of the required size.
Bolts shall be zinc plated, with good and sound, well fitting threads, so that
the nuts may be turned freely by hand.
5. Flanged joints shall be made up using only full face gaskets with a
minimum thickness of 1/8-inch. Ring gaskets are not acceptable. Gasket
material shall be rubber or approved equal as recommended by the
Manufacturer.
6. Connecting flanges shall be in proper alignment and no external force
shall be used to bring them together.
F. Long Span Pipe: "Long span" type ductile iron pipe shall be used for
unsupported spans greater than 20'-0". "Long span" ductile iron pipe and
associated pipe joints shall be designed by the pipe manufacturer specifically
for elevated crossings with unsupported spans shown on the drawings. The
Contractor shall submit shop drawings from the pipe manufacturer for the long
span pipe. Shop drawings shall include material specifications for the pipe and
joints, and shall specify locations of joints with respect to the pier locations
shown on the drawings. Long span ductile iron pipe shall be as manufactured
by American, U.S. Pipe, or equal.
January 2021 Project#18.00342 332700—Page 9

I
2.4 POLYVINYL CHLORIDE SEWER PIPE (PVC)
A. Gravity: Polyvinyl Chloride Pipe shall be as manufactured in accordance with
ASTM D-3034, latest edition, and shall be suitable for use as a gravity sanitary
sewer pipe. The standard dimension ratio (SDR) shall be 35 unless otherwise
specified on the contract drawings.
B. All polyvinyl chloride pipe joints shall be of an integral bell and spigot of the
same material as the pipe. It shall have a solid cross-section with rubber "0"
ring securely locked in place at the point of manufacture.
C. Force Main: Polyvinyl chloride pipe shall be as manufactured in accordance 1
with ASTM D-2241, latest edition, and shall be suitable for use as a sanitary
sewer force main pipe. The standard dimension ratio (SDR) shall be 18 or 21
as shown on the contract drawings. PVC force main piping shall have a preen
exterior color. Under no circumstances shall pipe with a blue exterior color be
accepted. No pipe joint may exceed a maximum deflection of 11 inches in an
18-foot joint of pipe (3 degrees).
D. Where PVC pipe is installed in iron pipe size (IPS), an IPS gasket shall be
furnished with each fitting to insure compatibility. I
2.5 HIGH DENSITY POLYETHYLENE PIPE (HDPE) I
A. High-density polyethylene pipe may be used in the horizontal directional drilling
(HDD) of sewer force mains as indicated on the project drawings. Piping shall
be extruded from a polyethylene compound and shall conform to the following
requirements:
1. The polyethylene resin shall meet or exceed the requirements of ASTM t
D3350 for PE 3408 material with a cell classification of 335434C or better.
2. The polyethylene compound shall be suitably protected against ,
degradation by ultraviolet light by means of carbon black, well dispersed
by precompounding in a concentration not less than 2 percent.
3. The maximum allowable hoop stress shall be 800 psi at 73.4 °F.
4. The pipe manufacturer shall be listed with the Plastic Pipe Institute as
meeting the recipe and mixing requirements of the resin manufacturer for
the resin used to manufacture the pipe in this project.
5. The pipe and bends shall have a minimum standard dimension ratio
(SDR) wall thickness as specified by the Engineer.
I
January 2021 Project#18.00342 332700—Page 10
1

6. Joining shall be performed by thermal butt-fusion in accordance with the
manufacturer's recommendations.
7. Sanitary sewer pipe exterior shall be green in color or contain green
striping.
2.6 BRASS PIPE AND FITTINGS (For Use In Force Main Appurtenances Only)
A. Brass goods furnished under this specification shall be new and unused. All
brass pipe and fittings utilized in the assembly of force main appurtenances
shall be seamless red brass (copper alloy 230) in accordance with ASTM B43.
Metal alloy composition shall be as follows:
1. Copper: 84.0% to 86.0%
2. Lead: 0.05% max.
3. Iron: 0.05% max.
4. Zinc: Remainder (approximately 15%)
B. All brass pipe and fittings shall be regular weight (schedule 40) with threaded
PP 9 9 9
ends in accordance with ANSI B1 .20.1 .
C. Unless otherwise noted, all pipe and fittings shall have a minimum working
water pressure of 150 psi and shall conform to AWWA Standard C800.
D. All fittings shall either be stamped or embossed with the manufacturer's name.
2.7 FITTINGS — DIP AND PVC FORCE MAINS
A. Fittings in DIP and PVC force mains shall be required where the sanitary sewer
force main has a significant change in alignment or grade. The specifications
for the force main fittings are described below:
1. All fittings for any type of sewer force main shall be ductile iron mechanical
joint fittings manufactured in accordance with ANSI Specification A-21.1
and AWWA Standard C153 (compact body type) for underground piping
for 3 inch through 24 inch diameter fittings and AWWA C110 (full body
type) for pipe diameters larger than 24 inches. Where flanged pipe is
used ductile iron fittings shall be flanged in accordance with AWWA C153
-- or AWWA C110 (based on sizing as stated above) for exposed piping. All
flanges shall be Class 125 unless otherwise noted.
2. The interior of all fittings shall be cement mortar lined (not less then 1/16-
inch), seal coated in accordance with ANSI Specification A21.4 and
January 2021 Project#18.00342 332700—Page 11

AWWA C-104, and suitable for a minimum working pressure of 250 PSI
unless otherwise specified.
2.8 GASKETS
A. All rubber gaskets for DIP and PVC pipe and fittings shall be in accordance with
AWWA C111. All gaskets shall be a product of the pipe manufacturer, made
specifically for the pipe being installed, and shall match the shape and
configuration of the joint.
B. Gaskets for ductile iron restrained joint shall be push-on pipe shall provide a
trouble-free means of joint restraint for the pipe. These restraining systems shall
include gaskets provided by the pipe manufacturer that contain high-strength
stainless steel elements spaced around the gasket that develop a dependable
gripping action. These push-on restrained joint gaskets shall be rated for a
working pressure of 350 PSI for pipe sizes 4-inch through 24-inch and 150 psi
for 30-inch pipe.
2.9 WYES, SADDLES, AND SERVICES
A. The materials described within this paragraph shall include all materials to
construct a complete sanitary sewer service connection from the gravity
sanitary sewer main to the edge of the permanent easement or right-of-way.
B. Wyes and saddles shall be of the same material and strength as the sewer
mains on which they are installed. Saddle type fittings shall not be used on new
construction or existing mains for pipes 12 inches in diameter or smaller, unless
specifically called for in the Plans and/or Specifications or approved in writing
by the Engineer. For ductile iron mains greater than 12 inches in diameter,
"CB" Romac tapping saddles as manufactured by Romac Industries, Inc. or an
approved equal may be used. Unless otherwise specified in the Plans and/or
Specifications, house services shall be constructed of 4-inch diameter Schedule
40 PVC pipe or Class 350 psi ductile iron pipe.
C. For taps and services on an existing PVC or VCP sewer mains that are being
repaired by trenchless construction methods, flexible saddles as manufactured
by NDS/HPI or an approved equal may be utilized. Flexible saddles shall be
affixed to the sewer main by stainless steel bands or straps as provided by the
manufacturer and by using a two-part epoxy glue uniformly spread over the
contact surface of the saddle.
D. A compression coupling by Inserta-Tee or approved equal shall be used to re-
connect
services to existing 8-inch and larger diameter sewer mains that are
being rehabilitated by trenchless construction methods.
January 2021 Project#18.00342 332700—Page 12

E. Wyes shall be placed in sanitary sewers so as to properly serve each existing
house and each vacant lot facing or butting on the street or alley in which the
sewer is being laid, and at such other locations as may be designated by the
Engineer.
F. The location of all wyes, cleanouts, and service lines installed in the work shall
be identified on the plans submitted by the Contractor at the end of the project.
2.10 TRANSITION COUPLINGS
A. New Sewer System Construction:
1. In general, transition couplings shall not be permitted in the construction of
new sewer systems. For new gravity sewer system construction, the
same pipe material shall extend between manholes with no transitions.
2. The pipe material associated with a sewer force main may change, when
and where indicated on the Drawings or as approved by the Engineer.
When the nominal diameter of the pipe does not change, an approved
transition coupling may be used, as necessary, to joint these dissimilar
materials. In these cases, a ductile iron, mechanical joint, solid sleeve
shall be used to joint these dissimilar materials. The solid sleeve shall be
as specified above for fittings and shall be the long body-type. The
appropriate gaskets shall be selected based on the outside diameters of
the materials being jointed. All gaskets shall be as specified above. In all
cases, the gap between the pipe sections being jointed shall not exceed
0.25 inches.
3. Where the nominal diameter of a sewer force main changes, an
appropriate ductile iron, mechanical joint reducer, as specified above for
fittings, shall be used to joint these materials. The appropriate gaskets
shall be selected based on the outside diameters of the material being
jointed. All gaskets shall be as specified above.
B. Rehabilitation of Existing Sewer Systems:
1. In general, during the rehabilitation of existing sewer lines, the use of
appropriate transition couplings shall be permitted as approved by the
Engineer. All changes in pipe size within the gravity sewer collection
system shall require the installation of a manhole as specified elsewhere.
2. Jointing for gravity sewer lines shall require an appropriate shielded
rubber sewer coupling. In all cases, the gap between the pipe sections
being jointed shall not exceed 0.25 inches. The coupling shall consist of a
rubber sleeve conforming to ASTM C425 and ASTM C1173 with a Grade
316 stainless steel shear ring and clamps conforming to ASTM A240.
Clamps shall be included with nut and bolt or worm drive take-up
January 2021 Project#18.00342 332700—Page 13

fasteners. "0" ring-type seals shall be provided under each sealing clamp
to prevent slippage and provide a positive seal.
3. When the rehabilitation of a sanitary sewer force main requires the use of
a transition coupling, the use of such couplings shall be as approved by
the Engineer. When the nominal diameter of the pipe does not change,
an approved transition coupling may be used, as necessary. In these
cases, a ductile iron, mechanical joint, solid sleeve shall be used to joint
these materials. The solid sleeve shall be as specified above for fittings
and shall be the long body-type. The appropriate gaskets shall be
selected based on the outside diameter(s) of the material(s) being jointed.
All gaskets shall be as specified above. In all cases, the gap between the
pipe sections being jointed shall not exceed 0.25 inches.
4. Where the nominal diameter of a sewer force main changes as part of a
rehabilitation project, an appropriate ductile iron, mechanical joint reducer,
as specified above for fittings, shall be used to joint these materials. The
appropriate gaskets shall be selected based on the outside diameters of
the material being jointed. All gaskets shall be as specified above.
2.11 MANHOLES
A. Standard precast concrete manholes sections shall conform to the latest
revision of ASTM C 478. Tapered section and transition sections, where
required, shall be of eccentric cone design, having the same wall thickness and
reinforcement as the cylindrical ring sections. Flat slab tops shall be required
for very shallow manholes where shown or specified. Flat slab tops shall ONLY
be utilized when/where approved for use by the Engineer. All manholes shall
be constructed to the sizes, shapes and dimensions and at the locations shown
on the plans. Unless otherwise shown on the plans, manhole diameters, wall
thicknesses and bottom thicknesses shall be as follows:
Pipe Size Diameter Wall Bottom
(inches) (feet) Thickness Thickness
(inches) (inches)
8 through 18 4 5 6
21 through 36 5 5 8
39 through 54 6 6 8
Larger than 54 8 8 8
B. The minimum wall thickness of all manhole riser sections shall be as shown in
the table above. Cone sections shall have a minimum wall thickness of 8
inches at their top. Suitable openings for inlet and outlet pipes shall be cast into
January 2021 Project#18.00342 332700— 14 Page

andintotheriser section for drop
base section for standard connections
h lI it
connections. These openings sa be circular,lar accuratelylocated and
,
appropriately sized for each manhole.
C. The height or depth of each manhole will vary with the location, but unless
otherwise indicated, it shall be constructed such that the top of the manhole
matches that of the finished grade surrounding the manhole and the invert is
constructed at elevation shown on the plans. As directed by the Engineer (or
as otherwise indicated on the plans) the top elevations of some manholes
maybe elevated above the finished grade of the surrounding area in wooded or
other natural (unmaintained) areas. In all cases, the number of manhole
Isections (joints) necessary to construct the required height shall be minimized.
D. All manhole and wet well bases shall be monolithically poured complete with a
bottom. When indicated on the drawings, precast concrete base sections shall
be provided with extended base sections or increased bottom thickness to
provide ballast to prevent flotation. Extended bases, as required by the
drawings, may be included in the monolithic pour of the base or integrally cast
as approved by the Engineer.
E. Minimum compressive strength of concrete shall be 4,000 psi at 28 days and
shall comply with ACI 318, and ACI 350. The maximum permissible absorption
shall be 6.0 percent. All cement used in the mixture shall be in accordance with
ASTM C 150, Type II. Fine aggregate shall be sand, while coarse aggregate
shall be crushed gravel, both in accordance with ASTM C 33. All water utilized
in the concrete mix shall be potable water. Bases and risers shall be reinforced
with a single cage of steel placed within the center third of the wall. Welded
wire fabric shall be in accordance with ASTM A 185. Steel reinforcing bars
shall be grade 60 deformed steel in accordance with ASTM A 615. The tongue
or the groove of the joint shall contain one (1) line of circumferential
reinforcement equal in area to that in the barrel of the manhole riser. The
minimum cross-sectional area of steel per linear foot shall be 0.12 square
inches. Precast manhole sections shall fit together readily.
F. The quality of materials, the process of manufacture, and the finished manhole
sections shall be subject to inspection and approval by the Engineer. The
manhole sections shall be perpendicular to their longitudinal axis within the
limits listed in ASTM C 478.
G. Joint Sealing Materials: Joints shall be sealed by two (2) butyl rubber seals.
Each seal shall be as described below:
1 . Butyl Seals shall consist of a plastic or paper-backed butyl rubber rope no
less than 1 inch cross section. When manholes are larger than 4 feet
diameter or have a larger than normal space between the joints, the length
and or diameter of the rope shall be increased as required to achieve a
seal. Butyl rubber material shall conform to Federal Specification SS-
January 2021 Project#18.00342 332700—Page 15

S210A, AASHTO M-198, Type B - Butyl Rubber and as follows: maximum
of 1 percent volatile matter and suitable for application temperatures
between 10 and 100 degrees F. Butyl rubber shall be applied to clean,
dry surfaces only. Use of 2 independent wraps of Butyl Rubber placed
side-by-side (not stacked) qualifies for the requirement of two seals.
2. Internal 0-Ring Gaskets and Internal Rubber Gaskets shall not be used.
H. Manhole Sleeves and Entrance Joints: Flexible manhole sleeves or flexible
manhole entrance joints shall be installed on all pipes entering and leaving
precast manholes. Manhole openings shall be accurately core drilled or cast in
place. Sleeve and joint material shall be of high quality synthetic rubber which
complies with the requirements of ASTM Specification C 923. Sleeve hardware
(clamps, bands, straps, draw bolts, nuts, etc.) shall be stainless steel and make
a watertight union. Sleeves shall be Kor-N-Seal I, Kor-N-Seal II, flexible
connectors models 72, 73, 74, 107, 117, 126, 127, 128, 1610, or 1612 as
manufactured by EPCO, or shall be as manufactured by Lock Joint a subsidiary
of Gifford-Hill-American, Inc. or comparable sleeves as manufactured by the
Press Seal Gasket Corporation, or equal. Flexible manhole entrance joints may
be cast into the wall of the manhole base or may be installed by coring the
manhole wall and installing the flexible connector to form a tight waterstop.
Joints shall be watertight under a 30 foot head of water. Flexible manhole
entrance joints shall be A-LOK Joints as manufactured by the A-LOK Products
Corp., Press Wedge II as manufactured by the Press Seal Gasket Corp., or
equal. Flexible manhole sleeves and flexible manhole entrance joints shall be
installed in accordance with instructions of their manufacturer.
I. Manhole Steps:
1. Steps shall be a copolymer polypropylene plastic reinforced with a 1/2 inch
diameter, grade 60 bar and have serrated tread and tall end lugs. Step
pull out strength shall be a minimum of 2,000 pounds when tested
according to ASTM C-497.
2. Steps shall be required in all structures with a depth greater than four (4)
feet. Steps shall be vertically aligned and uniformly spaced for the entire
depth of the structure. Steps shall be located in the structures along the
vertical face of the eccentric cone and so as to land upon a bench.
3. Steps shall be vertically spaced between 12 and 16 inches on center.
Step width shall be a minimum of 12 inches. Steps shall protrude from the
wall of the structure a minimum of five (5) inches and a maximum of seven
(7) inches.
4. Secure steps to the wall with a compression fit in tapered holes. Steps
shall not be vibrated or driven into freshly cast concrete. Steps shall not
be grouted in place.
January 2021 Project#18.00342 332700—Page 16

J. Precast Grade Rings and Brick:
1. Precast reinforced concrete grade rings or brick shall be used to adjust
ring and covers to finished grade. No more than 12 vertical inches of
grade rings or brick will be allowed per manhole. Grade rings shall
conform to ASTM C478 and shall be no less than 6 inches and no more
than 9 inches in height with a diameter matching that of the frame and
cover.
2. All brick used shall be solid and shall be made from Concrete, Clay, or
Shale, and shall be of standard building size.
K. Manhole Frames and Covers:
1. Frames and covers shall be cast iron of superior quality, tough and even
texture. Castings shall be gray iron conforming to ASTM A 48, size as
indicated, free from blow holes, porosity, hard spots, shrinkage distortion,
or other defects, and well cleaned. The bearing surface between frame
and cover shall be machined to prevent rocking and rattling.
2. The standard manhole casting shall be designed for heavy duty use with a
190 pound frame and 125 pound cover. All frames and covers shall
comply with AASHTO HS20 loading requirements as well as North
Carolina DOT standard 840.54. The minimum opening within the interior
of the frame shall be 24-inches. The frame shall have a 4-inch minimum
width flange with the cover being 26 inches in diameter and shall include an
indented top design with lettering cast into the cover, using the wording
"SANITARY SEWER." Acceptable products include U.S. Foundry USF
669 ring and KL cover, or an approved equal.
3. Special waterproof manhole frame and covers shall be installed only at
those locations indicated on the contract drawings. Watertight rings and
lids shall be U.S. Foundry 669-KL-BWTL with a 125-pound cover. Ring
shall have a flat type gasket and cover shall be bolted down with a
minimum of four (4) bolts.
4. After the manhole has been set in its final position, set the manhole frame
to the required elevation using no more than 12 inches of precast concrete
grade rings, or bricks sealing all joints between cone, adjusting rings, and
manhole frame. When grade rings or bricks are used, grout with non-
shrink grout. Where manholes are constructed inpaved areas, the top
surface of the frame and cover shall be tilted so as to conform to the exact
slope, crown and grade of the existing surrounding pavement. Manhole
frames which are placed above final grade will have frames attached to
manhole cone section by means of 5/8-inch diameter stainless steel
anchors and washers. One anchor bolt shall be provided per hole.
January 2021 Project#18.00342 332700—Page 17

5. When flat slab tops are utilized, frames shall be cast into the topfor
P
access into manholes.
L. Manhole Inverts and Benches:
1. All sanitary sewer manholes (excluding wet well structures) shall include
inverts and benches. Manhole inverts and benches shall be constructed
of brick and cement grout or precast concrete in accordance with the
standard details shown on the drawings. Inverts shall have a "U" shaped
cross section of the same diameter as the invert of the sewers which they
connect. "U" shaped inverts shall be constructed to a minimum depth of 6
inches for 8 inch sewers and to full pipe diameter depth of the outlet sewer
main for larger mains. The manhole invert shall be carefully formed to the
required size and grade by gradual and even changes in sections.
Changes in direction of flow through the manhole, whether horizontal or
vertical, shall be made with true tangent curve(s) with as large a radius as
the size of the manhole will permit. Provide a '/2 inch radius at the
intersection of 2 or more channels. The minimum concrete thickness in
the invert of the channel shall be 2 inches, not including the manhole base
thickness. The fall across the manhole invert shall be as noted on the
plans.
2. Manhole benches shall be constructed with a slope of 1 inch per foot (8
percent) sloped toward the invert channel. Finish benches shall provide a
uniform slope from the high point at the manhole wall to the low point at
invert channel. Provide a radius (1/8 inch to 1 inch range is acceptable) at
the edge of the bench and channel.
3. When the invert and bench are not constructed by the precast
manufacturer, the Contractor shall construct the invert and bench using
3,000 psi concrete or non-shrink grout. Non-shrink grout may be
plastered over layered brick and mortar in lieu of solid non-shrink grout
invert.
4. Gradual smooth sided depressions and high spots may be allowed so long
as diameter of invert channel ranges from 1/4 inch less than, or 1/2 inch
more than the nominal pipe diameter are maintained. Voids, chips, or
fractures over 1/8 inch in diameter or depth shall be filled with a non-shrink
grout and finished to a texture reasonably consistent with the bench
surface. All work from collar down shall have a steel trowel finish.
5. Pipe Openings: Pipe openings shall provide clearance for pipe projecting
a minimum of 2 inches inside the manhole. The crown of smaller diameter
pipes shall be no lower than the crown of the outlet pipe. Grout pipe
penetrations, including pipe crown, to provide a smooth, uniform finish
using non-shrink grout.
January 2021 Project#18.00342 332700—Page 18

M. Manhole Drops: Standard drop manholes will be constructed only at those
locations shown on the drawings or as approved by the Engineer. The design
of the drop connection shall be in accordance with the standard detail drawing.
The cost of the extra pipe, labor, etc. required to construct a drop manhole will
be included in the unit price for the drop manhole at the depths indicated.
N. Manhole Vents:
1. Where designated on the contract drawings, a 4-inch diameter vent pipe
shall be installed as an integral part of the manhole. The vent pipe is to be
tapped into the upper most section of the manhole, anchored in concrete
and extended vertically to the elevation shown on the drawings. The pipe
shall have a reverse bend and screen to prohibit rain and foreign materials
from entering pipe.
2. The pipe material shall be Schedule 40 Steel with a coal tar interior lining
in accordance with AWWA C203 and have an exterior finish consisting of
two (2) coats of epoxy paint as approved by the Engineer.
2.12 SWING CHECK VALVES
A. Swing check valves smaller than 3 inches in diameter shall be single disc with
renewable bronze seat rings, bronze discs or disc rings and bronze disc hinges
and pins and shall be designed to give a full diameter passage.
B. Swing check valves 3 inches in diameter and larger shall be constructed with
heavy cast-iron or cast-steel body with a bronze or stainless steel seat ring and
a non-corrosive shaft for attachment of weight and lever. The valves shall
absolutely prevent the return of water back through the valve when the inlet
pressure decreases below the outlet pressure. The valve disc shall be of
cast-iron or cast-steel and shall be suspended from a non-corrosive shaft.
2.13 PLUG VALVES
A. Plug valves shall be solid one piece, cast of ASTM A536 ductile iron. The plug
shall have a cylindrical seating surface eccentrically offset from the center of the
shaft. Plug shall not contact the seat prior to 90 percent closed. Plug facing
shall be Chloroprene (CR), or other resilient facing suitable for the application.
B. Bodies shall be of ASTM A126 Class B cast iron. Port shall be rectangular. Port
area shall be 100 percent of Standard class pipe area. Bearings shall be sleeve
type and made of sintered, oil-impregnated permanently lubricated type 316
stainless steel per ASTM A743 Grade CF8M.
C. Seats shall be 1/8-inch thick welded overlay of not less than 95 percent pure
nickel. Seat shall be at least '/z-inch wide and raised. The raised surface shall
January 2021 Project#18.00342 332700—Page 19

be completely covered with nickel to insure that the resilient plug face contacts
only the nickel seat.
D. Adjustable Packing shall be of the multiple V-ring type, with a packing gland
follower. Shaft seals shall permit inspection, adjustment or complete
replacement of packing without disturbing any part of the valve or actuator
assembly except the packing gland follower.
E. Grit Excluders made of PTFE shall be provided to prevent the entry of grit and
solids into the bearing areas.
F. Pressure ratings shall be bi-directional and 175 psi on sizes 3-inch through 12-
inch diameters and 150 psi for 14-inch through 36-inch diameters. Every valve
shall be given a certified hydrostatic and seat test, with test reports being
available upon request.
G. Worm gear actuators shall be provided on all valves six inches and larger.
Actuators shall be enclosed in a cast iron housing, with outboard seals to
protect the bearings and other internal components. The actuator shaft and
gear quadrant shall be supported on permanently lubricated bronze bearings.
H. Buried actuators shall be 90 percent grease filled. Input shaft and fasteners
shall be stainless steel. Actuator mounting brackets shall be totally enclosed.
I. Eccentric plug valves and actuators shall meet or exceed the latest revisions of
AWWA C517 and other applicable standards. Flanged ends shall be per ANSI
B16.1 and mechanical joint ends per AWWA C111.
2.14 BUTTERFLY VALVES (For Use In Reclaimed Water Systems Only)
A. Valve shall be designed, manufactured, and tested in accordance with AWWA
C504, latest revision, and include the following design features. Valve shall be
rated and tested for absolute, zero leakage shut-off.
B. Valve body shall be cast iron per ASTM A 126 Class B or ductile iron per ASTM
A536 Grade 65-45-12. Flanged end valves shall be faced and drilled per ANSI
B16.1, Class 125, or as specified by purchaser. Mechanical joint ends shall be
per ANSI A21.11 and include mechanical joint end accessories. Valve body
shall include a stainless steel seat ring that is mechanically retained without use
of clamping devices, adjusting segments, or other hardware being in the
waterway.
C. Valve disc shall be solid type ductile iron without any external vanes, ribs, etc.,
to obstruct flow. Resilient seat shall be located on edge of disc, offset from the
shaft, and seal against mating stainless steel body seat with 36 degree
uninterrupted contact. The resilient seal shall be locked to the disc by three
separate means of retention, and be field-adjustable, if necessary, with no tools
January 2021 Project#18.00342 332700—Page 20

other than a standard socket wrench. Replacement of seat in field shall be
possible without valve disassembly. The disc shall be connected to the offset
stainless steel shaft by locked taper wedge keys and stainless steel retaining
nuts on the back side of the disc. Taper keys shall be heat treated 416
Stainless Steel for added strength. Shaft shall be stub type for valves 30inches
and larger in diameter; one piece for valves 24 inches in diameter and smaller.
The valve shall be equipped with adjustable thruster for centering the disc on
valves 30 inches and larger in diameter, if required.
D. Shaft shall have nylon sleeve or woven Teflon fiberglass-backed sleeve for
bearing surfaces. Bearings shall be self lubricating.
E. Valve body shall be primed with manufacturer's standard primer.
2.15 VALVE BOXES
A. All valve boxes shall be cast iron and shall conform to ASTM A48 and AWWA
M44. Valve boxes shall be of the adjustable screw type (based on depth of
burial) with a base to fit the valve yoke with a removable cover with the word
"SEWER" cast thereon.
2.16 SEWAGE AIR RELEASE AND AIRNACUUM COMBINATION VALVES
A. Acceptable Products:
1. Air release valves shall be designed specifically for use on sanitary sewer
pressure (force) mains. It shall exhaust large volumes of air that may be
present in a system during filling or on pump start-up. Valves shall be
Dezurik Apco/Hilton "Series 400/450", Val-Matic "Models 48A/49A", or ARI
"S-020".
2. The air/vacuum release valve shall be designed specifically for use on
sanitary sewer pressure (force) mains. It shall exhaust large volumes of
air that may be present in a system during filling of the main or on pump
start-up. It shall also allow air to re-enter when the system is drained
intentionally or due to a break in the main (prevents vacuum from
forming).
3. Three inch and smaller combination air valves with operating pressures of
150 psi or less shall be of the integral type with a valve assembly which
functions as both an air and vacuum valve and an air release valve. The
valves shall be DeZurik Apco/Hilton "Series 400", GA Industries
"Figure 942", Crispin "Type SA", Val-Matic "Models 801A/802A/803A" or
ARI "D-020".
January 2021 Project#18.00342 332700—Page 21

4. Four inch and larger combination air valves shall consist of an air and
vacuum valve with an externally mounted air release valve. The valves
shall be DeZurik Apco/Hilton "Series 400C", GA Industries "Figure 950
Kinetic Custom Combination Air Valves", Crispin "Type SL", or Val-Matic
"Model No. 48A/49A".
B. Materials:
1. Except as modified or supplemented herein, materials of construction shall
comply with the standards of the authorities having jurisdiction. The use
of stressed thermoplastic components will not be acceptable.
a. Valve Trim: Bronze or austenitic stainless steel.
b. Float: Austenitic stainless steel.
c. Seats: Buna-N
C. Shop Coating and Painting:
1. All interior and exterior ferrous metal surfaces, except stainless steel
components, shall be shop painted for corrosion protection. The valve
manufacturer's standard coating will be acceptable. Field painting is
covered in the protective coatings section.
D. Shutoff Valves:
1. A shutoff valve shall be provided in the piping leading to each air release
valve and combination air valve. Each 4-inch and larger combination air
valve shall be provided with a shutoff valve between the air and vacuum
valve and the air release valve.
PART 3 - EXECUTION
3.1 BYPASS PUMPING
A. Under this item the Contractor is required to furnish all materials, labor,
equipment, power, maintenance, etc. to implement a temporary pumping
system for the purpose of diverting the existing flow around the work area for
the duration of the project.
B. Field Quality Control and Maintenance:
1. Testing:
a. The Contractor shall perform leakage and pressure tests on the new
bypass pumping discharge piping using clean water prior to actual
January 2021 Project#18.00342 332700—Page 22

operation. The Owner and Engineer shall be given 24-hours' notice
prior to testing.
b. The bypass pumping system shall be tested and operated
successfully for 24 continuous hours, and the wet well shall be
emptied, prior to start of work.
2. Inspection:
a. The Contractor shall monitor the bypass pumping operation at all
times to ensure that the system is working correctly.
3. Maintenance Service:
a. The Contractor shall insure that the temporary pumping system is
properly maintained and a responsible operator shall be on-site
when pumps are operating.
b. A factory-trained service technician shall be located within at least
120 miles from the project site with a full complement of in-stock
spare parts for pumps and piping.
4. Extra Materials:
a. Spare parts for pumps and piping shall be kept on site as required.
b. Adequate hoisting equipment for each pump and accessories shall
be maintained on the site.
C. Preparation:
1. Precautions:
a. The Contractor shall make all arrangements for bypass pumping
during the time when the main is shut down for any reason. System
must overcome any existing force main pressure on discharge.
b. Contractor is responsible for locating any existing utilities in the area
the Contractor selects to locate the bypass pipelines. The
Contractor shall locate the bypass pipelines to minimize any
disturbance to existing utilities and shall obtain approval of the
pipeline locations from the Owner. All costs associated with
relocating utilities and obtaining all approvals shall be paid by the
Contractor.
c. During all bypass pumping operation, the Contractor shall
protect the Owner's pump station and/or sewer mains and all local
sewer lines from damage inflicted by any equipment. The Contractor
shall be responsible for all physical damage to the pumping station
and main and all sewer lines caused by human or mechanical failure.
D. Performance Requirements:
January 2021 Project#18.00342 332700—Page 23

1. The design, installation and operation of the temporary pumping system
shall be the Contractor's responsibility. The bypass system shall meet the
requirements of all codes and regulatory agencies having jurisdiction.
2. The Contractor shall provide all necessary means to safely convey the
incoming sewage past the work area. The Contractor will not be permitted
to stop or impede the flows in existing force mains.
3. The Contractor shall maintain sewer flow around the work area in a
manner that will not cause surcharging of sewers, damage to sewers and
that will protect public and private property from damage and flooding. Any
sanitary sewer overflow that occurs due to a failure in the bypass system
will be the responsibility of the Contractor. Any penalties issued by
authorities having jurisdiction will be reimbursed to the Owner by the
Contractor.
4. The Contractor shall protect water resources, wetlands and other natural
resources. No sewage or water from the bypass pumping operation shall
be spilled on the ground or allowed to drain to storm drains. When
disassembling bypass pumping pipe, the Contractor shall ensure that any
sewage remaining in the pipe is drained back to the sewer collection
system. All spills shall be reported to the Owner, contained and cleaned
up immediately by the Contractor.
E. Installation and Removal:
1. The Contractor shall remove manhole sections or make connections to the
existing sewer and construct temporary bypass pumping structures only at
the access location indicated on the Drawings and as may be required to
provide adequate suction conduit.
2. Plugging or blocking of sewage flows shall incorporate primary and
secondary plugging device. When plugging or blocking is no longer
needed for performance and acceptance or work, it is to be removed in a
manner that permits the sewage flow to slowly return to normal without
surge, to prevent surcharging or causing other major disturbances
downstream.
3. When working inside manholes or sewer lines, the Contractor shall comply
with OSHA requirements when working in the presence of sewer gases,
combustible oxygen-deficient atmospheres, and confined spaces.
4. The installation of the bypass pipelines is prohibited in all
saltmarsh/wetland areas. The bypass pipeline must be located off streets
and sidewalks and on shoulders of the roads. When the bypass
pipeline crosses local streets and private driveways, the contractor
must place the bypass pipelines in trenches and cover with
January 2021 Project#18.00342 332700—Page 24

temporary pavement. Upon completion of the bypass pumping
operations, and after the receipt of written permission from the Owner, the
Contractor shall remove all the piping, restore all property to pre-
construction condition and restore all pavement. The Contractor is
responsible for obtaining any approvals for placement of the temporary
pipeline within public ways from authorities having jurisdiction.
5. If, at any time during construction, effluent from the existing sewer is not
fully contained by the bypass system, gravity service will be restored by a
temporary tie to the new construction and work will be suspended until the
problem is resolved to the satisfaction of the Engineer
3.2 EARTHWORK
A. Excavating, trenching, backfilling and compaction requirements are specified in
Division 31 Section "Earth Moving."
3.3 PIPING AND VALVE APPLICATIONS
A. General: Use pipe, fittings, and joining methods for piping systems according to
the following applications:
1 . Do not use flanged pipe, fittings or valves or unions for underground
buriedpiping. Fittin s and valves for underground (buried) piping shall
(buried) 9 9 pp 9
be mechanical joint.
2. Flanged pipe, fittings and valves and unions shall be used on
aboveground piping and piping in vaults.
3. Transition couplings and special fittings with pressure ratings at least
equal to piping pressure rating may be used as specified, unless
otherwise indicated.
3.4 PIPING INSTALLATION
A. Existing Utilities and Separation Requirements:
1 . The Contractor shall be required to excavate to determine the precise
location of utilities or other underground obstructions which are shown on
the Plans and/or marked by the utility owners. Such location and
excavation shall be at least 500 feet ahead of construction, unless
otherwise noted. This work shall be done at no additional cost to the
Owner.
January 2021 Project#18.00342 332700—Page 25

2. All utility owners shall be notified prior to excavation as required by the
1985 Underground Damage Prevention Act. Utility owners who are
members of NC OneCall may be notified by calling 811 (toll free) before
any excavation or drilling. The Contractor will be fully responsible for
damage to any utilities if the owners have not been properly notified as
required by the Underground Damage Prevention Act. All damage to such
structures and pipelines and all damage to property or persons resulting
from damage to such structures and pipelines shall be borne by the
Contractor and shall be completely repaired within a reasonable time. No
claim shall be made against the Owner for damage or delay of the work on
account of the proximity of, or the leakage from, such structures and
pipelines. Where high pressure gas lines are to be crossed, they shall be
uncovered by hand excavation methods before other excavation near
them is started.
3. Utility owners may, at their option, have representatives present to
supervise excavation in the vicinity of their utilities. The cost of such
supervision, if any, shall be borne by the Contractor.
4. Conflicts with underground utilities may necessitate changes in alignment
and/or grade of this construction. All such changes will be approved by
the Engineer before construction proceeds.
5. When underground obstructions not shown on the Plans are encountered,
the Contractor shall promptly report the conflict to the Engineer and shall
not proceed with construction until the conflict is resolved.
6. When a sewer main or lateral crosses an existing water main or other
utility, the Contractor shall make the installation in accordance with the
minimum specifications of the Controlling Agency and in accordance with
the following minimum requirements. When a sewer main or lateral
crosses or parallels an existing utility, the following clearance
requirements are to be met or ferrous sewer pipe with water tight joints
shall be used for a distance of 10 feet outside said point of crossing or
until horizontal separation requirements are achieved.
a. Min. Vertical Separation for Sewer Crossings:
1) Storm Sewers - 24" Vertical
2) Under Water- 18" Vertical
3) Over Water- 18" Vertical * Sewer over water requires that
both pipes shall be ferrous pipe with a 20 foot jointless span
centered at crossing. *
4) Cable - 24" Vertical
5) Power - 24" Vertical
6) Gas - 24" Vertical
b. Horizontal Separations:
January 2021 Project#18.00342 332700—Page 26

1) Storm Sewers - 5'
2) Water Mains - 10'
3) Water Supply - 100' (WS-I Waters, Class I or Class II
impounded reservoirs)
4) Water Supply - 50' (WS-II, WS-Ill, B, SA, ORW, HQW or SB
Waters — from Normal High Water)
5) Designated Trout Streams - 25'
6) Other Stream, Lake or Impoundment - 10'
7) Building Foundation - 5'
8) Basement - 10'
9) Ground Water Lowering and Surface Drainage Ditch 10'
10) Swimming Pool - 10'
11) Private Wells - 25'
12) Public Wells - 50'
B. Conventional Pipe Laying:
1. The layout of gravity sanitary sewer lines and invert elevations at
governing points shall be as shown on the drawings.
2. The Contractor shall do all layout work for lines and grades from that
information shown on the drawings or as furnished by the Engineer.
a. When a laser beam instrument is used to set line and grade, the unit
must be maintained in good working order, and the calibration
checked daily for both alignment and percent grade. In the event the
required accuracy of alignment and grade is not adhered to, the
Engineer will prohibit the use of laser beams.
b. Install piping beginning at low point, true to the grades and alignment
indicated with unbroken continuity. Pipe shall be laid with bell ends
facing in the direction of pipe laying, unless directed otherwise by the
Engineer. In all cases, pipe is to be installed in strict accordance
with the manufacturer's recommendations and the contract material
specifications. The Engineer may augment any manufacturer's
installation recommendations if, in his opinion, it will best serve the
interest of the Owner.
c. Proper tools, implements, and facilities satisfactory to the Engineer
shall be provided and used for the safe and convenient prosecution
of pipe laying. All pipe and other materials used in the laying of pipe
will be lowered into the trench piece by piece by means of suitable
equipment in such a manner to prevent damage to the pipe,
materials, to the protective coating on the pipe materials, and to
provide a safe working condition to all personnel in the trench. Each
piece of pipe being lowered into the trench shall be clean, sound and
free from defects. It shall be laid on the prepared foundation, as
January 2021 Project#18.00342 332700—Page 27

specified elsewhere to produce a straight line on a uniform grade,
each pipe being laid so as to form a smooth and straight inside flow
line. Pipe shall be removed at any time if broken, injured or
displaced in the process of laying same, or of backfilling the trench.
d. When cutting short lengths of pipe, a pipe cutter, as approved by the
Engineer, will be used and care will be taken to make the cut at right
angles to the centerline of the pipe or on the exact skew as shown
on the plans. In the case of push-on pipe, the cut ends shall be
tapered with a portable grinder, or coarse file to match the
manufactured taper.
e. Place a plug in the end of incomplete piping at end of day and when
work stops. No trench water or other material shall be permitted to
enter the pipe. Clear interior of piping and manholes of dirt and
superfluous material as work progresses. Maintain swab or drag in
piping, and pull past each joint as it is completed.
f. Where the pipe is laid on a grade of 20 percent or greater, the laying
shall start at the bottom of the slope and proceed upward with the
bell end of the new pipe upgrade. All pipe laid on a grade of 20
percent or greater shall require thrust blocking or keying as shown
on the drawings and standard details.
g. Install ductile iron, gravity sewer piping in accordance with ASTM A
746.
h. Install PVC gravity sewer piping in accordance with ASTM D 2321
and ASTM F 1668.
i. Install reinforced-concrete sewer piping in accordance with ASTM C
1479 and ACPA's "Concrete Pipe Installation Manual."
j. All sanitary sewer force main piping shall be installed with 36-inch
minimum cover over the top of the pipe.
k. Install ductile iron force main piping in accordance with AWWA C600
or AWWA M41.
I. Install PVC force main piping in accordance with AWWA M23 or
ASTM D 2774 and ASTM F 1668.
m. Install detectable warning tape over all nonferrous piping.
C. Exposed Piping:
1. All exposed piping to be installed inside wetwells, vaults and buildings
shall be installed as shown on the Drawings and field painted as described
January 2021 Project#18.00342 332700—Page 28

below. All exposed pipe shall be ductile iron utilizing flanged joints unless
otherwise noted.
2. All exposed ductile iron pipe, fittings and valves shall be field painted with
two (2) coats of epoxy paint as recommended by the paint manufacturer.
Color of paint shall be as selected by the Owner.
D. Horizontal Directional Drilling of HDPE Force Mains:
1. The Contractor mayby
install HDPE force mains means of horizontal
directional drilling. The Contractor shall assemble, support, and pretest
the pipeline prior to installation in the directional drill tunnel.
2. Horizontal directional drilling shall consist of the drilling of a small diameter
pilot hole from one end of the alignment to the other, followed by enlarging
the hole diameter for the pipeline insertion. The exact method and
techniques for completing the directionally drilled installation will be
determined by the Contractor, subject to the requirements of these
specifications.
3. The Contractor shall prepare and submit a plan to the Engineer describing
the insertion of the HDPE pipe into the opened bore hole. The plan shall
include pullback procedure, ballasting, use of rollers, side booms and side
rollers, coating protection, internal cleaning, internal gauging, hydrostatic
tests, dewatering, and purging.
4. The required piping shall be assembled in a manner that does not obstruct
adjacent roadways or public activities. The Contractor shall erect
temporary fencing around the entry and exit pipe staging areas.
5. Each length of pipe shall be inspected and cleaned as necessary to be
free of debris immediately prior to joining.
6. Pipes shall be joined to one another be means of thermal butt-fusion.
Polyethylene pipe lengths to be joined by thermal butt-fusion shall be of
the same type, grade, and class of polyethylene compound and supplied
from the same raw material supplier.
7. Mechanical connections of the polyethylene pipe to auxiliary equipment
shall be through flanged connections which shall consist of the following:
a. A polyethylene "sub end" shall be thermally butt-fused to the ends of
the pipe.
b. Provide ASTM A240, Type 304 stainless steel backing flange, 125-
pound, ANSI B16.1 standard, and gaskets as required by the
manufacturer.
January 2021 Project#18.00342 332700—Page 29

c. Stainless steel bolts and nuts of sufficient length to show a minimum
of three complete threads when the joint is made and tightened to
the manufacturer's standard. Retorque the nuts after 4 hours.
d. Butt-fusion of pipes shall be performed in accordance with the
manufacturer's recommendation as to equipment and technique.
Butt-fusion jointing shall be 100% efficient offering a joint weld
strength equal to or greater than the tensile strength of the pipe.
8. Pipe installed by the directional drilled method must be located in plan as
shown on the drawings, and must be no shallower than shown on the
drawings unless otherwise approved. The Contractor shall plot the actual
horizontal and vertical alignment of the pilot bore at intervals not
exceeding 30 feet. The "as built" plan and profile shall be updated as the
pilot bore is advanced. The Contractor shall at all times provide and
maintain instrumentation that will accurately locate the pilot hole and
measure drilling fluid flow and pressure. The Contractor shall grant the
Engineer access to all data and readout pertaining to the position of the
bore head and the fluid pressure and flows.
9. When requested, the Contractor shall provide explanations of this position
monitoring and steering equipment. The Contractor shall employ
experienced personnel to operate the directional drilling equipment and, in
particular, the position monitoring and steering equipment. No information
pertaining to the position or inclination of the pilot hole bores shall be
withheld from the Engineer.
10. Each exit point shall be located as shown with an over-length tolerance of
10 feet for directional drills of 1,000 linear feet or less and 40 feet for
directional drills of greater than 1,000 linear feet and an alignment
tolerance of 5 feet left/right with due consideration of the position of the
other exit points and the required permanent easement. The alignment of
each pilot bore must be approved by the Engineer before pipe can be
pulled. If the pilot bore fails to conform to the above tolerances, the
Engineer may, at his option, require a new pilot boring to be made.
11. After the pipe is in place, cleaning pigs shall be used to remove residual
water and debris. After the cleaning operation, the Contractor shall
provide and run a sizing pig to check for anomalies in the form of buckles,
dents, excessive out-of-roundness, and any other deformations. The
sizing pig run shall be considered acceptable if the survey results indicate
that there are no sharp anomalies (e.g. dents, buckles, gouges, and
internal obstructions) greater than 2 percent of the nominal pipe diameter,
or excessive ovality greater than 5 percent of the nominal pipe diameter.
For gauging purposes, dent locations are those defined above which
occur within a span of 5 feet or less. Pipe ovality shall be measured as
the percent difference between the maximum and minimum pipe
January 2021 Project#18.00342 332700—Page 30

diameters. For gauging purposes, ovality locations are those defined
above which exceed a span of 5 feet.
12. Reaming: Reaming operations shall be conducted to enlarge the pilot
bore after acceptance of the pilot bore. The number and size of such
reaming operations shall be conducted at the discretion of the Contractor.
13. Pulling Loads: The maximum allowable pull exerted on the HDPE
pipelines shall be measured continuously and limited to the maximum
allowed by the pipe manufacturer so that the pipe or joints are not over
stressed.
14. Torsion and Stresses: A swivel shall be used to connect the pipeline to
the drill pipe to prevent torsional stresses from occurring in the pipe.
15. The lead end of the pipe shall be closed during the pullback operation.
16. Pipeline Support: The pipelines shall be adequately supported by rollers
and side booms and monitored during installation so as to prevent over
stressing or buckling during pullback operation. Such support/rollers shall
be spaced at a maximum of 60 feet on centers, and the rollers to be
comprised of a non-abrasive material arranged in a manner to provide
support to the bottom and bottom quarter points of the pipeline allowing for
free movement of the pipeline during pullback. Surface damage shall be
repaired by the Contractor before pulling operations resume.
17. The Contractor shall at all times handle the HDPE pipe in a manner that
does not over stress the pipe. Vertical and horizontal curves shall be
limited so that wall stresses do not exceed 50 percent of yield stress for
flexural bending of the HDPE pipe. If the pipe is buckled or otherwise
damaged, the damaged section shall be removed and replaced by the
Contractor at his expense. The Contractor shall take appropriate steps
during pullback to ensure that the HDPE pipe will be installed without
damage.
18. During drilling, reaming, or pullback operations, the Contractor shall make
adequate provisions for handling the drilling fluids, or cuttings at the entry
and exit pits. To the greatest extent practical, these fluids must not be
discharged into the waterway. When the Contractor's provisions for
storage of the fluids or cuttings on site are exceeded, these materials shall
be hauled away to a suitable legal disposal site. The Contractor shall
conduct his directional drilling operation in such a manner that drilling
fluids are not forced through the subbottom into the waterway. After
completion of the directional drilling work, the entry and exit pit locations
shall be restored to original conditions. The Contractor shall comply with
all permit provisions.
January 2021 Project#18.00342 332700—Page 31

19. Pits constructed at the entry or exit point area shall be so constructed to
completely contain the drill fluid and prevent its escape to the beach or
waterway.
20. The Contractor shall utilize drilling tools and procedures which will
minimize the discharge of any drill fluids. The Contractor shall comply
with all mitigation measures listed in the required permits and elsewhere in
these specifications.
21. To the extent practical, the Contractor shall maintain a closed loop drilling
fluid system.
22. The Contractor shall minimize drilling fluid disposal quantities by utilizing a
drilling fluid cleaning system which allows the returned fluids to be reused.
23. As part of the installation plan specified herein before, the Contractor shall
submit a drilling fluid plan which details types of drilling fluids, cleaning
and recycling equipment, estimated flow rates, and procedures for
minimizing drilling fluid escape.
24. All drilling operations shall be performed by supervisors and personnel
experienced in horizontal directional drilling. All required support,
including drilling tool suppliers, survey systems, mud cleaning, mud
disposal, and other required support systems used during this operation
shall be provided by the Contractor.
25. A smoothly drilled pilot hole shall follow the design of the pipe profile and
alignment described on the construction drawings.
26. The position of the drill string shall be monitored by the Contractor with the
downhole survey instruments. Contractor shall compute the position in
the X, Y, and Z axis relative to ground surface from downhole survey data
a minimum of once per length of each drilling pipe (approximately 31 foot
interval). Deviations from the acceptable tolerances described in the
specifications shall be documented and immediately brought to the
attention of the Engineer for discussion and/or approval. The profile and
alignment defined on the construction drawings for the bore holes define
the minimum depth and radius of curvature. The Contractor shall maintain
and provide to the Engineer, upon request, the data generated by the
downhole survey tools in a form suitable for independent calculation of the
pilot hole profile.
27. Between the water's edge and the entry or exit point the Contractor shall
provide and use a separate steering system employing a ground survey
grid system, such as "TRU-TRACKER" or equal wherever possible. The
exit point shall fall within a rectangle 10 wide and 40 feet long centered on
the planned exit point.
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28. During the entire operation, waste and leftover drilling fluids from the pits
and cuttings shall be dewatered and disposed of in accordance with all
permits and regulatory agencies requirements. Remaining water shall be
cleaned by Contractor to meet permit requirements.
29. Technical criteria for bentonite shall be as given in API Spec. 13A,
Specification for Oil Well Drilling Fluids Material for fresh water drilling
fluids. Any modification to the basic drilling fluid involving additives must
describe the type of material to be used and be included on Contractor's
drilling plan presented to the Engineer. The Owner retains the right to
sample and monitor the waste drilling mud, cuttings, and water.
30. The horizontal directional drilling operation is to be operated in a manner
to eliminate the discharge of water, drilling mud and cuttings to the
adjacent creek or land areas involved during the construction process.
The Contractor shall provide equipment and procedures to maximize the
recirculation or reuse of drilling mud to minimize waste. All excavated pits
used in the drilling operation shall be lined by Contractor with heavy-duty
plastic sheeting with sealed joints to prevent the migration of drilling fluids
and/or ground water.
31. The Contractor shall visit the site and must be aware of all structures and
site limitations at the directional drill crossing and provide the Engineer
with a drilling plan outlining procedures to prevent drilling fluid from
adversely affecting the surrounding area.
32. The general work areas on the entry and exit sides of the crossing shall be
enclosed by a berm to contain unplanned spills or discharge.
33. Waste cuttings and drilling mud shall be processed through a solids
control plant comprised as a minimum of sumps, pumps, tanks,
desalter/desander, centrifuges, material handlers, and haulers all in a
quantity sufficient to perform the cleaning/separating operation without
interference with the drilling program. The cuttings and excess drilling
fluids shall be dewatered by the Contractor to the extent necessary for
disposal in offsite landfills. Water from the dewatering process shall be
treated by the Contractor to meet permit requirements and disposed of
legally. The cuttings and water for disposal are subject to being sampled
and tested. The construction site and adjacent areas will be checked
frequently for signs of unplanned leaks or seeps.
34. Equipment (graders, shovels, etc.) and materials (such as groundsheets,
hay bales, booms, and absorbent pads) for cleanup and contingencies
shall be provided in sufficient quantities by the Contractor and maintained
at all sites for use in the event of inadvertent leaks, seeps, or spills.
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35. Waste drilling mud and cuttings shall be dewatered, dried, and stock piled
such that it can be loaded by a front end loader, transferred to a truck and
hauled offsite to a suitable legal disposal site. The maximum allowed
water content of these solids is 50 percent of weight.
36. Due to a limited storage space at the worksites, dewatering and disposal
work shall be concurrent with drilling operations. Treatment of water shall
satisfy regulatory agencies before it is discharged.
3.5 MANHOLE INSTALLATION
A. Sanitary sewer manholes shall be installed at each change in line or grade in
each gravity sanitary sewer line as shown on the contract drawings.
B. The manhole foundation shall be prepared so as to provide a firm, level area on
which to place the precast concrete manhole base section. When poor
foundation soil is encountered or excess groundwater exists, the foundation
shall be excavated 12 inches or greater below the final subgrade elevation, as
determined by the Engineer and backfilled with washed stone to provide a
proper foundation.
C. The manhole sections shall be lifted from the side of the excavation to the
bottom of the trench with equipment and support slings capable of safely
handling the heavy concrete pieces without damaging them. The manhole shall
be set plumb and adjusted to the final finished surface grade with brick or grade
rings and non-shrink grout.
D. Thoroughly clean the bells and spigots of each manhole section to remove dirt
and other foreign materials that may prevent sealing. Unroll the butyl sealant
directly against the base of the spigot. Leave protective wrapper attached until
sealant is entirely unrolled against spigot. Do not stretch. Overlap from side to
side - not top to bottom.
E. Pipe openings shall be exactly aligned to that of the pipe entering and leaving
the manhole. The gravity sanitary sewer pipe lines shall be placed in the
manhole openings, properly aligned, and set to grade. Sanitary sewer shall be
connected to the manholes using flexible manhole sleeves as described above.
F. For large diameter pipe where a flexible rubber sleeve is not available, the pipe
line shall be sealed into the manhole using an expanding type or non-shrink
type grout.
G. For manhole steps, refer to the precast manhole section above.
H. After the manhole has been set in its final position, set the manhole frames to
the required elevation using no more than 12 inches of precast concrete grade
rings, or bricks sealing all joints between cone, adjusting rings, and manhole
January 2021 Project#18.00342 332700—Page 34

frame. When grade rings or bricks are used, grout with non-shrink grout.
Where manholes are constructed in paved areas, the top surface of the frame
and cover shall be tilted so as to conform to the exact slope, crown and grade
of the existing surrounding pavement. Manhole frames which are placed above
final grade will have frames attached to manhole cone section by means of 5/8-
inch diameter stainless steel anchors and washers. One anchor bolt shall be
provided per hole. Seal pipe penetrations, including pipe crown, to provide a
smooth, uniform finish using non-shrink grout.
I. After the placement of manhole frame and vacuum testing, perform the final
finishing to the manhole interior by filling all chips or fractures greater than 1/2
inch in length, width or depth (1/8 inch deep in inverts) with non-shrink grout.
Grout the interior joints between the precast concrete sections with non-shrink
grout. Sharp edges or rough finishes shall be removed providing a smooth
surface throughout the manhole. Clean the interior of the manhole, removing
all dirt, spills, or other foreign matter.
3.6 CONNECTIONS TO EXISTING SEWER SYSTEMS
A. Connections to existing collection systems will be allowed when proper
precautions are taken to protect the existing collection system.
B. If the proposed sewer does not begin at an existing manhole, a new manhole
will be "cut in" at the required location and the existing pipe(s) repaired
ed as
specified. For extensions of the existing system, the new "cut in" manhole or
the connection to the existing manhole will not be constructed until all other
sewer construction has been completed and tested in compliance with these
specifications.
C. Pipelines or manholes which contain silt, sedimentation, or other foreign
material shall not be connected to any portion of the existing collection system.
The Contractor shall, at his own expense, flush, or otherwise cause the line
(and manholes) to be cleaned out without any discharge into the existing
system.
D. Any connection with 18-inch and smaller pipe at an existing precast or cast-in
place manhole will require the Contractor to core the necessary opening
through the manhole wall and install a flexible manhole sleeve. Sleeve shall be
as specified elsewhere. Connections to existing brick manholes do not require
coring and an opening may be carefully hammered or sawed. Connections to
existing manholes for pipe larger than 18 inches in diameter may be cored or
sawed as approved by the Engineer.
E. The existing manhole bench and invert shall be constructed and/or repaired in
compliance with these specifications.
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3.7 INSTALLING NEW SEWER SERVICE LINES
A. For extensions of the existing sewer system, all buildable lots adjacent to the
extension shall have a sewer service line provided. Additional service lines
may be installed by the Contractor as directed and authorized by the Engineer.
B. In general, service lines shall be constructed from the public sewer to a point
located at the edge of the public right-of-way or the sewer easement. Service
lines shall consist of a 4-inch or 6-inch diameter pipe, as listed in the Bid
Schedule and/or shown on the Plans. Install a cleanout at the end of the
service line at the public right-of-way.
C. Service lines built for vacant lots/future connections shall have a cleanout
assembly constructed, which includes a 1 foot capped stub-out on the service
line. The vertical cleanout pipe shall also be capped, and shall be a minimum
of 3 feet above the finished grade.
D. The standard sewer service connection shall be 4 inches in diameter unless
shown otherwise on the drawings, and shall connect to the main at a wye
branch connection installed with the pipe line as it is being laid. Service lines 4
inches or less shall not be made into a manhole. Service connections 6 inches
or greater shall only be made into an existing or proposed manhole, unless
otherwise approved by the Engineer.
E. The Owner -maintained portion of each sewer service line shall have a
minimum of 3 feet of cover, unless approved by the Engineer.
F. Sewer service lines and clean-outs shall be Class 350 DIP (with Class 350
appurtenances) if:
1. The service line installed will have less than 3 feet of cover; or
2. The service line crosses a creek or drainage ditch (whether aerial or
subaqueous).
G. The minimum slope on any residential sewer service line shall not be less than
2 percent.
H. At the edge of the public or utility right-of-way, a "cleanout" shall be installed.
The cleanout shall consist of a "wye" branch connection, 45-degree bend, riser
pipe, and threaded plug installed flush with finished ground elevation. The end
of the utility owner's sewer service connection shall terminate at the end of the
pipe which will normally extend five feet beyond the "wye" branch for the
cleanout. A watertight plug shall be installed at the end of this line until such
time as the property owner connects their facilities to the sewer system. In
addition, one cleanout shall be constructed for:
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1. Every four 45-degree changes located in series (a long sweep is
equivalent to two 45-degree bends); and
2. At intervals no greater than 100 feet.
I. When the depth of cut is over 8 feet and the grade of a sanitary sewer is lower
than necessary to serve abutting property, and at such other locations as may
be designated by the Engineer, the Contractor may install the service line with a
22 1/2 or 45 degree bend just upstream of the cleanout assembly to bring the
service line up to the necessary elevation.
J. Unless required service depth is noted on construction Plans, the Contractor
shall contact the Engineer and request confirmation of grade prior to
constructing any sewer service line at a depth greater than 8 feet.
3.8 REINSTATING EXISTING SEWER SERVICE LINES
A. Where existing sewer mains are being rehabilitated, sewer service lines shall
be constructed for each property that is occupied by a business or dwelling if it
is currently served by the system being rehabilitated.
B. The Contractor shall be responsible to locate and connect all existing sewer
service lines to the new main. In the event a service is missed during
construction, the Contractor shall return to the site and perform all work
necessary to reinstate the connection. The Contractor will be compensated in
accordance with the original contract unit pricing; however, re-mobilization to
the site will not be paid for. In addition, the Contractor shall be responsible for
any costs associated with a sanitary sewer overflow and associated damage to
public or private property through the omission of reinstating an active sewer
service.
C. Service lines 4 inches or less in diameter shall be tapped into the sewer main,
not into a manhole. Service connections 6 inches or greater shall only be made
into an existing or proposed manhole, unless otherwise approved by the
Engineer.
3.9 ABANDONMENT OF EXISTING SEWERS AND MANHOLES
A. Manholes which are to be abandoned shall first have both influent and effluent
lines plugged inside the manhole with watertight masonry or concrete. The
manhole will then be filled with non-compressible material (crushed stone or
materials approved by the Engineer), to a point not less than 3 feet below the
finish grade. The remainder of the manhole shall be broken down and
removed. Then the excavation shall be backfilled to finish grade as specified in
Division 31 Section "Earth Moving".
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B. Abandoned mains at active manholes shall be completely disconnected from
the manhole by cutting the pipe outside the manhole and then plugging the
abandoned main and the manhole wall with watertight masonry. The invert
shall then be rebuilt to conform to these specifications.
C. Exposed sections of abandoned mains shall be removed to a point not less
than 5 feet from the adjacent banks or surface waters. The remaining ends of
the pipe shall be plugged with watertight masonry. Concrete piers or collars in
the creek channel shall be removed completely. Concrete piers or collars not
located in the creek channel shall be removed to a point 3 feet below the finish
grade. Steel piers shall be cut off 3 feet below finish grade.
D. The minimum length of watertight masonry plugs will be the diameter of the
abandoned pipe plus 1 foot.
3.10 FIELD QUALITY CONTROL
A. The Contractor shall maintain the project, insofar as his construction work is
concerned, in first class condition for such time as is necessary to satisfy the
Engineer that all installations are correct and acceptable.
B. Line Cleaning: Prior to inspection of any section(s) of gravity sanitary sewer
pipe or force main the Contractor shall completely clean the lines of all debris,
silt, etc. The pipe line shall be ready for use by the Owner and shall be proved
to be in first class condition and constructed properly in accordance with the
drawings and specifications.
C. The Contractor shall notify the Engineer that all or portions of the work are
ready for testing. All testing shall be scheduled with the Engineer, who will
coordinate with the Owner, and respond to the Contractor regarding a mutually
available date and time for the necessary testing. All testing shall be done in
the presence of the Engineer. All labor, equipment, water and other materials,
including meters and gauges, shall be furnished by the Contractor at his own
expense.
D. Inspection and Testing of Gravity Sewers:
1. Alignment and grade between manholes shall be tested by the Engineer
by flashing a light between manholes. A full circle of light shall be seen
when reviewed from the adjoining end of the line. All defects disclosed as
a result of this test shall be corrected by the Contractor at his expense.
2. PVC pipe shall pass a go-no go mandrel sized to 95 percent of the pipe
diameter (as defined in ASTM D-3034) with the pipe in place and properly
backfilled. All pipe which will not pass the mandrel shall be relaid or
replaced by the Contractor at no additional cost. The chart that follows
indicates the required mandrel diameter for specific sizes of SDR 35 PVC
January 2021 Project#18.00342 332700—Page 38

piping. The allowable deflection (less than 5 percent) for other pipe sizes
and types shall be calculated using the pipe stiffness formula in ASTM D
2321 . The mandrel test shall not take place until the final backfill has
been in place for a minimum of 30 days.
Nominal Pipe Size Pipe I.D. (SDR 35) Required Mandrel O.D.
8" 7.665" 7.28"
10" 9.563" 9.08"
12" 11.361" 10.79"
15" 13.898" 13.20"
3. The mandrel shall be pulled through each section of pipe from manhole to
manhole. The mandrel must slide freely through the pipe with only a
nominal hand force applied. No mechanical device shall be used in
pulling the mandrel. Any pipe which refuses the mandrel shall be
removed and replaced. Such sections shall be re-tested for deflection 30
days after completion of trench backfill.
4. Mandrel testing may be performed by the Owner at any time prior to the
expiration of the one year warranty. Any pipe which refuses the mandrel
shall be replaced by the Contractor as described above at no cost to the
Owner.
5. When the sewers are completed they shall be inspected by the Engineer
for conformance with the provisions of the plans and specifications,
particularly line and grade. All visible and audible leaks will be repaired.
6. The infiltration into each section of the sewer shall be measured in wet
weather by the temporary installation of suitable V-notch weir. This weir
shall be furnished, installed and removed by the Contractor. Infiltration
test limits shall be applied to single reaches of pipe, up to one mile in
length, of the same diameter. For pipes 8 inches through 15 inches in
diameter, infiltration into the sewer system (including manholes) shall not
exceed 50 gallons per mile of sewer per inch of inside diameter of the
sewer per 24 hours, and in no case shall it exceed 3,000 gallons per mile
per 24 hours. For all pipe sizes larger than 15 inches in diameter,
infiltration into the sewer system (including manholes) shall not exceed
100 gallons per mile of sewer per inch of inside diameter of the sewer per
24 hours, and in no case shall it exceed 3,000 gallons per mile per 24
hours.
7. If infiltration into the whole system or any segment thereof exceeds the
requirements described above, necessary corrective measures shall be
taken by the Contractor to limit the infiltration to the maximum specified
above. The Engineer shall decide the number and length of segments of
sewer line on which the testing shall be performed.
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8. The Contractor shall furnish all facilities and personnel and conduct low
pressure air tests on all completed sections of gravity sewer. Air tests for
PVC and DIP lines shall be performed in accordance with ASTM C828.
Air tests for concrete pipe 30 inches in diameter and smaller shall be
performed in accordance with ASTM C924. Air tests will not be required
on pipe with diameters exceeding 30 inches. Acceptance of pipes
exceeding 30 inches will be based on infiltration tests and/or visual
inspection of the joints.
9. The acceptance air test shall be made after backfilling has been
completed and compacted and in the presence of the Engineer. For
ductile iron pipelines, test in accordance with the applicable requirements
of ASTM C924. For PVC pipelines test in accordance with ASTM F1417-
98.
10. The Contractor shall furnish an air compressor of the necessary capacity
along with all necessary plugs, valves, pressure gages, air hoses,
connections, and other equipment necessary to conduct the air tests.
Plugs in sewers 18 inches in size and larger shall be connected by steel
cable for thrust reaction.
11. Compressor capacity shall be sufficient to pressurize the sewer main to 4
PSIG within a time equal to or less than the required test time. The
following equation may be used to insure compliance with this
requirement:
C= 0.17xD2xL +Q
Where:C=Required Compressor Capacity (cfm)
T=Required Test Time (min)
D=Pipe Internal Diameter (feet)
L=Length of Test Section (feet)
Q=Allowable Air Loss Rate (cfm)
The following allowable air loss rates will be used for all pipe tests:
Pipe Size Q (cfm) Pipe Size Q(cfm)
4" 2.0 15" 4.0
6" 2.0 18" 5.0
8" 2.0 21" 5.5
10" 2.5 24" 6.0 _
12" 3.0
12. The sewer section shall be plugged at both ends and air pressure shall be
p 99
applied until the pressure inside the pipe reaches 4 PSIG. When a stable
condition has been reached, the pressure shall be bled back to 3.5 PSIG.
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At 3.5 PSIG, the time and pressure shall be observed and recorded. If
groundwater is present at the sewer, the height of the groundwater above
the top of the pipe shall be added to the above air pressure readings
(height of water in feet X 0.433 = air pressure in psig). A minimum of five
(5) readings will be required for each test.
13. If the time for the air pressure to decrease from 3.5 PSIG to 2.5 PSIG is
equal to or greater than that shown in the following table, the pipe shall be
presumed to be free from defect. When these times are not attained, pipe
breakage, joint leakage, or leaking plugs are indicated and the cause must
be determined and corrected. After repairs have been made, the sewer
sections shall be retested. This process shall be repeated until all sewer
sections pass the air tests.
Pipe Specification Time for Length Shown (Minutes : Seconds)
Diameter
(inches) 100ft 150ft 200ft 250ft 300ft 350ft 400ft 450ft
8 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48
12 11:20 11:20 11 :24 14:15 17:05 19:56 22:47 25:38
15 14:10 14:10 17:48 22:15 26:42 31 :09 35:35 40:04
18 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41
21 19:50 26:10 34:54 43:37 52:21 61 :00 69:48 78:31
24 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
14. For testing a sewer system with one or more installed service lateral
pipes, an effective pipe length shall be added to the total sewer main pipe
length. The equation used to calculate Effective Pipe Length is as follows:
d2 x I
Le= D2
Where: Le=Effective Pipe Length (added to Total Test Length)
d=Diameter of Service Lateral Pipe
1=Length of Sewer Lateral
D=Diameter of Sewer Main Pipe being tested
15. Failure of any section of the pipeline to meet the requirements of this test
shall cause the Contractor to determine, at his own expense, the source(s)
of leakage, and repair or replace all defective materials or workmanship.
The repaired section(s) of line shall be re-tested to insure conformance
with the requirements of these contract specifications.
E. Inspection and Testing of Sewer Force Mains:
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1. When the sanitary sewer force main is completed, the Engineer shall
inspect the line for conformance with the provisions of the drawings and
specifications, particularly with respect to alignment and depth. The
minimum depth of all force mains shall be 36 inches unless otherwise
specified.
2. All newly constructed sanitary sewer force main and valved sections shall
be subjected to a hydrostatic pressure-leakage test. Hydrostatic testing
shall be conducted only after thrust blocks, supports, and anchors have
fully hardened. Force mains shall be tested in sections not to exceed
4,000 lineal feet per test section. The Contractor shall install sufficient
additional valves if not shown on the drawings to allow for testing.
3. HDPE pipe shall be hydrostatically tested after joining into continuous
lengths prior to installation and again after installation. Pressure and
temperature shall be monitored with certified instruments during the test.
After this test, the water will be removed with pigs. Erosion prevention
procedures shall be used during removal and discharge of the water.
Hydrostatic testing shall be performed in accordance with these
specifications.
4. Each completed section of the pipeline shall be plugged at both ends and
slowly filled with water. As the main is being filled with water in
preparation of the test, all air shall be expelled from the pipe. The main
shall be subjected to a hydrostatic pressure not less than 1-1/2 times the
maximum system operating pressure or 100 pounds per square inch,
whichever is greater, for a period of two hours unless otherwise specified.
Pressure shall be applied to the main by means of a hand pump for small
lines or by use of a gasoline pump or fire engine for larger lines.
5. The rate of leakage shall be determined at 15 minute intervals by means
of volumetric measure of the water added during the test until the rate has
stabilized at the constant value for three consecutive 15 minute periods.
6. Leakage is defined as the quantity of water to be supplied into the newly
laid pipe, or any valved section thereof, necessary to maintain the
specified leakage test pressure after the pipe has been filled with water
and the air expelled. No piping installation will be accepted until the
leakage is less than ten (10) gallons per inch of pipe diameter per mile of
pipe per 24 hours.
7. Cracked or defective pipe, joints, fittings, or valves discovered in
consequence of this test shall be removed and replaced with sound
materials, and the test shall be repeated until the test results are
satisfactory. Precautions shall be taken to remove or otherwise protect
equipment in, or attached to, pipe to prevent damage or injury thereto.
January 2021 Project#18.00342 332700—Page 42

8. Tests of insulated and concealed piping shall be made before the piping is
covered or concealed. No leakage will be allowed under the above tests
for piping in buildings, structures or on bridges.
9. Ductile iron force main piping shall be tested in accordance with
AWWA C600, while all PVC force main piping shall be tested in
accordance with AWWA M23. HDPE force main piping shall be tested in
accordance with ASTM F2164.
F. Inspection and Testing of Manholes:
1 . Manholes shall be constructed to provide a true circular inside diameter
with properly corbeled tops, satisfactory inverts and properly placed steps
and castings. Any visible leaks in the manholes shall be completely
stopped to the satisfaction of the Engineer.
2. All sanitary sewer manholes constructed by the Contractor shall be
vacuum tested for leakage in the presence of the Engineer. Vacuum
testing shall be performed in accordance with ASTM C1244. The vacuum
test requirement will not apply to any existing manhole, or any existing
manhole that has been converted to a drop manhole by the Contractor.
3. The Contractor shall furnish all labor, equipment, and any appurtenant
items necessary to satisfactorily perform the vacuum test. All testing
equipment shall be approved for vacuum testing manholes.
4. Vacuum Testing Procedure:
a. Vacuum test the assembled manhole after completing pipe
connections, sealing and allowing mortar or cement proper curing
time. Plug pipes with suitably sized and rated pneumatic or
mechanical pipe line plugs. Place plugs a minimum of 6 inches
beyond the manhole wall and brace to prevent displacement of the
plugs or pipes during testing.
b. All lifting holes shall be plugged with an approved non-shrink grout inside
and out. Manhole joints shall be grouted from the outside only. All pipes
entering the manhole shall be plugged. The Contractor shall securely brace
the plugs in order to keep them from being drawn into the manhole. The
test head shall be placed at the inside of the top of the cone section of the
manhole and the seal inflated in accordance with the manufacturer's
recommendations.
c. Position the vacuum tester head assembly according to the
manufacturer's recommendations. Draw a vacuum of 10 inches of
mercury, close the valve on the vacuum line and shut off the vacuum
pump and measure the time for the vacuum to drop to 9 inches of
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mercury. The manhole shall pass when the time to drop to 9 inches
of mercury meets or exceeds the table below:
Manhole Vacuum Testing Time (Seconds)
Manhole Manhole Diameter (Inches)
Depth (Feet) 48 60 72
0-8 20 26 33
10 25 33 41
12 30 39 49
14 35 46 57
16 40 52 67
18 45 59 73
20 50 65 81
22 55 72 89
24 59 78 97
26 64 85 105
28 69 91 113
30 74 98 121
d. If the manhole fails the test, remove the head assembly and coat the
manhole interior with a soap and water solution and repeat the
vacuum test for approximately 30 seconds. Leaking areas will have
soapy bubbles. Make the necessary repairs and repeat the test until
the manhole passes.
5. Vacuum testing is not required on manholes with pipe connections in
excess of 30 inches in diameter.
G. Final Acceptance:
1. The Engineer will notify the Contractor, in writing, as to the satisfactory
completion of the work in any or all sections of gravity sanitary sewer pipe,
force main and manholes, included in the project.
2. Upon such notification, the Contractor shall immediately remove all
construction equipment, excess materials, tools, debris, etc. from the
site(s) and leave the same in a neat, orderly condition acceptable to the
Engineer.
3. Final landscaping requirements and restoration of surfaces shall then be
completed by the Contractor in accordance with their respective
specification sections and as shown on the drawings.
END OF SECTION 332700
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SECTION 332735 EXPOSED PIPING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including Modified General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. The work to be performed under this Specification shall consist of furnishing and
installing all materials and performing all labor required to install exposed piping
and appurtenances as required to complete the project.
B. Related Sections:
1 . Division 09 Section "Painting"
2. Division 33 Section "Air Piping"
3. Division 33 Section "Water Pipe and Appurtenances".
4. Division 33 Section "Sanitary Sewer Pipe and Appurtenances".
1.3 PERFORMANCE REQUIREMENTS
A. The work under this section consists of furnishing all materials, labor, equipment,
incidentals and services required for the complete installation of exposed piping,
fittings, valves and appurtenances within buildings, vaults and other structures as
shown on the drawings and specified herein.
B. All work in connection with installation of exposed piping, fittings, valves and
appurtenances shall comply with all current requirements of authorities having
jurisdiction. The Contractor is responsible for being familiar with and adhering to
these requirements.
C. The Contractor shall inspect the locations of the proposed work associated with
this section and shall familiarize themselves with the conditions under which the
work will be performed, and with all necessary details and the suitability of their
equipment and methods for the work required. The omission of any installation
details which may not appear within the Contract Documents shall not relieve the
Contractor of full responsibility for completing the work as necessary.
January 2021 Project#18.00342 332735—Page 1

1.4 SUBMITTALS
A. Shop Drawings: The Contractor shall submit complete shop drawings to Engineer
to include at least the following:
1. Descriptive literature, product data, and catalog cut sheets.
2. Single line piping layout for the project.
3. Manufacturer's certification of factory tests.
4. If field welding is necessary, AWS issued welding certificates shall be
provided.
1.5 QUALITY ASSURANCE
A. All materials shall be first quality with smooth interior and exterior surfaces, free
from cracks, blisters, honeycombs, and other imperfections, and true to
theoretical shapes and forms throughout.
B. All materials shall be subject to the inspection of the Engineer at the plant, or
other point of delivery for the purpose of culling and rejecting material that does
not conform to the requirements of these Specifications. Such materials shall be
marked by the Engineer and the Contractor shall remove it from the project site
upon notice being received of its rejection.
C. All ductile iron, black steel, or galvanized steel piping shall be provided by a single
manufacturer. All Type 304 or 316 stainless steel piping shall be provided by a
single manufacturer. Piping manufacturers shall have at least five (5) years of
experience in manufacturing the applicable supplied pipe.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Contractor shall coordinate material deliveries with the manufacturer/supplier. All
materials shall be handled and stored in accordance with the manufacturer's
recommendations using methods that will prevent damage to the materials.
B. The Contractor shall unload pipe, fittings, valves and appurtenances so as to avoid
deformation or other injury thereto. Pipe shall not be placed within pipe of a larger
size and shall not be rolled or dragged over gravel or rock during handling. If any
defective material is discovered, it shall be removed and replaced with sound pipe
or shall be repaired by the Contractor in an approved manner and at their expense.
C. The Contractor shall store all pipe and appurtenances on sills above storm
drainage level and delivered for installation. Do not store any plastic or rubber
materials in direct sunlight.
D. Protect pipe, fittings, valves and appurtenances from dirt and damage.
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E. When any material is damaged during transporting, unloading, handling or storing,
the undamaged portions may be used as needed, or, if damaged sufficiently, the
Engineer will reject the material as being unfit for installation.
1.7 WARRANTY
A. All materials shall be warranted to be free from defects in workmanship and
materials for one (1) year following final acceptance by the Owner.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Unless otherwise shown, all exposed piping, fittings and valves shall be
ductile/cast iron as specified elsewhere within these specifications.
B. Stainless Steel Pipe:
1. Stainless steel pipe shall be Grade TP 304, Schedule 40S, 10S, or 5S, or
as indicated. Pipe shall be annealed, pickled, and passivated to comply
with ASTM A312. Fittings shall be suitable for the pipe and comply with
ASTM A403. Welding shall be in accordance with all applicable ANSI
standard.
2. Field welds shall be fusion-welded in accordance with ANSI/AWS B31.1.
All welding is to be performed by welders certified by the AWS in
accordance with the requirements set forth in the AWS D1.1 Structural
Welding Code.
3. Ends shall be flanged unless otherwise indicated on the plans.
4. Flanges shall conform to ANSI/ASME B16.5, Class 150,
5. Threaded ends shall conform to ANSI/ASME B1 .20.1. Threaded fittings
shall conform dimensionally to ANSI/ASME B16.3, Class 150.
C. Welded Steel Pipe:
1 . Welded Steel Pipe shall be manufactured in accordance with AWWA C-200
(NSF 61). Welded Steel Fittings shall be manufactured in accordance with
AWWA C-207 Fittings Flanged ends shall be faced and drilled per ANSI
B16.1 Class 125.
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2. The interior of all Welded Steel Pipe and Fittings shall be lined with an epoxy
coating in accordance to AWWA C-210. The exterior of all Welded Steel
Pipe and Fittings shall have an epoxy protective coating adhering to AWWA
C-210.
3. Flange isolation kits shall be utilized between welded steel fittings and
ductile iron fittings and shall be manufactured per NSF/ANSI 61. Isolation
kits shall be manufactured by GPT Industries, APS, or approved equal.
2.2 PIPING, FITTINGS, AND VALVES
A. Valves on exposed piping shall be operated by handwheel and shall have an
arrow cast in the metal indicating the direction of opening.
B. Gate valves located inside structures shall be of the rising stem type unless
otherwise specified.
C. Use reducing fittings throughout piping systems. Bushings will not be allowed
unless specifically shown on the Drawings or approved by the Engineer.
D. All copper tubing shall be Type "K" flexible copper tubing in accordance with
ASTM B 88.
E. All fittings for copper tubing shall be pressure-seal (compression-type) fittings.
2.3 PIPE HANGERS AND SUPPORTS
A. In general, hangers and supports shall be provided as necessary to rigidly
support the piping, fittings and valves. Unless explicitly stated on the drawings,
in no case shall pipe hangers and supports be spaced greater than ten feet (10'-
0") apart. Pipe hangers and supports shall be placed at or near all changes in
direction of the conduit or unit being supported. Refer to drawings that show
piping to have closer hanger and/or support spacing.
B. All supports, hangers, and accessories shall be the manufacturer of either Fee
and Mason, Grinnell, Carpenter and Patterson, Unistrut, or other approved
manufacturer of comparable experience.
C. All hangers and supporting devices shall be shipped with standard factory finish,
unless otherwise specified.
2.4 WALL AND FLOOR CASTINGS AND SLEEVES
A. Wall and floor castings shall be provided for ductile iron pipes which pass through
the walls or floors of structures below grade or below the water line of water
retaining structures.
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B. Wall and floor castings shall be ductile or cast iron and shall be provided with
integral waterstops. End connections shall be flanged or plain end as indicated
on the plans.
C. Copper tubing passing through walls and floors of structures shall be installed in
sleeves. A separate sleeve shall be provided for each tube. Where sleeves pass
through exterior walls or floors of structures, or where water tightness is required,
the space between the tube and the sleeve shall be caulked on both sides with
an approved caulking material.
D. Unless otherwise shown, sleeves shall be fabricated from Schedule 40 Steel
Pipe.
E. Sleeves to be caulked shall have welded waterstops on the outside and caulking
rings on the inside. Sleeves installed in walls have been flush with wall surfaces.
Floor sleeves shall have floor and ceiling plates where finished appearance is
required. Where no floor plates are required, sleeves shall extend 6" above the
finished floor.
2.5 GAUGES
A. All pressure gauges shall be stainless steel, glycerin-filled gauges with a
minimum dial size of 3 inches meeting the requirements of ASME B40.1,
Grade 1A.
B. Pressure gauges shall be selected which most completely utilize the full range of
the gauge while accommodating the maximum anticipated pressures within the
piping system.
C. Gauges shall read pressure in "pounds per square foot" and incorporate a flexible
diaphragm seal between the pressurized liquid being conveyed and the pressure
gauge. The diaphragm seal shall be either the inline-saddle type design with a
minimum diaphragm surface of 5 square inches or the complete flow-thru type
design with flange connection. Inline saddle diaphragms and housing parts
exposed to the pressurized liquid being conveyed shall be type 316 stainless
steel. The flexible cylinder protecting the sensing liquid on the flow-thru design
shall be Buna N and the flanges shall be type 316 stainless steel. The inside
diameter of the flow-thru assembly shall be the same as the adjacent discharge
piping. Gauges shall be mounted on a tap equipped with a valve to allow
complete isolation and removal of the gauge without system shut down.
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PART 3 - EXECUTION
3.1 PIPING INSTALLATION
A. All piping is to be installed in strict accordance with the manufacturer
recommendations and the contract specifications.
B. Installation manuals from various material suppliers shall be furnished to the
Engineer for his review and approval prior to installation of any material if so
requested. The Engineer may augment any manufacturer's installation
recommendations.
C. Proper tools, implements, and facilities satisfactory to the Engineer shall be
provided and used for the safe and convenient prosecution of pipe installation.
D. All pipe, fittings, valves, and other materials used in the installation of pipe shall
be placed by means of suitable equipment in such a manner to prevent damage
to the pipe materials, to the protective coating on the pipe materials, and to
provide a safe working condition to all personnel.
E. Each piece of pipe, fitting, and valve being installed shall be carefully given a final
inspection to see that it is clean, sound and free of defects. Pipe shall be removed
at any time if broken, injured or displaced in the process of installation.
F. Neatly install exposed piping in plumb, vertical and horizontal alignments as
shown on the Drawings arranged such that they are parallel and at right angles
to walls and other piping and equipment and shall be graded such that the system
can be drained.
G. Alignment of piping smaller than 4-inches may not be shown. However, install
according to the Drawing's intent and with clearance and allowance for expansion
and contraction, operation and access to equipment, doors, windows, hoists,
moving equipment, headroom and walking space for working areas and aisles,
and system drainage and air removal.
H. Changes in direction of pipes shall be made by using straight pipe and fittings.
I. When cutting short lengths of pipe, a pipe cutter, as approved by the Engineer,
will be used and care will be taken to make the cut at right angles to the center
line of the pipe or on the exact skew as shown on the plans.
J. The Contractor shall utilize restrained joints, threaded rods, or concrete thrust
blocks as required to adequately restrain all piping, fittings, and valves.
K. Isolation valves shall be restrained so that adjacent fittings or valves can be
removed with the isolation valve closed (i.e., gate valve or plug valve adjacent to
a check valve).
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L. Install expansion devices as necessary to allow expansion/contraction
movement.
M. Provide easily accessible drain points for all utility piping to allow complete
drainage of system.
3.2 PIPING CONNECTIONS
A. All pipe joints shall be constructed in strict accordance with the pipe
manufacturer's specifications and materials. Any deviation must have prior
approval of the Engineer.
B. Exercise care in bolting flanged joints so there is no restraint on the opposite end
of pipe, fitting or valve which would prevent uniform gasket pressure at
connection or would cause unnecessary stresses to be transmitted to other pipe
or equipment flanges.
C. Tighten all flange bolts at uniform rate which will result in uniform gasket
compression over entire area of joint. Provide tightening torque in accordance
with the manufacturer's recommendations.
D. Support and match flange faces to uniform contact over their entire face area
prior to installation of any bolt between piping flanges and/or equipment flanges.
E. Permit piping connected to equipment to freely move in directions parallel to
longitudinal centerline when and while bolts in connection flanges are tightened.
F. Align, level, and wedge equipment into place during fitting and alignment of
connecting piping.
G. Grout equipment into place prior to final bolting of piping but not before initial
fitting and alignment.
H. To provide maximum flexibility and ease of alignment, assemble piping with
gaskets in place and a minimum of four bolts per joint installed and tightened.
Test alignment by loosening flange bolts to see if there is any change in
relationship of piping flange with other piping, fittings, valves or equipment
flanges. Realign as necessary, install all flange bolts and make all final
connections.
I. Threaded joints shall be made tight with Teflon tape, a stiff mixture of graphite,
and oil, or inert filler and oil applied to the male thread only. Virgin Teflon tape
shall only be used.
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3.3 UNIONS
A. All interior and exposed exterior piping systems shall be provided with an
adequate number of screwed unions for pipe lines 2" in diameter and less.
B. Unions shall be provided where shown on the plans and at control valves,
solenoid valves, and at other items of the connected equipment that may require
disconnection of the piping for service or maintenance.
C. Line sectionalizing unions shall be provided to facilitate the dismantling of any
branch line or of a section of the main line without disturbing the adjacent piping.
3.4 GAUGES
A. Assure gauge position is clear of equipment functions and movements and
location is protected from maintenance and operation of equipment.
B. Assure gauge is readable from an accessible standing position.
3.5 EQUIPMENT DRAINAGE AND MAINTENANCE PIPING
A. Provide drip pans and pipingat equipment where condensation mayoccur.
B. Run drain piping to nearest floor drain.
C. Avoid piping over electrical components such as motor control centers,
anelboards etc. If piping must be so routed, utilize a 16- au a 316 stainless
panelboards, PP g 9 9
steel drop pans under piping and over full length of electrical equipment. Hard
pipe drainage to nearest floor drain.
D. Collect system condensate at drip pockets, traps and blowoff valves and provide
drainage for process piping.
3.6 PIPE HANGERS AND SUPPORTS
A. Anchor or support exposed piping, fittings and valves subjected to dynamic forces
to prevent separation of joints and transmission of stress into equipment or
structural components not designed to resist those stresses.
B. Unless otherwise directed, no pipe, conduit, or appurtenant device shall be
supported from other piping, stairways, ladders, or walkways.
C. Where pipes run parallel and at same elevation or grade, they may be grouped
and supported from a common trapeze-type hanger, provided hanger rods are
increased in size to account for the total supported weight. The pipe in the group
requiring the least maximum distance between supports shall set the distance
between trapeze hangers.
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D. All non-rigid conduits requiring continuous support shall be laid in cable trays
adequately ventilated and of adequate size.
3.7 COPPER TUBING
A. Copper tubing shall be erected to proper lines and grades, and shall be
connected with soldered joints and fittings, or with compression fittings, as
specified or as shown. Joints in copper tubing to be installed in concrete will not
be permitted. Tubing to be installed shall have the minimum practicable number
of joints.
3.8 PAINTING
A. All exposed piping shall be painted in accordance with Section 099000 of these
specifications.
3.9 FIELD QUALITY CONTROL
A. After the pipe and appurtenances has been satisfactorily installed complete, the
newly installed pipe and valve sections shall be subjected to a hydrostatic
pressure leakage test.
B. Exposed waterlines shall be tested in conjunction with other water system testing
in accordance with Section 332660 of these specifications.
C. Exposed sewer force mains shall be tested in conjunction with other sewer force
main testing in accordance with Section 332700 of these specifications.
D. No leakage will be allowed under the above tests for piping in buildings and
structures. Cracked or defective pipe, joints, fittings, or valves discovered in
consequence of this test shall be removed and replaced with sound materials,
and the test shall be repeated until the test results are satisfactory.
E. Precautions shall be taken to remove or otherwise protect equipment in, or
attached to, pipe lines to prevent damage or injury thereto.
F. Tests of insulated and concealed piping shall be made before the piping is
covered or concealed.
G. The Contractor shall notify the Engineer when the work is ready for testing with
all testing done in the presence of the Engineer. All labor, equipment, water and
materials, including gauges, shall be furnished by the Contractor at his own
expense.
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3.10 CLEANING
A. Clean interior of piping systems thoroughly before installing and maintain pipe in
clean condition during installation.
B. Before jointing piping, thoroughly clean and wipe joint contact surfaces and then
properly dress and make joint.
C. Immediately prior to pressure testing, clean and remove grease, metal cuttings,
dirt, or other foreign materials which may have entered the system.
D. At completion of work and prior to Final Acceptance, thoroughly clean work
installed under these Specifications. Clean equipment, fixtures, pipe, valves and
fittings of grease, metal cuttings, and sludge which may have accumulated by
operation of system, from testing, or from other causes. Repair any stoppage or
discoloration or other damage to any equipment, the building, its finish, or
furnishings, due to failure to properly clean piping system, without cost to the
Owner.
3.11 STERILIZATION
A. After successfully completion of testing, all exposed water lines shall be sterilized
in conjunction with other water system sterilization in accordance with Section
332660 of these specifications.
END OF SECTION 332735
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