19960390 Ver 1_COMPLETE FILE_19960426

State of North Carolina IT 2
Department of Environment, NX?FA
Health and Natural Resources A • 0
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary p E H N F1
A. Preston Howard, Jr., P.E., Director
May 8, 1996
Gaston County
DEM Project # 960390
APPROVAL of 401 Water Quality Certification
City of Mount Holly
131 S. Main Street
Mount Holly, NC 28120
Dear Sirs:
You have our approval to place fill material in 0.02 acres of wetlands or waters for the purpose of
constructing a sewer line near SR 2036 and Fites Creek, as you described in your application dated 22
April 1996. After reviewing your application, we have decided that this fill is covered by General
Water Quality Certification Number 3022. This certification allows you to use Nationwide Permit
Number 12 when it is issued by the Corps of Engineers.
This approval is only valid for the purpose and design that you described in your application. If
you change your project, you must notify us and you may be required to send us a new application.
For this approval to be valid, you must follow the conditions listed in the attached certification. In
addition, you should get any other federal, state or local permits before you go ahead with your
project.
If you do not accept any of the conditions of this certification, you may ask for an adjudiatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing,
send a written petition which conforms to Chapter 150B of the North Carolina General Statutes to the
Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and
its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Environmental Management under Section
401 of the Clean Water Act. If you have any questions, please telephone John Domey at 919-733-
1786.
Sincerely,
ton Howar , Jr. P.E
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Asheville DEM Regional Office
Mr. John Dorney
Central Files
John McLaughlin; W.K. Dickson
960390.1tr
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NO 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 5W. recycled/109'. post consumer paper
rk W.K.
r DICKSON
1924 Cleveland Avenue
Charlotte, NC 28203
[phone] 0 FAX:[phone]
TO: D E M WATER QUALITY
PLANNING
ATTENTION: MR. JOHN DORNEY
C4 C Ull 3 0 0
LETTER OF TRANSMITTAL
ISSUEL
DATE: 4/22/96 JOB NO.: 96226.10 I
RE: MOUNT HOLLY JADCO HUGHES WATER
AND SEWER
We are sending you: 0 Attached F7Under separate cover
VIA: F7 Overnight Regular Mail Q Pick-up Hand Delivered
2 ?°
The following items: Shop Drawings Prints X Plano, Samples
8 Specifications 8 Copy of Letter Change Order 8
COPIES DATE NO. DESCRIPTION
7 4 / 22 / 96 REDUCED PLANS, SPECIFICATIONS, AND JOINT APPLICATION FORM
THESE ARE TRANSMITTED as checked below:
8 For Approval B As requested 8 Approved as submitted Returned for corrections
For your use For review and comment Approved as noted 8
Remarks:
PLEASE ACCEPT THIS SUBMITTAL FOR YOUR REVIEW / APPROVAL. IF YOU HAVE ANY QUESTIONS
PLEASE GIVE ME A CALL. ALSO SUBMITTED TO CORPS OF ENGINEERS. THANKS
COPY TO: EDDIE NICHOLS
SIGNED: JOHN W. McLAUGHLIN. P.E.
H.\FILES\W INW ORD\CLTTR
,wl 1SSUF
64 0 9 0
JEM ID: ACTION ID:
Nationwide Permit Req ested (Provide Nationwide Permit #): 12
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT,, I EALTH,
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535
ATTN: CESAW-CO-E Raleigh, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY t o {qqF,
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINEERS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT.
1. Owners Name: City bf Mount Holly
2. Owners Address: 131 S. Main Street, Mount-Holly, NC 28120
3. Owners Phone Number (Home):
N/A
(Work):
[phone]
4. If Applicable: Agent's name or responsible corporate official, address, phone number:
W. K. Dickson & Co., Inc.
John W. McLaughlin, P.E.
1924 Cleveland Avenue, Charlotte, NC 28203
5_ Location of work (MUST ATTACH MAP). County: Gaston
Nearest Town or City: Mount Holly, North Carolina
?00 or- Intersection of SR 2036 Street
Specific Location (Include road numbers, landmarks, etc.): & Intersection Ch?'zY
and Fites Creek.
6. Name of Closest Stream/River: Fites Creek to the Catawba River/Lake Wylie
7. River Basin: Catawba
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ ] NO [X]
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [X]
If yes, explain. N/A
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site: 0.02 AC
11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
Filled:
Drained:
Flooded:
Excavated:
0.02 AC
Total Impacted: 0.02 AC
E:z 0,3 '9 0
SECTION 02110
CLEARING AND GRUBBING
1. DESCRIPTION:
1.1 The clearing work covered by this section consists of cutting, removing and
properly disposing of vegetation and debris. Trees specifically identified on the plans to
be preserved shall be adequately delineated and flagged by the Contractor, such that
the balance of the work may be performed in a safe and harmless manner in the vicinity
of preserved trees. Such tree preservation will be considered part of the work and shall
be in conformance with applicable local codes and regulations.
1.2 The grubbing work covered by this section consists of removing and properly
disposing of all surface vegetation and debris. Where the material being removed is
high in organic matter content, such as root mat and other vegetative matter, it shall be
considered vegetation and removed as part of the work of grubbing. Where material
being removed consists predominantly of soils, such removal will be considered part of
the work covered by Section 02210 of these specifications, entitled Unclassified
Excavation and Grading.
1.3 The work of clearing and grubbing shall also include the removal and satisfactory
disposal of crops, weeds and other annual growth; the removal and satisfactory
disposal of fences, steps, walls, chimneys, column footings, other footings, foundation
slabs, basements, other foundation components, signs, junked vehicles, and other
rubble and debris; and the filling of holes and depressions. This work shall also be
performed in all non-wooded areas within the construction limits, shown on the project
plans upon which seeding and mulching, sprigging or sodding is to be performed.
As a part of the work of clearing and grubbing, the Contractor will be required to
perform the following:
1.3.1 Cut off and plug at the right of way or construction limits, as directed by the
Engineer, any private water or sewer line intercepted during the construction of the
project.
1.3.2 Cut off and remove from the construction area any septic tank or portion thereof
during the construction of the project.
1.4 Clearing and grubbing operations shall be completed sufficiently in advance of
grading operations as may be necessary to prevent any of the debris from the clearing
and grubbing operations from interfering with the excavation or embankment
operations.
02110-1 96226 12.95
1.5 The Contractor shall obtain, at his own expense, all necessary permits pertaining
to clearing and grubbing work not already secured by the Engineer. The Contractor
shall then provide a copy of any and all required permits to the Engineer.
2. MATERIALS:
2.1 Topsoil shall be considered to mean original surface soil, typical of the area,
which is capable of supporting native plant growth, and shall be free of large stones,
roots, brush, waste construction debris and other undesirable material.
3. INSTALLATION:
3.1 Clearing and grubbing shall be performed in areas as called for on the plans, the
limits of which shall coincide with the construction limits and in general shall extend 5
feet beyond top of cut or toe of fill, not to exceed the limits of the Owner's property.
Clearing and grubbing activities shall conform to Section 200 of the "Standard
Specifications for Roads and Structures" dated January 1, 1990, published by the North
Carolina Department of Transportation, except that grubbing shall be performed on all
cleared excavation and embankment areas and shall include the complete removal of
all stumps, roots and embedded debris.
3.2 The Contractor shall perform all clearing and grubbing operations before
construction operations begin.
3.2.1 Where adjacent areas within the site but outside the limits of construction are
disturbed as a result of clearing and grubbing activities, the Contractor shall remove all
debris and restore to the original grades and equal or better condition.
3.2.2 The Contractor shall exercise caution to protect and maintain all existing utilities
and underground works which are to remain. Any existing utilities or underground
works which are to remain that are disturbed during construction shall be repaired or
replaced at the Contractor's expense.
3.2.3 The Contractor must comply with all local, state and federal laws, ordinances
and regulations in the removal and disposal of clearing and grubbing of all vegetation,
timber. waste and all surface debris that must be hauled from the Project Site. No
burning of materials will be allowed on site. The Contractor shall properly dispose of all
cleared materials at his expense, in conformance with all applicable local and state laws
and ordinances with the exception of any materials to be reused or recycled as directed
elsewhere in this contract.
02110-2 96226 12-95
3.3 Stripping and storage of topsoil: All topsoil suitable for reuse, in the opinion of the
Engineer, shall be stripped to its full depth, all topsoil to be moved shall be free of large
stone, roots, brush, waste construction materials and other undesirable matter.
3.3.1 Topsoil stripping shall be accomplished from all topsoiled areas to be disturbed.
3.3.2 Existing lawn sods may be left to decompose with the topsoil. Heavier stands of
weeds and grasses shall be removed as directed by the Engineer prior to the stripping
operations.
3.3.3 The topsoil shall be kept separate from other excavated materials and stored in
stockpiles, the location of which shall be as directed by the Engineer. Topsoil shall be
stockpiled so that it shall not be subject to abnormal erosion and loss, and so that it
does not impede the flow of drainage runoff. The directed locations of topsoil stockpiles
will, when construction sequence permits, be located in areas that have previously
been graded to design rough grade.
3.3.4 Any excess topsoil shall be hauled off the Owner's property by the Contractor at
his expense.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 All work covered by this Section shall not be measured but shall be paid for
under the Unit Prices for related work.
END OF SECTION
02110-3 96226 12-95
SECTION 02222
EXCAVATING. BACKFILLING & COMPACTING FOR UTILITIES
1. DESCRIPTION: The Contractor shall furnish all labor, material, equipment, and
supplies, and shall perform all earthwork including excavation and backfill, pavement
removal, sheathing, bracing, shoring, pumping or bailing, dewatering, restoration and
cleanup; all as indicated, specified and/or necessary to complete the work.
1.1 Any reference to NCDOT standard specifications was obtained from "Standard
Specifications for Roads and Surfaces" published by the North Carolina Department of
Transportation. Unless otherwise noted, the most current date published applies.
1.2 Related Work: Reference the following specifications for related work:
02270 Erosion and Sediment Control
02575 Pavement Repair and Resurfacing
02933 Seeding and Mulching
2. MATERIALS:
2.1 Fill Material: Shall be classified as ML-low plasticity silt or better by the Unified
Soil Classification System and tabulated below:
Unified Class Description
Class 1 1/4" - 1-1/2" well graded stone including
coral, slag, cinders, crushed stone and
crushed shells
Class 11
GM Coarse gravel well graded
GP Coarse gravel poorly graded
SW Coarse sands well graded
SP Coarse sands poorly graded
Class III
GM Silty-sandy gravel
GC Clayey-sandy gravel
SM Silty-sands
SC Clayey-sands
02222-1 96226 12/95
Class IV
INAL Inorganic silts and fine sands
Fill material shall exhibit a plasticity index of less than 20, and Standard Proctor
maximum density at optimum moisture greater than 90 pounds per cubic foot.
2.1.1 The following materials are unacceptable:
Unified Class
Class IV
Description
CL Inorganic clays - low plasticity
MH Inorganic elastic silts
CH Inorganic clays - high plasticity
Class V
OL Organic silts
OH Organic clays
PT Highly organic soil
2.2 Washed Stone: Stone material where indicated shall be crushed stone or gravel
of strong, durable nature and shall conform to standard size No. 57 per NCDOT Section
1000.
2.3 Class C Concrete: Minimum 28-day compressive strength of 2000 psi.
3. CONSTRUCTION:
3.1 Existing Facilities:
3.1.1 Existing Utilities Shown on the Drawings: It shall be the Contractor's
responsibility to conduct the work in such a manner as to avoid damage to or
interference with any utilities services shown on the drawings. If such damage,
interference, or interruption of service shall occur as a result of his work, then it shall be
the Contractor's responsibility to promptly notify the Engineer of the occurrence and to
repair or correct it immediately, at his own expense, and to the satisfaction of the
Engineer and the Owner of the Utility.
3.1.2 Existing Utilities Not Shown on the Drawings: It shall be the Contractor's
responsibility to exercise all reasonable precaution in the performance of the work to
avoid damage to or interference with any utilities services, even though not shown on
the drawings. If such damage, interference, or interruption of service shall occur as the
02222-2 96226 12/95
result of this work, then the Contractor's responsibility will be the same as stipulated in
Paragraph 3.1.1 above.
3.2 Excavation and Backfill - General Requirements:
3.2.1 Pavement, gutters, sidewalks, aprons and curbs which will be disturbed by
excavation shall be removed and disposed of as a part of ordinary excavation. That
which is to be removed shall be cut or sawn along clean straight lines from that which is
to remain. Remove enough such that a minimum of twelve inches of undisturbed earth
remain between the excavation and that which is to remain.
3.2.2 Where required, and as approved by the Engineer, sheeting and bracing shall
be used to prevent injury to persons, caving of trench walls and to conform with all
governing laws and ordinances. Sheeting and bracing shall be left in place until the
trench is refilled to a safe limit. The top portion may then be removed, but the lower
portion shall remain undisturbed.
3.2.3 It is the responsibility of the Contractor to provide an adequate dewatering
system where required. The system shall be capable of removing any water that
accumulates in the excavation and maintaining the excavation in a dry condition while
construction is in progress. The surface of the ground shall be sloped away from the
excavation or piping provided to prevent surface water from entering the excavation.
Disposal of water resulting from the dewatering operation shall be done in a manner
that does not interfere with normal drainage, and does not cause damage to any portion
of the work or adjacent property. All drains, culverts, storm sewers and inlets subject to
the dewatering operation shall be kept clean and open for normal surface drainage.
The dewatering system shall be maintained until backfilling is completed or as
otherwise directed by the Engineer. All damage resulting from the dewatering
operation shall be repaired by the Contractor to the satisfaction of the Engineer and at
no cost to the Owner.
3.2 The Contractor shall erect, maintain, and safeguard temporary bridges,
walkways. or crossings where it is necessary to maintain traffic. Where trenches are
open in the vicinity of pedestrian or vehicular travel lanes, suitable carriers will be
constructed and maintained and the work will be further protected from sunset to
sunrise with a sufficient number of lights or flares to fully protect the public from
accidents on account of construction.
3.3 If the specified depth for foundations proves insufficient to reach firm ground, the
Engineer shall be notified and will furnish instructions for proceeding with the work.
02222-3 96226 12/95
3.4 Rock, wherever used as a name for excavation material, shall mean boulders
exceeding one-half cubic yard in volume or solid ledge rock, which in the opinion of the
Engineer, requires for its removal drilling and blasting, or wedging or sledging and
barring. Where rock excavation is necessary, the Contractor shall excavate the same
as near the neat lines of the trench as practicable and he shall take all due precautions
in the pursuance of the work. He will be held strictly responsible for all injury to life and
to public and private property.
3.4.1 Rock shall be removed from the excavation to the following limits:
a. Trenches - The diameter of the pipe plus 8-inches on each side, extending six
inches below the pipe wall and bell.
b. Structures - 12-inches beyond the vertical plane of the structure on all sides and
on the bottom only to the depth necessary for proper installation.
3.5 Blasting: Prior to commencing any blasting operations the Contractor shall notify
the Engineer and either the Local Fire Department - Fire Prevention Section or the
County Fire Administrator (as applicable) and obtain blasting permits as required. The
Contractor must furnish proof (certification) of insurance specifically covering any and
all obligations assumed pursuant to the use of explosives.
All blasting operations shall be conducted in strict accordance with any and all
decrees, rules, regulations, ordinances, laws as may be imposed by any regulatory
body and/or agency having jurisdiction over the work relative to handling, transporting,
use and storage of explosives. Blasting shall be done only by competent, and
experienced men whose activities shall be conducted in a workmanlike manner.
Satisfactory information must be provided to the Engineer, that the blaster meets or
exceeds the qualifications enumerated in OSHA Regulations Part 1926, Subpart U,
Section 1926.901 - Blaster Qualifications.
The Contractor shall protect all structures from the effects of the blast and repair
any resulting damage. If the Contractor repeatedly uses excessive blasting charges or
blasts in an unsafe or improper manner, the Engineer may direct the Contractor to
employ an independent blasting consultant to supervise the preparation for each blast
and approve the quantity of each charge.
3.5.1 Overburden: Undisturbed overburden may be deemed adequate in lieu of
matting but only after the actual depth of the undisturbed overburden has been
determined and adjudged sufficient by the Engineer. Under no circumstances will loose
or fill overburden be adequate without the use of weighted mats.
02222-4 96226 12195
3.5.2 Permission to Blast: The Contractor shall not be allowed to blast before 9 a.m.
or after 3 p.m. without approval of the Engineer and Owner. Blasting will not occur
within any rights-of-way maintained by any agency (D.O.T., R.R., Gas, Owner, etc.)
without specific approval of the controlling agency and only in accordance with their
respective requirements (as exceeded herein).
The Contractor shall be held responsible for any and all injury to persons or
damage to public or private property.
3.5.3 The Contractor shall not use excavated rock as backfill material. Dispose of rock
which is surplus or not suitable for use as rip rap.
3.5.4 Monitoring: The Contractor shall notify the Engineer prior to any blasting.
Additionally, the Contractor shall notify the Engineer before any charge is set.
Following review by the Engineer regarding the proximity of permanent structures to the
blasting site, the Engineer may direct the Contractor to employ an independent,
qualified specialty sub-contractor, approved by the Engineer, to monitor the blasting by
use of seismograph, identify the areas where light charges must be used, conduct pre-
blast and post-blast inspections of structures, including photographs or videos, and
maintain a detailed written log.
4. STRUCTURE EXCAVATION AND BACKFIL :
4.1 Structure Excavation shall be made at the locations shown on the plans and to
the exact subgrade required. Bottom of excavations shall be level and in firm, solid
material, with soft material or voids treated as specified. Excavated areas shall be kept
free of water during the construction period. Where earth will stand, footing trenches
may be cut to the exact size of the footings; otherwise, forms shall be used. Where
necessary, sides of excavations shall be shored and sheathed, or cofferdams built, as
required for protection of the work and personnel.
4.1.1 Wherever excavation for a foundation extends below the water table or where
specifically indicated on the plans, washed stone shall be placed to a minimum
thickness of 12 inches, unless otherwise shown, prior to placing the foundation. The
washed stone shall be compacted to 90% of maximum as determined by the Standard
Proctor test (ASTM D698).
4.1.2 If the specified depth for foundations proves insufficient to reach firm ground, the
Engineer shall be notified for furnishing instructions and proceeding with the work.
4.1.3 An adequate dewatering system shall be provided at all structure excavations
and elsewhere as directed by the Engineer. If a well-point system is used, the
02222-5 96226 12/95
Contractor shall submit plans to the Engineer for approval. The system shall be
capable of removing any water that accumulates in the excavation and maintaining the
excavation in a dry condition while construction is in progress. The surface of the
ground shall be sloped away from the excavation or piping provided to prevent surface
water from entering the excavation. Disposal of water resulting from the dewatering
operation shall be done in a manner that does not interfere with normal drainage, and
does not cause damage to any portion of the work or adjacent property. All drains,
culverts, storm sewers and inlets subject to the dewatering operation shall be kept
clean and open for normal surface drainage. The dewatering system shall be
maintained until backfilling is complete or as otherwise directed by the Engineer. All
damage resulting from the dewatering operation shall be repaired by the Contractor to
the satisfaction of the Engineer and at no cost to the Owner.
4.2 Structure Backfill shall be done with material free from large clods, frozen earth,
organic material or any foreign matter, and shall evenly and carefully be placed and
tamped in horizontal layers. Compaction equipment specifically designed for these
purposes must be present and operational at the job site and shall be utilized
throughout to obtain uniform compaction. The degree of compaction and the density
shall be determined by the Standard Proctor Test (ASTM D698), with compaction
requirements as follows:
Percent of Maximum Density
at Optimum Moisture Location
98
Top 12" of fill pavement or
surfacing.
95 Full depth beneath all roads-
paved or unpaved, driveways,
sidewalks and undercut backfill
for structure excavation.
90
All other areas not defined above.
4.2.1 No backfill shall be placed against a structural wall until all connecting structural
members are in place. It shall be the Contractor's responsibility to provide compaction
to such a degree that subsidence after placing shall not be detrimental to the stability or
appearance of the structure, adjacent ground, or paved areas. The Contractor shall
provide adequate protection to all structures during backfilling and shall use every pre-
caution to avoid damaging or defacing them in any way. Contractor shall be
responsible for the protection of all structures from damage or flotation prior to backfill
being placed.
02222-6 96226 12/95
4.2.2 Unless otherwise approved by the Engineer, liquid-retaining structures shall not
be backfilled until tested for leakage.
5. UNSTABLE SUBGRADE:
5.1 Should unstable soil, organic soil, or soil types classified as fine-grained soils
(silts and clays) by ASTM D-2487 be encountered in the bottom of pipe trenches or
structure excavations, such soils shall be removed to a depth and width determined by
the Engineer, properly disposed of and shall be backfilled with crushed stone conform-
ing to the Department of Transportation Specifications, Size 57. Placement shall not
exceed 12-inches loose and compacted to 90% of the dry density determined by the
Standard Proctor test ASTM D698 (Class C concrete may be substituted in place of #57
stone at the Contractor's option. A 24-hour cure must be given before proceeding with
the work).
6. SITE GRADING:
Site grading shall conform to the grades indicated by the finish contours on the
plans. Where topsoil, pavement, gravel or crushed stone surfacing and other items are
shown, rough grade shall be finished to such depth below finish grade as necessary to
accommodate these items. All areas where structures are to be built on fill shall be
stripped to such depth as necessary to remove tun`, roots, organic matter and other
objectionable materials.
6.1 Excavation shall be made to the exact elevations, slopes and limits shown on
the plans.
6.1.1 Material excavated may be used as fill material as long as it meets the material
requirements established herein. Acceptable material must be stockpiled neatly onsite
and clear of all unsuitable materials to be removed from the site.
6.2 Fill. Shall incorporate only acceptable materials defined herein. It shall not
contain organic material. roots, debris or rock larger than 6 inches in diameter.
6.2.1 Where fill is to be placed, all existing vegetation, roots and other organic matter
down to 12 inches below grade shall be stripped and disposed of as directed.
6.2.2 After clearing existing vegetation, at the Engineer's discretion, the site may
require proof rolling to insure that all unstable material has been removed. Proof rolling
shall be done in the Engineer's presence, utilizing a loaded dumptruck or similar
pneumatic-tired vehicle with a minimum loaded weight of 25 tons.
02222-7 96226 12/95
6.2.3 Fill shall be placed in successive compacted layers not to exceed 6 inches
compacted thickness. Each layer shall be spread evenly and compacted as specified
below before the next layer is placed.
6.2.4 Rock shall not be incorporated in fill sections supporting pavement or structures.
6.2.5 Where natural slopes exceed 3:1, horizontal benches shall be cut to receive fill
material. Slopes of less than 3:1 and other areas shall be scarified prior to placing fill
material.
6.2.6 Borrow material, as required, shall be provided by the Contractor at his own
expense. Borrow material on site may be utilized provided it complies with these
specifications.
6.3 Compaction: Unless otherwise noted, each layer of fill and backfill and the top
12 inches of existing subgrade material in cuts shall be compacted by approved
equipment as specified below. The degree of compaction and the density shall be
determined by the Standard Proctor Test (ASTM D698).
Percent of
Max. Dry Density at
Optimum Moisture Content
Top 12 inches of fill under
pavement or surface
98%
Fill under roads and structures 95%
Fill and backfill in other areas 90%
Material too dry for proper compaction shall be moistened by suitable watering
devices. turned and harrowed to distribute moisture, and then properly compacted.
When material is too wet for proper compaction, operations shall cease until such
material has sufficiently dried.
7. COMPACTION TESTS:
The Contractor shall provide compaction tests by an independent testing agency
selected by the Contractor and approved by the Engineer. The compaction tests shall
be taken at appropriate locations and frequency to demonstrate that the backfill (or fill)
02222-8 96226 12/95
has been placed to meet the minimum compaction density required. The testing
agency shall submit written test records to the Engineer for all compaction tests
performed. Minimum testing shall be:
1. One test per 500 CY of material placed at the Engineer's option.
2. One test per 10,000 square feet of fill placed for every foot of fill
thickness.
In the event that the soil compaction is not in compliance with these
specifications, then the Contractor shall take corrective action, at no cost to the Owner,
to compact the soils within the limits of the specifications. The Engineer shall be
notified within 24 hours of any failing compaction tests. Any retesting of failed areas
shall be performed only after corrective measures have been made by the Contractor to
bring the compacted soils into compliance. All retesting shall be performed with the
Engineer present.
8. SITE RESTORATION:
8.1 General: All surfaces disturbed by the Contractor in the work shall be restored to
a condition equal to or better than that which existed prior to commencement of the
work, except as otherwise specified herein.
8.2 Pipe drains, headwalls, catch basins, curbs and gutters, and all incidental
drainage structures shall be restored using like materials and details at no additional
cost to the Owner. The Contractor shall maintain drainage during construction.
8.3 All cuts, fills and slopes shall be neatly dressed off to the required grade or
subgrade, as indicated on the plans.
8.4 Grassed areas shall be restored at no additional cost to the Owner. Disturbed
areas shall be covered with two (2) inches of topsoil, furnished by the Contractor from
an approved source and of approved quality, then shall be fertilized, and seeded to
match existing adjoining areas. All ditches shall be restored to their existing grade, line
and cross section.
8.5 Paved surfaces shall be restored in accordance with the provisions of Section
02575.
02222-9 96226 12/95
9. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
Excavating, backfilling & compacting for utilities shall not be measured and paid
for as such but shall be treated as incidental work except where otherwise noted.
Where excavating, backfilling & compacting for utilities is treated as incidental, its cost
shall be included in the prices bid for other parts of the work. All rock excavation for this
project shall be unclassified.
END OF SECTION
02222-10 96226 12195
SECTION 02270
EROSION AND SEDIMENT CONTROL
DESCRIPTION:
1.1 Erosion and sedimentation control shall be provided by the Contractor for all
areas of the site denuded or otherwise disturbed during construction. The Contractor
shall be responsible for all installation, materials, labor, and maintenance of erosion and
sediment control devices, as well as removal of temporary erosion and sediment control
devices shown on the plans or required to protect all downstream properties, natural
waterways, streams, lakes, ponds, catch basins, drainage ditches, roads, gutters,
natural buffer zones, and man made structures.
1.2 Erosion and sediment control procedures and facilities shall conform to the
Erosion and Sediment Control Planning and Design Manual" as published by the North
Carolina Sedimentation Control Commission, Sections 107 and 225 of the "Standard
Specifications for Roads and Structures" dated January 1, 1990, as published by the
North Carolina Department of Transportation and to all applicable local codes or
ordinances, whichever is more stringent.
1.3 Related Work: See the following sections for related work.
1. 02274 - Plain Rip Rap
2. 02275 - Stone for Erosion Control
3. 02933 - Seeding and Mulching
4. 02277 - Silt Fence
5. 02271 - Engineering Fabrics
2. MATERIALS:
2.1 Washed stone to be used in temporary sediment basins shall be of strong,
durable nature, resistant to weathering and shall be graded to conform to Standard Size
Number 57 per Section 1000 of the "Standard Specifications for Road and Structures"
dated January 1, 1990, as published by the North Carolina Department of
Transportation.
2.2 Refer to other sections within these specifications as listed in Item 1.3 above for
other material specification required in the installation of erosion and sediment control
facilities.
02270-1 96226 12/95
3. INSTALLATION:
3.1 General Requirements:
3.1.1 The Contractor shall follow the erosion control construction sequence schedule
as shown on the contract drawings, except that should circumstances dictate that extra
precaution be taken to prohibit erosion and sedimentation on the project, the Contractor
will, at his own expense, take preventative measures as needed.
3.1.2 The Contractor is required to maintain all erosion and sediment control facilities
to insure proper performance throughout the construction phase and until such time all
disturbed areas are permanently stabilized.
3.1.3 Upon completion of construction or successful permanent stabilization of all
areas which were disturbed before or during construction operations or as indicated on
the construction drawings, whichever occurs last, the Contractor shall remove all
temporary erosion and sediment control devices and facilities from the project site. The
Contractor shall retain these items for future use or properly dispose of these items
offsite.
3.1.4 The Contractor shall provide temporary or permanent ground cover as called for
on the construction plans within thirty (30) working days after disturbance of any areas
on the site.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 All work covered by this section shall not be measured but shall be paid for
under the unit prices for related work.
END OF SECTION
02270-2 96226 ,ves
SECTION 02275
STONE FOR EROSION CONTROL
1. DESCRIPTION: The work covered by this section consists of the furnishing,
stockpiling if directed, placing and maintaining an approved stone liner placed in or at
ditches, swales, pipe inlets, pipe outlets, and at other locations designated on the plans
or directed by the Engineer. The Contractor shall furnish all equipment, tools, labor and
materials necessary to complete the work in accordance with the plans and
specifications.
2. MATERIALS:
2.1 Stone for erosion control shall conform to Sections 851, 895 and 1042 of the
"Standard Specifications for Roads and Structures" dated January 1, 1990, published
by the North Carolina Department of Transportation.
2.2 Stone for erosion control shall be resistant to the action of air and water, be of a
hard, durable nature and shall range in size as follows:
Class Size
A 211-611
B 511-1511
2.3 All stone shall meet the approval of the Engineer. While no specific gradation is
required, the various sizes of stone shall be equally distributed within the required size
range. The size of an individual stone particle will be determined by measuring along
its long dimension.
3. INSTALLATION:
3.1 Unless otherwise directed by the Engineer, the stone shall be placed on slopes
less than the angle of repose of the material and to the line, grade and slope as
indicated on the plans. The stone shall be placed so that the smaller stones are
uniformly distributed throughout the mass. All stone shall be placed in a neat, uniform
layer with an even surface meeting the approval of the Engineer.
3.2 At locations where stone is required for channel changes and drainage ditches,
the stone shall be placed prior to diverting the water into the channel changes and
drainage ditches.
3.3 At locations where stone is required at the outlet of pipe culverts, the stone shall
be placed immediately after completion of the pipe culvert installation.
02275-1 96226 12/95
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 All work covered by this section shall not be measured but shall be paid for
under the unit prices for related work.
END OF SECTION
02275-2 96226 12195
SECTION 02575
PAVING REPAIR AND RESURFACING
1. DESCRIPTION:
This section covers cutting and replacing pavement for the installation of utilities as
shown on the plans and as specified herein. Any NCDOT section referenced is
obtained from the "Standard Specifications for Roads and Structures" published by the
North Carolina Department of Transportation. Unless noted, the most current date
published applies.
1.1 Related Work: See the following sections for related specifications:
02222 Excavating, Backfilling & Compacting for Utilities.
2. MATERIALS:
2.1 Aggregate Base Course: Shall be in accordance with the NCDOT Section 1010,
Type B. Aggregate base course material shall consist of crushed stone, crushed or
uncrushed gravel, or other similar material displaying hard, strong durable particles free
from adherent coatings. All aggregate shall be from approved sources in accordance to
NCDOT Section 1005.
2.2 Bituminous Prime Coat: Cut-back asphalt used as prime coat shall conform to
NCDOT Section 600.
2.3 Bituminous Base Course Type HB: Shall conform to NCDOT Section 630,
Articles 1 through 4.
2.4 Bituminous Tack Coat: Shall conform to NCDOT Section 605, Articles 1 through
9.
2.5 Bituminous Surface Course Type 1-2: Shall conform to NCDOT Section 645,
Articles I through 4.
2.6 Portland Cement Concrete: Shall be composed of Portland cement, coarse
aggregate, fine aggregate and air entraining agent. Other admixtures may be added
with the Engineer's approval. All concrete shall develop a minimum of 3500 psi
compressive strength at 28 days. The concrete shall be air entrained to provide an air
content of 4.5 percent plus or minus 1.5 percent.
02575-1 MS 6193
3. CONSTRUCTION:
3.1 Pavement Cutting: Where the existing pavement is to be cut for installation of
pipe or other utilities, the contractor shall cut the pavement neatly in advance of
trenching. All pavement shall be cut to a straight edge with the method of cutting
subject to approval of the Engineer. Pavement shall be cut 12 inches wider on each
side of the excavated area. Ragged or irregular edges will be redone. Concrete
pavement shall be cut with a suitable concrete saw cutting equipment.
3.2 Trench Backfillina: Shall be in accordance to plans or as specified elsewhere
herein.
3.3 Aggregate Base Course: Shall be placed and compacted in accordance with
NCDOT Section 520, Article 8. The base course shall be placed at the same time the
trench is backfilled.
3.3.1 If the base course is designed to be used as a temporary travel surface, the
additional thickness shall be placed, compacted and maintained until the permanent
surface is placed. When preparing the base course for the final surface course, the
base course material shall be undercut to the thickness to accommodate the surface
course(s) and removed from the site, unless otherwise directed by the Engineer. The
final thickness of the base shall be within a tolerance of plus or minus 1/2 inch of the
base thickness required on the plans.
3.3.2 Backfilling with soil above an elevation to accommodate the final base thickness,
to be cut-out and replaced with base material at a later date, will not be allowed.
3.4 Prime Coat: Shall be applied to non-bituminous base course beneath
bituminous plant mixed pavements unless otherwise shown in the plans. The prime
coat shall be applied only when the surface to be treated is dry and the atmosphere
temperature in the shade is 400 F or above. Prime coat shall not be applied when the
weather is foggy or rainy. The base shall be clear of debris, dirt, clay or other
deleterious material prior to placing the prime coat.
3.4.1 Application of the prime coat consisting of asphalt grade MC-30 or grade RC-30
shall be applied at a rate of 0.18 to 0.45 gallons per square yard at an application
temperature range of 900 F to 1300 F.
02575-2 MS &93
3.5 Bituminous Concrete Surface Course Type 12: Pavement shall be replaced
within the same week that it is cut. If inclement weather delays pavement
replacement, the Contractor shall not cut additional pavement until he has notified the
Engineer and received specific permission and instructions. Any deviations from this
schedule could subject the Contractor to immediate shut-down or non-payment of
additional work performed until pavement repair is complete.
3.5.1 The bituminous plant mix placement and compaction shall conform to NCDOT
Section 610. If directed by the Special Conditions or the Engineer, density control and
determination shall be in accordance to Section 610, Article II.
3.6 Portland Cement Concrete shall be placed over a compacted sub-base of CABC
stone with the surface damp at time of placement. The concrete patch shall equal the
thickness of the surrounding pavement, but shall not be less than 4 inches thick. The
concrete shall be handled to prevent segregation and kept free from mud, soil or other
foreign matter.
3.6.1 Concrete placement shall not be undertaken or shall be discontinued when any
of the following conditions exist.-
1 . When the descending air temperature in the shade and away from
artificial heat reaches 400F.
2. When the subgrade or base course is frozen.
3. When the temperature of the concrete mix exceeds 900F.
4. When the time after batching exceeds 90 minutes.
3.6.2 Concrete finishing shall consist of screeding and floating to assist consolidation.
The surface texture shall closely resemble the texture of the surrounding pavement. A
uniform surface texture shall be applied by burlap dragging or other method acceptable
to the Engineer. The use of excessive water during finishing will not be permitted.
3 6.3 Concrete curing shall be accomplished with spray compounds, polyethylene film
or other methods acceptable to the Engineer. In no instance shall the method of curing
be allowed to damage the finished surface. Any concrete with excessive surface
damage will be considered defective work and removed and replaced at the
Contractor's expense.
02575-3 MS 6/93
3.6.4 Concrete shall be protected from cold for a minimum of 72 hours through thermal
blankets or other means acceptable to the Engineer. Thermal protection will be
required whenever the air temperature is expected to fall below 400F. Concrete
damaged as the result of freezing shall be removed and replaced at the Contractor's
expense.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 Pavement patching shall be paid for at the unit prices per linear foot stipulated in
the Proposal. Measurement for pavement patching shall be made along the centerline
of the pipe and only at locations where the centerline of the pipe lies within a paved
surface. Where the pipe centerline lies outside a paved surface, no measurement or
payment shall be made. The width of the patching or restoration will not be measured.
It shall be the responsibility of the Contractor to minimize the width disturbed or
removed.
4.2 Payment for pavement restoration (patching and repaving) shall include payment
in full for labor, materials, and equipment necessary to furnish, install and maintain the
base course (and any CABC temporary surface), removal of temporary CABC prior to
paving the final surface course, and permanent surface course.
END OF SECTION
02575-4 MS 6/93
SECTION 02601
MANHOLES, DROP CONNECTIONS AND CONFLICT MANHOLES
1. DESCRIPTION: The Contractor shall furnish all labor, materials, equipment and
supplies and shall perform all work necessary for the construction of all manhole drop
connections and conflict manholes complete and ready for use. The manhole drop
connections and conflict manholes shall be constructed at the locations and grades
shown or established by the Engineer and shall conform to the details shown on the
Plans.
1.1 Any reference to NCDOT standard specifications was obtained from "Standard
Specification for Roads and Surfaces" published by the North Carolina Department of
Transportation. Unless otherwise noted, the most current date published applies.
2. MATERIALS: Materials for manholes shall be new and shall be furnished by the
Contractor in accordance with the following requirements:
2.1. Manholes: Shall be precast reinforced concrete sections conforming to ASTM
C-478 and to the following.
2.1.1. Tops shall be eccentric cone where cover permits unless shown otherwise on
the drawings and flat slab tops otherwise. Bottoms shall be integrally cast unless the
Contractor proposes to use specialty bases ("Dog-House") at points of connection to
existing sewer mains. Any special bases or riser used must be detailed in shop
drawings and submitted for approval. Manhole wall and base dimensions shall conform
to C-478 or to the minimum dimensions shown on the drawings.
2.1.2. Manhole supplier shall design manhole sections to resist earth loads and to
resist uplift resulting from buoyant forces calculated with ground water table at the
ground surface. Wall and or base dimensions shall be increased accordingly.
2.1.3. Pipe connection shall consist of an approved continuous boot of 3/8 inch
minimum thickness neoprene as shown on the drawings conforming to ASTM C-923.
Boots shall be either cast into the manhole wall or installed into a cored opening using
internal compression rings. Installed boot shall result in a water-tight connection
meeting the performance requirements of ASTM C-443.
2.2 Frames and Covers: Shall be of domestic manufacture good quality cast iron of
uniform grain, conforming to ASTM A48, Class 30 or better, constructed in accordance
with details shown on the Plans.
02601 -1 MS/1.94
2.3. Manhole Steps: Shall be of aluminum or composite plastic-steel construction.
Aluminum steps shall be of aluminum alloy 6061T6. Composite plastic-steel steps shall
consist of a 1/2 inch deformed steel reinforcing rod encapsulated in a co-polymer
polypropylene plastic. reinforcing rods shall conform to ASTM A615, Grade 60; and
polypropylene plastic shall conform to ASTM D2146, Type II, Grade 16906. Minimum
design live load of steps shall be a single concentrated load of 300 pounds. Steps shall
be nine inches in depth and at least twelve inches in width. Steps shall have non-skid
top surfaces. All parts of aluminum steps to be embedded in concrete or masonry shall
be coated with bituminous paint or zinc chromate primer.
2.3.1. Steps shall be uniformly spaced not more than sixteen inches (16") on center,
including the spacing between the top step an the manhole cover. Steps shall be
embedded in the wall a minimum distance of 4 inches in either cast or drilled holes.
Steps shall not be driven or vibrated into fresh concrete and shall withstand a pullout
resistance of 2000 lbs. when tested in accordance with ASTM C 497. Each step shall
project a minimum of 5 inches from the wall measured from the point of embedment.
2.4. Concrete (poured in place): Air entrained Portland Cement Concrete having
minimum twenty-eight (28) day compressive strength of 3000 psi.
2.5. Joint Sealant: Butyl Rubber based conforming to AASHTO M-198, type B - butyl
rubber, suitable for application temperatures between 10 and 100 degrees F.
2.6. O-Ring or Gasket (Contractors Option): ASTM C-443.
2.7. Sand Cement:
2.7.1. Portland Cement: ASTM C50, Type I.
2.7.2. Sand: Clear, sharp, graded from fine to coarse, ASTM C-144.
2.7.3. Water: Clean and potable.
2.7.4. Mixture: One (1) part cement, two (2) parts sand.
2.8. Pipe and Fittings: Same as sewer pipe.
2.9. Precast Grade Rings: Shall be no less than 4" in height and conform to ASTM C
478.
2.10. Washed Stone: Stone material, crushed stone or gravel shall be strong, durable
and conform to standard size No. 57 per NCDOT Section 1000.
02601 -2 MS/1.94
3. CONSTRUCTION:
3.1. Excavation for all sanitary manholes shall be carried to a depth such as to
provide a minimum of 6 inches of washed stone bedding material below the bottom of
structures and extend to a minimum width of 8 inches beyond each side of structures.
3.2. Should unstable soil, organic soil, or soil types classified as fine-grained soils
(silts and clays) by ASTM D-2487 be encountered at the bottom of excavations, such
soils shall be removed to a depth and width determined by the Engineer and properly
disposed of. The resulting undercut shall be backfilled with washed stone. Placement
and compaction shall conform to applicable earthwork specifications.
3.3. Manholes shall be constructed of precast reinforced concrete with cast iron
frames and covers in accordance with details shown on the Plans.
3.4. Invert channels shall be smooth and accurately shaped to semi-circular bottom
conforming to the inside of the adjacent sewer sections. Inverts shall be formed of
concrete, and no laying pipe through manholes will be permitted. Changes in size and
grade shall be made gradually and evenly. The minimum bending radius of the trough
centerline shall be 1.5 times the pipe I.D. A minimum %" radius shall be provided at the
intersection of 2 or more channels.
3.4.1 Depressions, high spots, voids, chips or fractures over '/4" in diameter or depth
shall be filled with sand cement and finished to a texture reasonable consistent with that
of the formed surface.
3.5. Precast concrete bottom sections, risers, and top sections shall be fabricated
such that when assembled, they provide a manhole conforming to the depth required.
The Contractor shall be responsible for the furnishing and constructing manholes such
that the completed assembly is flush (0.1 foot above) finished grade or at other
elevations as may be shown on the drawings. No manhole assembly will be accepted
or paid for that will allow surface water inflow to occur through the cover due to poor
attention to construction grades.
3.6. Sections are to be assembled so as to provide a plum structure with uniform
bearing at all joints and at the base slab. Joints shall be thoroughly cleaned to remove
dirt and foreign material. The butyl rope sealant shall be unrolled directly against the
base of the spigot. Leave the protective paper in place until the sealant is fully in place.
Overlap rope from side to side, not top to bottom. Joints to be plastered smooth inside
and outside of manhole with a cement grout. Joints shall be water-tight.
02601 -3 MS/1.94
3.7. Pipes shall project into the manhole 2-inches and shall be mechanically sealed
with a molded neoprene boot.
3.8. Manhole frames and covers shall be set flush (0.1 foot above) with the finished
grade or as otherwise shown on the drawings. Precast adjustment (grade) rings shall
be used as required. No More than 8 vertical inches of grade ring will be allowed per
manhole. Seal frame to adjustment ring, or cone section with butyl sealing rope and
completely grout the ring to the top manhole section.
3.9. Drop connections shall be constructed in accordance with details shown on the
Plans.
3.10 Conflict Manholes and Manhole Alternates shall be constructed in accordance
with details shown on the plans.
4. TESTING: All manholes shall be tested in accordance with the
Infiltration/Exfiltration Test in Section 02730, unless otherwise directed by the Engineer.
5. METHOD OF MEASUREMENT AND BASIS OF PAYMENT- Manholes, Drop
Connections, Manhole Vent Pipes, existing manhole removal and existing manhole
abandonment shall be paid for at the unit prices specified in the Bid. All prices shall be
for full payment for all labor, materials, tools, equipment, backfilling, sheeting, shoring,
dewatering, and other costs necessary to complete the work as shown, directed and
specified.
5.1 Manholes are to be measured and the depth determined as the vertical distance
between top of the cast iron frame and the lowest pipe invert and rounded to the
nearest foot.
5.2 Drop Connections will be measured and paid for at the price per vertical foot,
rounded to the nearest foot.
5.3 Payments for manholes constructed over existing sewers shall be lump sum for
each specialty manhole identified, including all appurtenances for a complete
installation at each location identified.
END OF SECTION
02601 -4 MS/1.94
SECTION 02665
WATER LINES VALVES AND APPURTENANCES
1. DESCRIPTION: The Contractor shall furnish all labor, materials, equipment and
supplies and shall perform all work necessary for the construction of water lines, valves
and appurtenances; complete, disinfected, tested and ready for use. The water lines
and valves shall be constructed of the size and at the locations shown on the plans.
1.2 Related Work: See the following Sections for related specifications:
02222 Excavating, Backfilling & Compacting for Utilities
02933 Seeding & Mulching
2. MATERIALS: All materials for water line shall be new and shall be furnished by the
Contractor in accordance with the following requirements unless shown otherwise on
the plans.
2.1. Water Lines 2 Inch Through 16 Inch:
2.1.1 Ductile Iron Pipe:
Pipe: Latest revision ANSI/AWWA C150 "Thickness Design of Ductile Iron Pipe", 3"
through 12" pressure class 350 psi, 14" through 16" pressure class 250 psi and latest
revision AWWA C151 "Ductile Iron Pipe, Centrifugally Cast for Water and Other liquids,
unless shown otherwise on the drawings.
Fittings: AWWA C110, gray or ductile iron, or AWWA C153 ductile iron compact
fittings.
Joints: AWWA C111 push-on or mechanical for general buried service; AWWA C115
flanged for exposed service unless shown otherwise. Flange material shall match pipe
material
Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat.
2.1.2 INTENTIONALLY OMITTED
2.1.3. PVC Pipe, 2 Inch and 3 Inch:
Pipe: ASTM D-2241 "Polyvinyl Chloride (PVC) Pressure Water Pipe". Pipe provided
shall be iron pipe size. Pipe shall be pressure rating 200 (SDR 21) unless otherwise
shown on the drawings. All PVC pipe shall bear the National Sanitation Foundation
(NSF) potable water logo.
Fittings: Cement lined, gray-iron or ductile iron conforming to AWWA C104 and C110
or compact ductile iron fittings conforming to AWWA C153 for fittings size 4-inch
through 12-inch. Fittings less than 4-inch shall be PVC, Class 200, IPS with bells
conforming to ASTM 3139 and gaskets conforming to ASTM F477.
02665-1 96226 12195
Joints: Pipe-, elastomeric gasket, push-on joints, conforming to ASTM F477 and ASTM
3139. Joints may be either integral bell and spigot or couplings.
2.1.4 INTENTIONALLY OMITTED
2.2 Valves-
2.2.1 Gate Valves - 2" through 12": shall be resilient-seated, cast iron body,
conforming to AWWA C509, latest revision. Sealing mechanism shall provide zero
leakage at the water working pressure against the line flow from either direction and be
designed such that no exposed metal seams, edges, screws, etc. are within the
waterway in the closed position. The gate shall not be wedged into a pocket nor slide
across the seating surface to obtain tight closure. All internal and external ferrous
surfaces of the valve, including the interior of the gate, shall be coated with a protective
coating conforming to AWWA C550, latest revision. Coating shall be applied to
castings prior to assembly to assure all exposed areas will be covered. Valves shall be
rated at 200 psi working pressure. Unless otherwise noted, underground valves shall
have an operating nut and exposed valves shall have a hand wheel operator.
2.2.2 INTENTIONALLY OMITTED
2.2.3 Tapping Sleeves and Valves shall be the type designed for making connections
to existing water lines without loss of water or interruption of service. Sleeves shall be
the cast iron split repair type suitable for 200 psi working pressure. Joints shall be
suitable for the intended use. Valves shall be the same construction as standard
AWWA gate valves, complete with operating
nut and suitable for 200 psi working pressure less than 12" and 150 psig for valves 12"
and greater.
2.2.4 INTENTIONALLY OMITTED
2.2.5. Valve Boxes:
(a) Each valve buried in the ground shall be provided with an approved type of valve
box and cover. The boxes shall be adjustable slip-joint or screw type.
(b) The valve boxes shall be made of close-grained gray cast iron, in three pieces,
comprising the lower or base pieces which shall be belled at the bottom to fit around the
stuffing box gland and rest on the valve bonnet, the upper part of which shall be fla-red
on the lower end to telescope on a socket to receive the cap or cover. The cap or
cover shall have the word "Water" cast on the upper surface in raised letters. All
castings shall be thoroughly cleaned and heavily coated with asphalt or coal-tar
varnish.
02665-2 96226 12/95
2.2.6 Air Valves for water lines shall be APCO Air Release Valve, Crispin Pressure
Valve. Golden Anderson or equal. The valve shall be designed for a minimum of 200
psi pressure and sized as shown on the plans.
2.2.7 Air Valve Manholes shall be 4 feet in diameter precast concrete sections
conforming to ASTM C-478. Tops shall be eccentric cone where cover permits unless
otherwise shown. Frame and cover shall be good quality domestic manufacture
conforming to ASTM A48, Class 30 or better. Cover shall be a solid heavy duty casting
with the word "Water" cast in the lid.
2.3 Fire Hydrants:
2.3.1 Fire Hydrants shall conform to the standard specifications of the American Water
Works Association (C502-80) and shall be of the three (3) way type. The hydrant valve
opening shall not be less than four and one-half - (4-'/z) inches. Each hydrant shall be
equipped with two (2) two and one-half - (2-'/z) inch hose connections and one (1)
steamer connection. The hydrants shall be fitted with bell ends to accommodate the
spigot end of six (6) inch ductile iron or PVC Plastic Pipe and have the standard one
and one-half inch pentagon operating nut.
2.3.2 The barrel of the hydrant shall be of proper length to permit a three-and-one half
(3-'/z) foot bury. The valve shall be designed to close against the pressure of the
distribution system and remain closed in the event of the upper part of the barrel being
broken.
2.3.3 A flange shall be provided, above ground level, to permit adjusting the facing of
the hydrant. The hydrant shall be so designed and constructed as to permit
replacement of the upper portion of the barrel without digging.
2.3.4 Each nozzle shall have a cast iron cap, suitably attached to the hydrant barrel by
means of a chain. Nozzle caps shall be provided with leather gaskets.
2.3.5 Hose nipples shall be of the removable type and shall conform to the existing
hose nipples in use by the Owner. On a new system they shall have National Standard
Threads on the hose connection side unless otherwise directed by the Engineer. The
Contractor shall check existing nipples before ordering.
2.3.6 Two standard hydrant wrenches shall be furnished.
2.3.7 All fire hydrants furnished for this project shall be of the type known as
"breakable" in order that the hydrant barrel may be broken without damaging the lower
portion of the hydrant in case of an accident.
02665-3 96226 12/95
2.3.8 All fire hydrants furnished for this project shall be equal in every respect to Clow
"Medallion". Mueller "Centurion", American Darling "Mark-73" or approved equal.
2.4 Steel Encasing Pipe shall be smooth wall, meeting or exceeding ASTM A-139
Grade B 35,000 psi minimum yield strength with minimum wall thickness as defined
below:

CARRIER PIPE
CASING PIPE Thickness
D.O.T. R.R Recommended*
Min. Tunnel
6-Inch Ductile Iron 14" .250 .281 48"
8-Inch Ductile Iron 18" .250" .312" 48"
10-Inch Ductile Iron 20" .250" .344" 48"
12-Inch Ductile Iron 22" .250" .375" 48"
16-Inch Ductile Iron 28" .312" .469 48"
18-Inch Ductile Iron 30" .312" .469" 48"
20-Inch Ductile Iron I 32" .375" .501" 48"
24-Inch Ductile Iron 36" .375" 532" 48"
2.5 Carrier Pipe Supports Within Steel Casing_ Shall be steel plate, cold formed
structural collar with flanges and a minimum of four support legs welded to the collar.
Each support leg shall have a foot or skid welded on the end extending beyond the
front and back edge of the collar. The front and rear of each foot shall be angled
inwardly towards the collar to serve as a stable, effective skid during installation of the
carrier pipe. The carrier support shall be securely fastened to the carrier pipe with a
heavy duty '/z" grade 5 bolt and locking nut passing between the flanges, compressing
the collar against the carrier pipe. The support device shall be a "Spider" or approved
equal.
2.6 Bedding Material, shall consist of washed coarse gravel. Gravel material shall be
crushed stone or gravel of strong durable nature and shall conform to the standard size
No. 57 per NCDOT Section 1000 as published in the "Standard Specification for Roads
and Surfaces" by the North Carolina Department of Transportation.
2.7 Utility Line Marking Tape: Shall be acid and alkali resistant polyethylene film two
inches wide and 4 mil thick. The tape shall be manufactured with integral wires for
backing or other means to enable detection by a metal detector when the tape is buried
up to three feet. The metallic core of the tape shall be encased in a protective jacket or
by other means to prevent corrosion. The tape shall bear a continuous printed marking
describing the specific utility, i.e. "water".
02665-4 96226 12/95
3. TRENCH EXCAVATION AND BACKFILL:
3.1 Excavation shall conform to the lines and grades shown on the drawings. No
trench shall be opened more than four hundred (400) feet in advance of the completed
pipe work without the written permission of the Engineer. The lines of excavation of
trenches shall be made so there will be a clearance. of at least eight (8) inches on each
side of the barrel of the pipe. The depth of the trench shall be such that the top of the
pipe shall not be less than three feet below finished grade. Excavation shall not be
carried below the established grades and any excavation below the required level shall
be backfilled and thoroughly tamped as directed by the Engineer, at the Contractor's
expense. Bell holes shall be excavated accurately by hand as required by
manufacturer's specifications.
3.2 During excavation, the Contractor shall separate materials suitable for backfill from
those which are not as defined in Paragraph 3.5 of this section. Suitable material shall
be stockpiled near the trench for use as backfill. Unsuitable material shall be removed
immediately or shall be stockpiled separately for dewatering or drying or for later
removal.
3.3. Should unstable soil, organic soil, or soil types classified as inorganic clays or
inorganic silts (Class IV, Unified soil classification CL or lower) be encountered at the
bottom of pipe trenches or structure excavations, such soils shall be removed to a
depth and width determined by the Engineer and properly disposed of offsite. The
resulting undercut shall be backfilled and compacted with sandy soils which meet or
exceeds the requirements of Class I or Class II soils, Unified Class SP or better.
Placement and compaction shall conform to specifications herein.
3.4 All necessary dewatering pumping, and bailing shall be performed in such a
manner as to keep the trench in a satisfactory condition for pipe laying.
3.5 Do not use the following materials for pipe foundation or trench backfill within the
zones indicated below:
All zones: material classified as peat (PT) or organic (OL)(OH) under the
Unified Soil Classification (USC) System, ASTM D2487 or material too
wet or too dry to achieve minimum compacted density requirements,
Six inches beneath pipe: soft or unstable material and rock,
Beside pipe: any material containing more than 75% fines passing #200
sieve.
02665-5 96226 12/95
Where no excavated material is suitable for backfill, furnish suitable material from
borrow sites at no additional cost to the Owner.
3.6 Backfillina shall be done with material free from large clods, frozen earth, organic
material or any foreign matter.
3.6.1 Around the pipe and to a depth of 12 inches above the pipe the backfill shall be
carefully placed and compacted in layers not to exceed 6-inches compacted thickness.
The backfill material shall be select and free of rock. Do not place backfill material on
either side of the water main that is finer than the material upon it is placed. Backfill
with coarser material to the top of the pipe.
3.6.2 Twelve (12) inches above the crown of the pipe the backfill may contain rock but
less than 6 inches in diameter. Backfill layers shall be horizontal and not exceed 12
inches loose thickness or 8 inches compacted.
3.6.3 Compaction shall be performed with suitable pneumatic compactors or approved
equal. Compaction equipment specifically designed for trench compaction shall be
present and operational at the jobsite and shall be utilized throughout the length and
depth of the trench to achieve uniform compaction density.
3.6.4 Compaction Density shall be determined by the Standard Proctor Test (ASTM
D698) and shall meet the minimum standards in Section 02222, Excavating, Backfilling
& Compacting for Utilities.
3.6.5 Surplus material shall be disposed of by the Contractor at his expense.
3.6.6 Clean shoulders and pavement of excess material immediately after backfilling is
complete.
4. LAYING WATER MAINS HYDRANTS AND SPECIALS:
Proper and suitable tools for the safe and convenient handling and laying of pipe shall
be used, and great care shall be taken to prevent the pipe coating from being damaged,
particularly on the inside of the pipes.
4.1 All pipe shall be carefully examined for cracks and other defects and no pipe or
castings shall be laid which is known to be defective. If any pipe or other casting is
discovered to be
cracked, broken or defective, after being laid, it shall be removed and replaced by
sound pipe, without further charge.
4.2 Before laying the inside of the bell, the outside of the spigot of the pipe shall be
thoroughly cleaned.
02665-6 96226 12/95
4.3 Pipe shall be laid to conform accurately to the lines and grades established by the
Engineer. The pipe shall be properly bedded as shown on the plans and per
manufacturers recommendations.
4.4. Lateral Separation of Sewers and Water Mains: Water mains shall be laid at least
10 feet laterally from existing or proposed sewers, unless local conditions or barriers
prevent a 10-foot lateral separation--in which case:
4,4.1 The water main is laid in a separate trench, with the elevation of the bottom of the
water main at least 18 inches above the top of the sewer; or
4.4.2 The water main is laid in the same trench as the sewer with the water main
located at one side on a bench of undisturbed earth, and with the elevation of the
bottom of the water main at least 18 inches above the top of the sewer.
4.5 Crossing a Water Main Over a Sewer: Whenever it is necessary for a water main
to cross over a sewer, the water main shall be laid at such an elevation that the bottom
of the water main is at least 18 inches above the top of the sewer, unless local
conditions or barriers prevent an 18 inch vertical separation--in which case both the
water main and sewer shall be constructed of ferrous materials and with joints that are
equivalent to water main standards for a distance of 10 feet on each side of the point of
crossing.
4.5.2 Where this vertical separation cannot be obtained, the sewer shall be constructed
of AWWA approved water pipe, pressure tested in place without leakage prior to
backfilling.
4.5.3 The sewer manhole shall be of water-tight construction and tested in place.
4.6 Crossing a Water Main Under a Sewer: Whenever it is necessary for a water main
to cross under a sewer, both the water main and the sewer shall be constructed of
ferrous materials and with joints equivalent to water main standards for a distance of
10 feet on each side of the point of crossing. A section of 10 feet on each side of the
point of crossing. A section of water main pipe shall be centered at the point of
crossing.
4.7 Water lines shall not pass through or come into contact with any sewer manhole.
4.8 Concrete Blocking: All bends, tees and plugs, shall be blocked with 3000 psi
concrete from the pipe to undisturbed ground to the dimensions shown on the plans.
Plant mix concrete is preferred although field mix concrete (Sacrete or equal) may be
used as long as it is properly mixed in clean containers with potable water. The
concrete shall receive a 24-hour cure before being backfilled. The concrete placed
02665-7 96226 12/95
against a plug shall contain a weakness plane (using heavy paper to make this joint),
so that when struck with a hammer, it will separate and allow the plug to be removed. If
the ground is soft, restrained joint fittings shall be used as directed by the Engineer.
Restrained joint shall be Megalug, Series 1100 as manufactured by EBAA Iron.
4.9 Valves Specials and All Other Appurtenances are to be placed as shown on the
drawings or at the location and in the manner designated by the Engineer. Any
omissions of any of these appurtenances shall be corrected by the Contractor and the
same set as originally planned without expense to the Owner. Over each valve a valve
box is to be firmly set. Each valve box shall be provided with a standard concrete valve
box protector/marker as shown on the plans and fitted with a operating nut extension,
as required.
4.10 Hydrants: Shall be set true to grade, with the standpipe plumb. The base of the
hydrant shall rest upon a slab of stone
or concrete not less than 4 inches thick and 12 inches square.
Beneath and around the base of the hydrant and to a point one foot above drip, at least
a quarter of a yard of clean, crushed stone shall be placed, and the trench filled with
earth. All other construction requirements shall be according to the detail on the plans.
4.11 Boring and Jacking: Where required, smooth wall steel pipe shall be jacked
through dry bores slightly larger than the pipe, bored progressively ahead of the leading
edge of the advancing pipe. As the boring and jacking operation progresses, each new
section of the encasement pipe shall be butt-welded to the section previously jacked in
place.
4.11.1 Unacceptable bores are those with excessive deflection or deflections in the
bore resulting in less than 30 inches of soil cover above the casing, where upon the
direction of the Engineer, shall require the bore to be abandoned. The abandonment
procedure will be at the Contractor's expense and will consist of cutting off the excess
pipe, capping the remaining pipe in place, then filling the abandoned pipe with Portland
cement grout (1:3 parts cement to sand) at sufficient pressure to fill all voids before
moving to a new location.
4.11.2 The carrier pipe shall be fully supported along its entire length within the casing
pipe. Support may be accomplished by securely fastening pressure treated lumber to
the carrier pipe or by using "spiders". Either method shall be first submitted to the
Engineer for approval, detailing the means of fastening the support devices and
spacing of supports.
4.1.1.3 Length of encasements shall be determined as follows:
Cut sections - Ditch line to ditch line.
Fill sections - 5 feet beyond toe of slope.
02665-8
96226 12/95
Curb sections - 3 feet beyond curb.
Future highway or railroad R/W - Extend full width of R/W or unless otherwise
advised.
4.11.4 Materials and workmanship shall also be governed by the requirements set for
by the agency issuing the encroachment (Railroad, Department of Transportation,
Pipeline Co., etc.). Any specific conditions other than listed herein pertaining to the
encroachment are listed in the Special Conditions.
4.12 Utility Line Marking Tape shall be placed above all PVC pipe used. The marking
tape shall be laid continuously in the trench backfill approximately 12" above the pipe.
5. TESTS:
5.1 The pressure/leakage test of water mains shall be in accordance with Standard
AWWA C600-82. The allowable leakage
shall not exceed that determined by the following formula:
L = SD P
133,200
L = Allowable leakage in gallons per hour
S = Length of line tested in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psi - 1.50 average system
pressure in the area, but not less than 150 psi.
5.2 Where practicable, pipe lines shall be tested in lengths between line-valves or
plugs of no more than 2.000 feet.
5.3 Pipe lines shall be tested before backfilling at joints, except where otherwise
required by necessity, local ordinance or public convenience.
5.4 Duration of test shall be not less than 2 hours where joints are exposed, and not
less than 24 hours where joints are covered, unless directed by the Engineer.
5.5 All visible leaks at exposed joints, and all leaks evident on the surface where joints
are covered, shall be repaired and leakage minimized, regardless of total leakage as
shown by test.
5.6 All pipe, fittings, and other material found to be defective under test shall be
removed and replaced at the Contractor's expense.
5.7 Lines which fail to meet tests shall be repaired and retested as necessary, until test
requirements are complied with.
02665-9 96226 12195
5.8 Pipe lines with resilient gasket materials should be held under normal operating
pressure at least 3 days before testing.
6. DISINFECTION:
Before being placed in service, all new mains and repaired portions of, or existing
mains shall be thoroughly flushed then chlorinated according to AWWA Standard C651
Section 5.2, Continuous-Feed Method (latest revision). This method shall be followed
as outlined below with the exception that the lines shall be disinfected by the addition
and thorough distribution of a chlorine solution in concentration sufficient to produce a
chlorine residual of at least 50 milligrams per litre (or ppm), in accordance to Section
.2203 of the "Rules Governing Public Water Supplies".
6.1 Preliminary Flushing. Before being chlorinated, the main shall be filled to eliminate
air pockets and shall be flushed to remove particulates. The flushing velocity in the
main shall not be less than 2.5 ft/s unless the owner's engineer or job superintendent
determines that conditions do not permit the required flow to be discharged to waste.
Table 1 shows the rates of flow required to produce a velocity of 2.5 ft/s in pipes of
various sizes. Note that flushing is no substitute for preventive measures during
construction. Certain contaminants, such as caked deposits, resist flushing at any
feasible velocity.
Table 1. Required Flow and Openings to Flush Pipelines (40 psi Residual Pressure in
Water Main).
Flow Required
to Produce
Pipe 2.5 ft/s (approx.)
Diameter Velocity in Main
In. gpm
4 100
6 200
8 400
10 600
12 900
16 600
6.2.1 Water from the existing distribution system or other approved source of supply
shall be made to flow at a constant, measured rate into the newly laid water main. In
the absence of a meter, the rate may be approximated by methods such as placing a
Pitot gauge in the discharge or measuring the time to fill a container of known volume.
02665-10 96226 12/95
6.2.2 At a point not more than 10 ft downstream from the beginning of the new main,
water entering the new main shall receive a dose of chlorine fed at a constant rate such
that the water will have not less than 50 mg/L chlorine residual. To assure that this
concentration is provided, measure the chlorine concentration at regular intervals using
appropriate chlorine test kits.
6.2.3 During the application of chlorine, valves shall be positioned so that the strong
chlorine solution in the main being treated will not flow into water mains in active
service. Chlorine application shall not cease until the entire main is filled with heavily
chlorinated water. The chlorinated water shall be retained in the main for at least 24-h,
during which time all valves and hydrants in the treated section shall be operated to
ensure disinfection of the appurtenances.
6.2.4 Direct-feed chlorinators, which operate solely from gas pressure in the chlorine
cylinder, shall not be used for application of liquid chlorine. The preferred equipment
for applying liquid chlorine is a solution-feed, vacuum-operated chlorinator and a
booster pump. The vacuum-operated chlorinator mixes the chlorine gas in solution
water; the booster pump injects the chlorine-gas solution into the main to be
disinfected. Hypochlorite solutions may be applied to the water main with a gasoline or
electrically powered chemical-feed pump designed for feeding chlorine solutions. Feed
lines shall be of such material and strength as to safely withstand the corrosion
caused by the concentrated chlorine solutions and the maximum pressures that may be
created by the pumps. All connections shall be checked for tightness before the
solution is applied to the main.
6.2.5 Highly chlorinated water shall not be released into the distribution system. The
chlorinated water shall remain in the line until the chlorine residual drops below 5 ppm
or dissipated by other prior approved method. After this period, the water will be
wasted by pumping into the air to dissipate the remaining chlorine residual. Pumping
shall be at a rate not to exceed 25 GPM. Pressure and nozzle size shall be such as to
produce an 8 foot (vertical) spray.
The system should then be flushed with potable water and the sampling program
started. Sampling shall consist of taking one representative sample every 5000 feet
and at each blow-off. The samples shall then be tested by a state approved laboratory
for indication of bacteriologically satisfactory water. Three (3) copies of this laboratory
test shall be submitted to the Engineer.
7. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
7.1 The length of water line satisfactorily completed in accordance with the plans and
specifications will be measured in place by the Engineer. The pipe will be measured
through all fittings and valves. Payment for water line and steel encasing will not be
based on depth.
02665-11 96226 12/95
7.2 Payment will be made for the quantities so measured in place at the unit prices
specified in the proposal and shall include all materials, fittings, thrust blocks (restrained
joint fittings if required), excavation, dewatering, backfill, grading, cleaning, testing and
disinfection. Incidental items for which pay items are not provided shall be included in
the price bid for waterline or valves where applicable.
7.3 Measurement for valves, hydrants, and blow-offs in-place shall be as follows:
a. In-Line Valves: Shall include valve, valve box operating nut extension and
valve box protector.
b. Tie-Ins by Tapping Sleeve and Valve: Shall include tapping tee, valve,
valve box, operating nut extension and valve box protector.
C. Fire Hydrant Assembly: Shall include fire hydrant, valve, valve box,
operating nut extension, valve box protector, pipe and fittings as detailed
on plans.
d. Blow-Offs: Shall include valve, valve box, operating nut extension, valve
box protector, piping, fittings and blocking as detailed on the plans.
e. Standard End-of-Line: Shall include valve, valve box, operating nut
extension, valve box protector, piping, fittings and blocking as detailed on
the plans.
7.4 Payment for boring and jacking shall include all materials (casing, carrier pipe
and fittings), excavation, dewatering, backfill, grading and testing. Incidental items for
which pay items are not provided shall be included in the unit price for the bore and
jacking operation. Actual length of the boring and jacking satisfactorily complete will be
measured in place by the Engineer.
END OF SECTION
02665-12 96226 12/95
SECTION 02668
WATER SERVICE CONNECTIONS
1. DESCRIPTION:
Water service connections shall include tapping the main line and providing all saddles,
corporation stops, fittings, service lines, copper setters, meters, meter boxes and other
incidentals required for proper installation.
1.1 Related Work: See the following sections for related specifications:
Section 02933 - Seeding and Mulching
2. MATERIALS:
Shop drawings, catalog cuts and related data for service pipe and appurtenances shall
be submitted to the Engineer for approval.
2.1 Copper Setter (Meter Setter) shall be of copper and brass, domestic
manufacture and of the proper size for the service on which they are installed.' The
setters shall be equipped with a single check valve outlet and padlock wings on the key
valve. Suitable adapters for coupling to service pipe shall be provided. Copper setters
shall be Mueller H 1434-2, Ford VH72-12W, or equal.
2.2 Corporation Stops. shall be of brass, domestic manufacture and of the proper
size for the service on which they are installed. Where dictated by the tapping angle,
eighth or quarter bend couplings shall be provided. Suitable brass adapters for
coupling to service pipe shall be provided.
2.3 Tapping Saddles shall be of malleable galvanized iron with flat single strap. Straps
shall be the wide flat type with bottom plate width not less than one-half the pipe
diameter on which it is to be installed. Top plates shall have a thick boss to permit full
thread length. The seal between the pipe and top plate shall be provided through a
neoprene gasket, permanently cemented to the underside of the clamp body.
2.4 Service Pipe and Fittings:
2.4.1 Polyethylene Tubing:
Tubing: AWWA C901, Polyethylene (PE), Pressure Pipe
(Class 200), DR=9
Fittings: AWWA C901, fusion or compression connection
02668-1 MS-11/95
2.4.2 Copper Tubing:
Tubing: ASTM Specification
B-BB for Type seamless annealed
Fittings: AWWA C800 flared or compression fittings
2.4.3 Polybutylene Tubing:
Tubing: AWWA C902, rated for 250 psi working pressure
Fittings: AWWA C902, red brass, rated for 250 psi working
pressure.
2.5 Pipe Connection Clamps shall be of stainless steel.
Meters
2.6.1. General: Water meters must be of multi-jet type meeting AWWA standards C-
708. The meter should be of 1" in size and capable of handling 15 gpm continuous flow
without damage to its measuring chamber. They should be of bottom entry design with
a register that can be removed without the water supply being interrupted. The body
shall be made of bronze containing no less than 75% copper and its bottom plate of the
same. The main case shall not have any calibration ports for compensation of
registration. The meter output shall be a reed switch design that is independent of the
HexagramTM DatapakTM or PitpakT"' module or approved equal. For security purposes
this unit shall only be programmable by connecting the two wires on the back of the
reading module programmer/reader. Programming directly through the coil is not
acceptable.
2.6.2. Certification The meters are to be accepted on a certificate furnished by the
Manufacturers that meters have met the requirements of the Standard Specifications
for Water Meters, as adopted by the American Water Works Association.
2.6.3. Delivery Registers shall be direct reading with sweep hand and shall record in
gallons and totalized on five odometer wheels. All meters shall be equipped with a low
flow or leak detector sweep hand capable of measuring at '/4-gallon per minute with
95% accuracy. The registers shall be of the hermetically sealed gear train and register
type with magnet drive.
2.6.4. Connection One inch (1") connections.
02668-2 Ms-„/95
2.6.5. Guarantee Each and every meter shall be guaranteed for a period of one year
from date of purchase against faulty material and workmanship. Hermetically Sealed
Registers shall be guaranteed for a ten-year period.
2.7 Meter Boxes Shall be plastic structural foam box with a cast iron and reading lid
cover. Covers shall have separate reader lid and clearly marked "Water".
3. INSTALLATION:
Service connections shall be installed at locations as designated by the Owner.
Installation shall be made in a manner acceptable to the Engineer.
3.1 Ta=s Proper size taps shall be made on the distribution line. A corporation stop,
with the proper bend and service pipe adapter, shall be installed in the tap.
3.2 Service Pipe shall be connected to the corporation stop adapter with two stainless
steel clamps, or other suitable method approved by the Engineer. Pipe shall be cut to
the required length and properly laid in the service ditch. Adequate provisions shall be
made to protect against expansion and contraction.
3.3 Backfill of ditches and cleanup of the work area shall meet approval of the
Engineer.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT
4.1. Measurement for each "proposed" long and short service connection shall include
meter, meter setter, box, tubing, road bore (long only beneath paved streets), and
corporation stop.
4.2 Measurement for each long and short service connection to "existing" meters shall
include meter, meter setter, meter box, tubing, corporation stop and connection to
existing house side service line as shown on plans.
END OF SECTION
02668-3 MS-11/95
SECTION 02730
FORCE MAINS AND GRAVITY SEWERS
1. DESCRIPTION: The Contractor shall furnish all labor, materials, equipment and
supplies and shall perform all work necessary for the construction of the sewers,
complete, tested and ready for use. The sewers shall be constructed to the lines and
grades shown and shall be the size shown on the plans.
1.1. Related Work: See the following sections for related specifications:
02222 - Excavating, Backfilling & Compacting for Utilities
02933 - Seeding and Mulching
2. MATERIALS: All materials for sewer pipe shall be new and shall be furnished by
the Contractor in accordance with the following requirements unless shown otherwise
on the plans.
2.1. Gravity Sewers (8-Inch Through 16-Inch):
2.1.1 Ductile Iron Pipe:
Pipe: Latest revision ANSI/AWWA C150 "Thickness Design of Ductile Iron Pipe", 8"
through 12" pressure class 350 psi, 14" through 16" pressure class 250 psi,
and latest revision AWWA C151 "Ductile Iron Pipe, Centrifugally Cast for Water
and Other liquids, unless shown otherwise on the drawings.
Fittings: AWWA C110. grey or ductile iron, or compact ductile iron conforming to AWWA
C153.
Joints: AWWA C111 push-on unless shown otherwise.
Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat.
2.1.2 PVC Pipe:
Pipe: ASTM D3034: "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings."
SDR 35 with a minimum cell classification of 12454-B.
Fittings: ASTNI D3034. Fittings in sizes through 8" shall be molded in one piece with
elastomeric joints and minimum socket depths as specified in Sections 6.2
and 7.3.2. Fittings 10" and larger shall be molded or fabricated in
accordance with Section 7.11 with manufacturer's standard pipe bells and
gaskets.
Joints: ASTM D3212, Elastomeric gaskets conforming to ASTM F477.
02730-1 96226 12/95
2.1.3 INTENTIONALLY OMITTED
2.1.4 High Strength Steel Pipe:
Pipe: Welded or seamless, manufactured in accordance with ASTM A-53 for welded
and seamless pipe and/or ASTM 139 for welded straight-seam steel pipe. All steel
shall be grade B, 35,000 psi yield strength with wall thickness 0.250" unless otherwise
specified on plans.
Linings: One of the following shop applied linings shall be applied on the inside of
the pipe barrel:
a) Coal tar lining 3/32-inch minimum thickness in accordance with AWWA 203.
b) Coal tar epoxy lining 20 mils (dry) minimum thickness conforming to Mil-P-23236
Type I, Class II.
Couplings: Shall be a reducing steel coupling when making a reduction in pipe size,
changing class of pipe, or for making connections between any two kinds of pipe. The
coupling shall consist of one cylindrical steel middle ring, two steel follower rings, two
resilient gaskets and a set of steel trackhead bolts. The middle ring shall have a
conical flare at each end to receive the wedge portion of the gaskets. The follower
rings shall confine the outer ends of the gaskets. Tightening the bolt shall draw the
follower rings toward each other, compressing the gaskets in the spaces formed by
follower rings, middle ring flares and pipe surface. This shall make a flexible leak-proof
seal. Bolts and nuts shall be of high grade, high strength steel. Center ring, glands,
bolts and nuts shall receive one coat of primer.
Protective Coating: The outside of steel pipe, nuts, bolts and couplings shall receive
one coat coal tar epoxy to 10 mils minimum thickness. Coatings shall be shop applied
to pipe and field applied to couplings.
2.2 INTENTIONALLY OMITTED
2.3 Sewage Air and Vacuum Valves in sewer force mains shall be the type
specifically designed for use with sewage. Valves shall be designed to vent large
quantities of air when the line is being filled and to allow air to re-enter the line when it
is being drained. Overall height of valve body without accessories shall be not less
than 15 inches. Materials shall include cast iron body and cover, bronze float stem and
guide, rubber seat and stainless steel float. Valves shall be furnished with provisions
for backflushing. Valves shall be designed for working pressure of 150 psi.
02730-2 96226 12195
2.4 Sewage Air Release Valves in sewer force mains shall be the type designed for
use with sewage. Valves shall be designed to operate (open) while pressurized
allowing entrained air in a sewage force main to escape through the air release orifice
and prevent media from escaping. Materials shall include cast iron body and cover,
rubber seat, stainless steel float stem and internal linkages. The valves shall be sized
according to the detail drawings and designed for minimum working pressures of 150
psi.
2.5 Steel Encasing Pipe shall be smooth wall meeting or exceeding ASTM A-139,
Grade 8 35,000 psi minimum yield strength with a minimum wall thickness as defined
below:

CARRIER PIPE
CASING PIPE THICKNESS
D.O.T. R.R Recommended*
Min. Tunnel
6-Inch Ductile Iron 14" .250 .281 48"
8-Inch Ductile Iron 18" .250" .312" 48"
10-Inch Ductile Iron 20" .250" .344" 48"
12-Inch Ductile Iron 22" .250" .375" 48"
16-Inch Ductile Iron 28" .312" .469 48"
18-Inch Ductile Iron 30" .312" .469" 48"
20-Inch Ductile Iron 32" .375" .501" 48"
24-Inch Ductile Iron 36" .375" .532" 48"
2.6 Carrier Pipe Supports Within Steel Casing shall be steel plate, cold formed
structural collar with flanges and a minimum of four support legs welded to the collar.
Each support leg shall have a foot or skid welded on the end extending beyond the
front and back edge of the collar. The front and rear of each foot shall be angled
inwardly towards the collar to serve as a stable, effective skid during installation of the
carrier pipe. The carrier support shall be securely fastened to the carrier pipe with a
heavy duty '/Z" grade 5 bolt and locking nut passing between the flanges, compressing
the collar against the carrier pipe. The support device shall be a Spider or approved
equal.
2.7 Utility Line Marking Tape shall be acid and alkali resistant polyethylene film two
inches wide and 4 mil thick. The tape shall be manufactured with integral wires, foil
backing or other means to enable detection by a metal detector when the tape is buried
up to three feet. The metallic core of the tape shall be encased in a protective jacket or
by other means to prevent corrosion. The tape shall bear a continuous printed marking
describing the specific utility, i.e. "SEWER".
02730-3 96226 12/95
3. TRENCH EXCAVATION AND BACKFILL:
3.1 Excavation shall conform to the lines and grades shown on the drawings. No
trench shall be opened more than two hundred (200) feet in advance of the completed
pipe work without the written permission of the Engineer. The lines of excavation of
trenches shall be made so there will be a clearance of at least eight (8) inches on each
side of the barrel of the pipe. Excavation shall not be carried below the established
grades and any excavation below the required level shall be backfilled and thoroughly
tamped as directed by the Engineer, at the Contractor's expense. Bell holes shall be
excavated accurately by hand.
3.2 During excavation, Contractor shall separate materials suitable for backfill from
those defined unsuitable. Do not use the following materials for pipe foundation or
trench backfill within the zones indicated below:
All zones: material classified as peat (PT), organic soil (OL)(OH) under the
Unified Soil Classification (USC) System, ASTM D2487 and all materials too wet
or too dry to achieve minimum compacted density requirements.
Six inches beneath pipe: soft or unstable material and rock,
Beside pipe: any material containing more than 75% fines passing #200 sieve.
Suitable material shall be stockpiled near the trench for use as backfill. Unsuitable
material shall be removed immediately or shall be stockpiled separately for dewatering
or drying and later removal. Where no excavated material is suitable for backfill, furnish
suitable material from borrow sites at no additional cost to the Owner.
3.3. All unstable soil, organic soil, or soil types classified as inorganic clays and
inorganic elastic silts (Class IV, Unified Class CL or lower) that are encountered at the
bottom of pipe trenches or structure excavations shall be removed to a depth and width
determined by the Engineer and properly disposed of. The resulting undercut shall be
backfilled and compacted with sandy soils which meets or exceeds the requirements of
Class I or Class II soil, Unified Class SP or better. Placement and compaction shall
conform to the compaction specifications herein and on the plans.
3.4 All necessary dewatering pumping, and bailing shall be performed in such a
manner as to keep the trench in a satisfactory condition for pipe laying.
3.5 Backfilling shall be done with material free from large clods, frozen earth, organic
material and any foreign matter.
3.5.1 Around the pipe and to a depth of 12-inches above the pipe the backfill shall be
carefully placed and compacted in layers not-to-exceed 6-inches compacted thickness.
02730-4 96226 12195
The backfill shall be select and free of rock. Do not place backfill material on either side
of the gravity sewer that is finer than the material upon which it is placed. Backfll with
coarser material to the top of the pipe.
3.5.2 Twelve (12) inches above the crown of the pipe the backfill may contain rock but
less than 6-inches in diameter. Backfill layers shall be horizontal and not exceed 12-
inches loose or 8-inches compacted.
3.5.3 Compaction shall be performed with suitable pneumatic compactors or approved
equal equipment. Compaction equipment specifically designed for trench compaction
shall be present, operational and at the jobsite at all times. Compaction equipment
shall be utilized throughout the length and depth of the trench to achieve uniform
compaction density.
3.5.4 Compaction density shall be determined by the Standard Proctor Test (ASTM
D698) and shall meet the minimum standards in Section 02222, Excavating, Backfilling
& Compacting for Utilities.
3.5.5 Surplus material shall be disposed of by the Contractor at his expense.
3.5.6 Clean shoulders and pavement of excess material immediately after backfilling is
complete.
4. LAYING SEWERS:
4.1. Gravity Sewers: All sewers shall be laid and jointed in accordance with
approved manufacturer's recommendations and shall be laid true to line and grade
proceeding upgrade with the spigot pointing in the direction of flow. The sections of
pipe shall be laid and fitted together so that, when complete, the sewer will have
smooth and uniform invert, with full-length of the barrel resting on the trench bottom or
bedding prepared for the pipe. Holes shall be excavated to accommodate pipe bells.
The pipe shall be kept thoroughly clean. Each pipe shall be inspected for defects
before lowering pipe into trench. Water shall not be allowed to rise around joints until
they have been made tight.
4.1.1 All gravity sewer shall be bedded in accordance with manufacturer's
recommendation for the proposed depth of sewer, and as detailed in the contract
drawings.
4.1.2 The exposed end of all pipes shall be closed by means of an approved plug to
prevent earth or other substances from entering the pipe. The interior of the sewer
02730-5 96226 12/95
shall be kept free from all dirt, cement or superfluous materials of every description as
the work progresses.
4.2 Force Mains: All pipe for force main sewers shall be laid and jointed in
accordance to approved manufacturer's recommendations, contract drawings and as
specified herein.
4.2.1 Each pipe shall be inspected for defects before lowering pipe into the trench.
Any defective pipe shall be immediately removed from the site.
4.2.2 Water shall not be allowed to rise around the joints until they have been made
tight. The exposed end of all pipe shall be closed by means of an approved plug to
prevent earth or other foreign substances from entering the pipe. The interior of the
pipe shall be kept clean and free of all dirt, stone or foreign material as work
progresses.
4.2.3 The force mains shall be properly bedded according to the manufacturer's
recommendations, contract drawings and the minimum standards defined below:
All Pipe IN ROCK OR WET TRENCHES: Washed stone bedding from 4-inches
below pipe to springline of pipe.
ALL OTHER CONDITIONS: Hand carve trench to shape of lower quadrant of barrel
4.2.4 Concrete Blocking: All bends, tees and plugs shall be blocked with 3000 psi
concrete from the pipe to undisturbed ground to the dimensions shown on the plans.
Plant mix concrete is preferred although field mix concrete (Sacrete or equal) may be
used as long as it is properly mixed outside of the trench in clean containers with
potable water. The concrete mix shall be placed and rodded or consolidated by
suitable means to minimize voids and shall receive a 24-hour cure before being
backfilled. If the ground is soft, restrained joint fittings shall be used as directed by the
Engineer.
4.2.5 Utility Line Marking Tape: Shall be placed above all PVC pipe used in the force
main construction. It shall be placed between lifts of backfill approximately 12" above
the top of the pipe.
4.3 Boring and Jacking: Where required, smooth wall or spiral weld steel pipe shall
be jacked through dry bores slightly larger than the pipe, bored progressively ahead of
the leading edge of the advancing pipe. As the boring and jacking operation
progresses, each new section of the encasement pipe shall be butt-welded to the
section previously jacked in place.
02730-6 96226 12/95
4.3.1 Obstructions encountered during the boring and jacking operation or deflections
in the bore resulting in less than 30 inches of soil cover above the casing, shall require
the bore to be abandoned. The abandonment procedure consists of cutting off the
excess pipe, capped then filled with Portland cement grout (1:3 parts cement to sand)
at sufficient pressure to fill all voids before moving to a new location.
4.3.2 The carrier pipe shall be fully supported along its entire length within the casing
pipe. Support may be accomplished by securely fastening pressure treated lumber to
the carrier pipe or by using "spiders". Either method shall be first submitted to the
Engineer for approval, detailing the means of fastening the support devices and
spacing of supports.
4.3.3 Length of encasements shall be determined as follows:
Cut sections - Ditch line to ditch line.
Fill sections - 5 feet beyond toe of slope.
Curb sections - 3 feet beyond curb.
Future highway or railroad R/W - Extend full width of R/W or unless otherwise noted.
4.3.4 Materials and workmanship shall also be governed by the requirements set for
by the agency issuing the encroachment (Railroad, Department of Transportation,
Pipeline Co., Etc.). Any specific conditions other than listed herein pertaining to the
encroachment are listed in the Special Conditions.
5. INSTALLATION OF JOINTS:
5.1. Mechanical Joints: The socket, gasket or spigot of the pipe shall be cleaned of
all foreign matter. The gland shall be slipped on the spigot end, followed by the gasket
and the pipe end pushed into the bell. The ring gasket shall be properly seated so that
it is totally confined under pressure within the bell. The loose gland shall be moved into
position against the face of the gasket and the nuts and bolts loosely assembled with
the fingers and then made up tight with a suitable ratchet wrench.
5.2. Push-On Joints: The joint shall be thoroughly cleaned, prepared, lubricated and
installed in accordance with the requirements, instructions and recommendations of the
manufacturer and Engineer.
5.3. Solvent Cements Joints: The joint shall be thoroughly cleaned, prepared and
installed in accordance with the requirements, instructions and recommendations of the
manufacturer and Engineer.
02730-7 96226 12/95
6. TESTING: All pipe installations shall be tested as specified herein. Tests shall
be performed by Contractor at his expense in the presence of Engineer or his
representative. Testing shall not be performed until such time that all work which may
affect the results of the testing has been completed. Where a test section fails to meet
test requirements, Contractor shall make corrections as specified herein and retest the
section. The correct/retest procedure shall continue until such time as test
requirements are met.
All gravity lines will be lamped by the Engineer. The Contractor shall furnish two
personnel to assist the Engineer in removing and replacing manhole covers, and in
carrying Engineer's tripod, hoist and other equipment necessary to perform this task.
6.1. Air T : All gravity sewer pipe.
6.1.1. Procedure:
6.1.1.1. Air test shall be conducted in strict accordance with the testing equipment
manufacturer's instructions, including all recommended safety precautions. No one will
be allowed in the manholes during testing. Equipment used for air testing shall be
equipment specifically designed for this type of test, and is subject to approval of the
Engineer.
6.1.1.2. The test shall be performed only on clean sewer mains after services are
installed and the pipe is completely backfilled. Clean sewer mains by propelling snug
fitting inflated rubber ball through the pipe with water. After completely cleaned, plug all
pipe outlets with suitable test plugs. Brace each plug securely.
6.1.1.3. For pipe within test sections above the ground water table, add air slowly to
the portion of the pipe installation under test until the internal air pressure is raised to
the starting pressure of 4 psig. After the starting pressure is obtained, allow at least two
minutes for air temperature to stabilize, adding only the amount of air required to
maintain pressure. When pressure decreases to 3.5 psig, start stopwatch. Determine
the time that is required for the internal air pressure to reach 2.5 psig.
6.1.1.4. For pipe with test sections below the ground water table, determine the starting
pressure for the test section, in psig, as follows:
1. Determine the maximum depth of pipe within the test section in feet.
2. Multiply this depth by 0.67 and add 9.3 feet.
02730-8 96226 12195
3. Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig. After this
starting pressure is obtained, continue the test in accordance with the procedure in the
paragraph above.
6.1.2. Requirement: The test section shall be acceptable if the elapsed time for
pressure drop of 1.0 psig is greater than the sum of the times shown below for all pipe
sizes within the test section
PIPE DIAM ETER ( INCHE S)
LENGTH 4 6 8 10 12 15 18 21 24
25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38
50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17
75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55
100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34
125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20
150 0:26 0:59 1:46 2:45 3:58 6:11 8:30 " to
175 0:31 1:09 2:03 3:13 4:37 7:05 is
LUU U:so -1: 1!j L:L'
225 0:40 1:29 2:3f
250 0:44 1:39 2:5E
275 0:48 1:49 3:1,e
300 0:53 1:59 3:31
350 1:02 2:19 3:47
400 1:10 2:38 "
450 1:19 2:50 "
500 1:28 "
JAU 5:17 if 12:06
4:08 5:40 " of 10:25 13:36
4:35 8:31 11:35 15:07
4:43 9:21 12:44 16:38
to 11 " 10:12 13:53 18:09
it 8:16 11:54 16:12 21:10
" 6:03 9:27 13:36 18:31 24:12
" 6:48 10:38 15:19 20:50 27:13
5:14 7:34 11:49 17:01 2109 30:14
6.1.3. Corrective Measures: If elapsed time is less than the specified amount,
Contractor shall locate and repair leaks and repeat the test until elapsed time exceeds
the specified amount.
6.2. Infiltration/Exfiltration Test (Use All Manholes):
02730-9 98228 12/95
6.2.1. The use of this method for sewer pipe, in lieu of air tests may be used as an
alternate test method.
6.2.2. Procedure:
1. Infiltration: Immediately following a period of heavy rain a test of work constructed
up until the time shall be made. Three measurements shall be made at one (1) hour
intervals to compute the amount of the infiltration. Tests for manholes only shall be
conducted on individual manholes. Tests for pipe and manholes shall be performed on
test sections not exceeding 600 linear feet of collector sewer and shall include both
pipe and manholes. The Engineer reserves the right to use his judgment as to whether
the ground is sufficiently saturated and/or whether the fall of rain is adequate to permit
making infiltration tests. In the event that sufficient rain does not occur before the date
of completion, the Contractor shall be required to conduct the tests at any time during a
30-day period following this date. Should Engineer determine that certain pipe or
manholes cannot be tested by infiltration methods, the Engineer may direct the filling of
lines and the measurement of exfiltration. The allowable rate of exfiltration shall be the
same as for infiltration.
2. Exfiltration: Determine test sections as outlined for infiltration tests. Install a
temporary water plug at the inlet and outlet of the test section. Fill test section with
clean water up to the bottom of the lowest manhole frame within the test section. Allow
time for saturation of pipe and manholes refilling test section as required. Beginning
with a full test section, allow at least eight (8) hours to elapse without adding water.
Measure the water level at the beginning and end of the elapsed time above. Compute
the volume of water lost in gallons per hour.
6.2.3. Test Requirements: The rate of water loss/gain shall be less than the rate, in
gallons per hour, calculated for the test section using the following allowances:
1. Sewer main and manholes with or without service laterals; 100 gallons per 24
hours per inch of sewer main diameter per mile of sewer main (gpd/in-mi).
2. Manholes only; 1 gallon per 24 hours per vertical foot of manhole.
6.2.4. Corrective Measures: If actual leakage rate is greater than required leakage
rate, Contractor shall locate and repair leaks and repeat the test until actual leakage is
less than the required rate.
6.3. Deflection Test:
02730-10 96226 12/95
6.3. 1. Use: All gravity sewer, 8-inch diameter through 15-inch diameter except ductile
iron.
6.3.2. Procedure: Tests shall be performed by the Contractor in the presence of the
Engineer no sooner than thirty (30) days after completion of backfill. The Owner, at his
option, may require a second test within the guarantee period of the project. A nine (9)
arm mandrel and proving ring, as manufactured by Wortco, Inc. or an approved equal,
will be provided by the contractor. The mandrel shall be manually pulled, from
manhole, through the entire length of mainline pipe. The mandrel and proving ring shall
remain the property of the Contractor.
6.3.3. Requirement: All pipe shall allow passage of the test mandrel. The mandrel and
proving ring shall be sized at 5% less than the ASTM dimension for the pipe in
accordance with the following table:

NOM. DIA

L ASTM D3034
SDR 35
D
ASTM D2680
D
8" 8" 7.28" 7.40"
10" 10" 9.09" 9.31 "
12" 12" 10.79" 11.22"
15" 15" 13.20" 14.09"
L- = Manarei contact Lengtn
D = I.D. of Proving Ring
6.3.4. Corrective Measures: All pipe that fails the deflection test shall be removed,
replaced and retested at no additional expense to the Owner.
6.4 Force Main Pressure Test
6.4.1 The pressure/leakage test of water mains shall be in accordance with Standard
AWWA C600-82. The allowable leakage shall not exceed that determined by the
following formula:
L = SD P 133,200
L = Allowable leakage in gallons per hour
S = Length of line tested in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psi - 1.50 average system
pressure in the area, but not less than 100 psi.
02730-11 96226 12/95
6.4.2 Where practicable, pipe lines shall be tested in lengths of no more than 2,000
feet.
6.4.3 Duration of test shall be not less than 2 hours where joints are exposed, and not
less than 24 hours where joints are covered, unless directed by the Engineer.
6.4.4 All visible leaks at exposed joints, and all leaks evident on the surface where
joints are covered, shall be repaired and leakage minimized, regardless of total leakage
as shown by test.
6.4.5 All pipe, fittings, and other material found to be defective under test shall be
removed and replaced at the Contractor's expense.
6.4.6 Lines which fail to meet tests shall be repaired and retested as necessary, until
test requirements are complied with.
7. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
7.1. The length of gravity sewer pipe satisfactorily completed in accordance with the
Plans and Specifications will be measured in place by the Owner's Representative.
The pipe length will be measured from centerline of manhole to centerline of manhole.
Gravity sewer depth will not be measured in the field, but will be based on depths as
shown on the construction plans. Force mains shall be measured through fittings, but
shall not be measured through valves.
7.2. Payment will be made for the quantities so measured a the unit prices specified in
the Proposal.
7.3. Payment for pipe in place shall include all materials, pipe bedding, fittings, thrust
blocks (restrained joint fittings if required), excavations, sheeting, bracing, dewatering,
backfill, grading cleanup and testing. Incidental items for which pay items are not
provided shall be included in the price bid for sewer pipe under the several bid items.
7.4. Measurement and payment for ductile iron pipe in gravity lines shall include the
costs of couplings.
7.5 Payment for boring and jacking shall include all materials (casing, carrier pipe and
fittings), excavation, dewatering, backfill, grading and testing. Incidental items for which
pay items are not provided shall be included in the lump sum price for the bore and
jacking operation.
END OF SECTION
02730-12 96226 12/95
SECTION 02731
SEWER SERVICE LATERALS
1. DESCRIPTION: This section covers the installation of sewer service laterals as
shown on the plans. Sewer laterals shall be installed at the locations shown on the
plans or where directed by the Owner or Engineer.
1.1. Related Work: See the following sections for related specifications:
02933 Seeding and Mulching
2. MATERIALS:
2.1. Wyes or Saddles shall be standard 45 degree pattern fittings or saddles as
specified herein. For ductile iron use factory made wye fittings with 0-ring joints on the
run of the wye. For ABS composite sewers, PVC composite sewers, or SDR 35 PVC
sewers use either field installed solvent cemented saddles or factory made wye fittings
with either solvent cemented saddles or 0-ring joints on as shown or directed for lateral
pipe. Branch joint shall be as specified for lateral pipe or shall be fitted with an
approved adapter at the bell of the branch.
2.2. Pipe. 6 inch and smaller: Use one of the following:
CISPI 301 "No-Hub" cast iron soil pipe with joints consisting of neoprene gasket and
stainless steel clamp and shield.
ABS plastic sewer pipe conforming to ASTM D2751, SDR 35, with solvent cement joints
and all required marking.
PVC plastic sewer pipe conforming to ASTM D3034, SDR 35, with either solvent
cement or elastomeric gasket joints and all required marking.
2.3. Bends shall be either one (1) 1/8 bend (45 degree) or two (2) 1/16 bends (22 1/2
degree) of the same material and joint as used for pipe. Use Sweep (long radius)
bends if available.
2.4. Adapters shall be approved type, submittal required. Adapters shall be rubber
coupling with stainless steel clamps or shall utilize compressible donut designed for the
purpose. Adapters shall be Fernco or approved equal.
02731-1 96226 12/95
3. INSTALLATION: Service laterals shall be properly installed at the locations
designated or as required to best service the property. All wyes, bends, stacks or
service pipe and other appurtenances shall be provided as required for each
connection.
3.1. Field Engineering: The Contractor shall be responsible for detailed design of
each service lateral using approved materials, criteria as specified in this section and
shown on the drawings and the following procedure:
3.1.1. Have the location of the lateral verified by the Engineer or the Owner
3.1.2. Use alignment, minimum slope and minimum cover criteria to install the laterals
as shown in the detail "Typical Service Lateral".
3.2. Wyes shall be installed with the branch turned to the proper direction and to the
angle determined above. Wyes shall be firmly supported.
3.3. Bends shall be placed in the wyes using care to obtain proper alignment. Bends
shall be adequately supported.
3.4. Stack pipe shall be installed at wye connections, to the elevation determined
above. Pipe shall be carefully aligned and adequately supported.
3.5. Service pipe shall be installed to the proper line and grade from the sewer line to
each property line. Suitable plugs or caps shall be placed in the end of the service lines
and suitable markers installed for location purposed. Care should be taken during
installation to minimize disturbing the developed lots. Laterals should be located to
minimize the amount of service line set and bends used.
3.6. Connection to manholes shall be similar to sewer connections to existing
manholes as shown on the detail drawings.
3.7. Record Drawings: Contractor shall keep and provide the Engineer an accurate
record of each service location according to the standard detail for "Location
Procedures for Sewer Laterals on Record Drawings". Such information should be
maintained during construction on a field set of bluelines and should also include all
wyes, bends, length of service line, whether or not a stack was installed, and length and
angle of stack.
3.8. Tes : Sewer service laterals shall pass infiltration and/or air test as specified for
gravity sewers.
02731-2 96225 12/95
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT: Payment for sewer
service laterals shall be made at the unit price for each and shall include field
engineering, record drawings, labor, excavation, backfill, wyes, fittings, adapters,
markers, cleanouts, and other appurtenances as may be required.
END OF SECTION
02731-3 96226 12/95
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