WQ0013176_Pump Station 11 and Force Main Modification Secifications_20230703

TOWN OF WARSAW
PUMP STATION 11 AND FORCE MAIN
MODIFICATION SPECIFICATIONS
Prepared
By
F. Tyndall Lewis, P.E.
McDavid Associates, Inc.
109 E. Walnut Street
Goldsboro, NC 27530
[phone]
Corporate License No. C-131
June 21, 2023
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02226 Pagel
SECTION 02226
EXCAVATION, BACKFILL & COMPACTION FOR FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Excavate trenches.
B. Undercut excavation as required to obtain subgrade structural stability.
C. BORROW and/or SELECT BACKFILLas required.
D. Backfill trenches.
E. Compact backfill.
F. Remove and dispose of excess and/or unsuitable excavated materials.
G. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
H. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK
102. RELATED WORK
A. Erosion and sedimentation control.
103. REFERENCES
A. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/fP (600 kN-m/m3))
B. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/f (2,700 kN-m/m3))
C. ASTM D2487 - Standard Method for Classification of Soils for Engineering Purposes.
D. NCDOT - Standard Specifications for Roads and Structures
104. METHOD OF PAYMENT
A. Payment for EXCAVATION, BACKFILL AND COMPACTION FOR FORCE MAINS shall
be included within the respective price of the pipe. No additional payment shall be made for
EXCAVATION, BACKFILL AND COMPACTION FOR FORCE MAINS.

02226 Page 2
B. When UNDERCUT EXCAVATION is required due to subgrade structural instability, payment
for UNDERCUT EXCAVATION shall be included within the respective price of the pipe. No
additional payment shall be made for UNDERCUT EXCAVATION.
C. When BORROW and/or SELECT BACKFILL are required, payment for BORROW and
SELECT BACKFILL shall be included within the respective price of the pipe. No additional
payment shall be made for BORROW or SELECT BACKFILL.
D. The above payment shall be full compensation for all work covered by this section including, but
not limited to: excavation; blasting; hauling anywhere along the project path both within and
across balance points; removal of unsuitable material; removal of sidewalks, driveways, curbs,
gutters, endwalls, and drainage structures; formation and compaction of embankments,
subgrades, and shoulders; breaking up pavement underneath embankment; disconnecting,
plugging, and removing private utility lines; removing underground tanks and any required
backfill; backfill; borrow; select backfill; compaction; disposal of surplus and unsuitable
materials; and maintaining the work as required for a complete installation unless specifically
addressed and identified under another pay item.
PART 2 PRODUCTS
201. DEFINITIONS
A. Site — a parcel of land occupied or to be occupied by a building or structure.
B. Pipe Embedment Zone — extends from the undisturbed trench bottom to six (6) inches above the
top of the pipe and includes the bedding, haunching, and initial backfill zones.
C. Bedding Zone — extends from the undisturbed trench bottom to the bottom of the pipe.
D. Haunching Zone — extends from the top of the bedding zone to the horizontal centerline of the
pipe.
E. Initial Backfill Zone — extends from the horizontal centerline of the pipe to six (6) inches above
the top of the pipe.
F. Final Backfill Zone — extends from six (6) inches above the top of the pipe to the final grade
surface or subgrade surface where under proposed pavements.
202. PIPE EMBEDMENT ZONE MATERIALS
A. Bedding, haunching, and initial backfill materials shall be as shown on the PLANS and as
specified in Section 02663 of these SPECIFICATIONS.
203. FINAL BACKFILL ZONE MATERIALS
A. Zone A - Under roadway, driveway, and parking area pavements
1. Native soil, borrow, or select backfill material consisting of soil classified as Type GW,
GP, SW, SP, GM, GC, SM, or SC in accordance with ASTM D2487. Borrow and/or select
backfill shall be used if native soil cannot be compacted to the required density.
2. No. 67 or No. 78M stone in compliance with the NCDOT Standard Specifications for
Roads and Structures.

02226 Page 3
B. Zone B - Between the edge of pavement and bottom of side ditch (or 10 feet from edge of
pavement when there is no side ditch) below the theoretical 1:1 slope from the edge of pavement
to the bottom of the nearest excavation wall
1. Native soil, borrow, or select backfill material consisting of soil classified as Type GW,
GP, SW, SP, GM, GC, SM, or SC in accordance with ASTM D2487.
2. No. 67 or No. 78M stone in compliance with the NCDOT Standard Specifications for
Roads and Structures.
C. Zone C - Between the edge of pavement and bottom of side ditch (or 10 feet from edge of
pavement when there is no side ditch) above the theoretical 1:1 slope from the edge of pavement
to the bottom of the nearest excavation wall
1. Native soil free of lumps, clods, stones, rocks, boulders, highly plastic clay, frozen lumps,
or other objectionable material. Provide and add suitable soil materials as required to meet
compaction requirements. Suitable soil materials shall be soil classified as Type GW, GP,
SW, SP, GM, GC, SM, or SC in accordance with ASTM D2487.
2. Borrow or select backfill material consisting of soil classified as Type GW, GP, SW, SP,
GM, GC, SM, or SC in accordance with ASTM D2487.
D. Zone D -Beyond the Centerline of side ditch (or 10 feet from edge of pavement when there is
no side ditch)
Native soil free of lumps, clods, stones, rocks, boulders, highly plastic clay, frozen lumps,
or other objectionable material. Provide and add suitable soil materials as required to meet
compaction requirements. Suitable soil materials shall be soil classified as Type GW, GP,
SW, SP, GM, GC, SM, or SC in accordance with ASTM D2487.
PART 3 EXECUTION
301. COORDINATION
A. Contact all utility companies and coordinate the proposed force main installation with all existing
utilities prior to beginning construction.
B. The CONTRACTOR shall be fully responsible for all damages and costs to repair or replace any
existing utility, whether underground or overhead, damaged as a result of the proposed force
main installation.
C. Notify the OWNER and ENGINEER of the proposed construction beginning date at least
seven (7) days prior to being construction.
D. Upon discovery of an unkn wn utility or concealed subsurface condition, discontinue the
affected work and notify the ENGINEER.
302. PROTECTION
A. Comply with all safety regulations and safeguards for the safety and protection of all persons
within the construction area. Erect and maintain all work in a safe and stable condition.
B. Protect excavations by shoring, bracing, sheet piling, underpinning, or other methods required
to prevent cave-in or loose soil from falling into excavation.

02226 Page 4
C. Protect existing landscaping, trees, structures, fences, pavements, curbs, gutters, bench marks,
utilities, and other features which are to remain.
D. Grade excavation top perimeter to prevent surface water run-off into excavation.
E. Repair all damages. Restore all disturbed areas and features to conditions as good as or better
than originally existed.
303. PREPARATION
A. Establish and verify required lines, levels, grades, and datum-
B. Identify and flag known utilities.
C. Investigate subsurface conditions at the construction site. Identify soils, soil conditions, and
potential utility conflicts.
D. Notify and coordinate with utility owner to have conflicting utilities removed and/or relocated.
304. EXCAVATION
A. Excavate soil and all subsurface materials encountered sufficient to permit 36" minimum cover
in all directions or greater if required on the PLANS.
B. Trench width shall be sufficient to permit the pipe to be properly laid, joined, and inspected and
to permit proper placement and compaction of backfill under and around the pipe. Trench width
at the top of the pipe shall not exceed the outside diameter plus two feet.
C. Backfill excess excavation below required subgrade with earth, sand, or gravel as directed by the
ENGINEER at no additional cost to the OWNER.
D. Compact backfill of excess or unauthorized excavation to 98% Standard Proctor under all traffic
ways and 95% Standard Proctor under all non -traffic ways at no additional cost to the OWNER-
E. Hand trim excavation for bells.
F. Remove lumped subsoil, boulders, rocks or other material creating a smooth uniform foundation.
G. Do not open more than 300 feet of trench in advance of the completed work in any section.
H. Do not allow trenches to remain open overnight.
I. Place excavated material on one side of the trench in such a manner as not to obstruct any drain
or gutter unnecessarily or obstruct any passageway.
305. PIPE EMBEDMENT ZONE
A. Place and compact bedding, haunching, and initial backdU as shown on the PLANS and as
specified in Section 02663 of these SPECIFICATIONS.
306. PIPE INSTALLATION
A. Install pipe in accordance with the respective section of these SPECIFICATIONS for the type
of pipe being installed.

02226 Page 5
B. Prior to installing pipe, verify that the bedding and trench are free of debris, extraneous material,
obstructions, snow, ice, and water and that the bedding and trench surfaces are not frozen.
C. Backfill and compact over excavated areas under pipe bearing surfaces.
D. After the pipe has been placed, verify that the pipe line has been correctly installed in accordance
with the required line and grade shown on the PLANS or directed by the ENGINEER.
307. BLOCKING
A. Block pipe in accordance with SECTION 02667 "BLOCKING OF FORCE MAINS."
308. FINAL BACKFILL
A. Place and compact final backfill as shown on the PLANS and as specified herein.
B. Prior to placing final backfill, verify that the pipe line has been correctly installed to the required
line and grade.
C. Verify that areas to be filled are free of debris, extraneous material, obstructions, snow, ice, and
water and that trench surfaces are not frozen. Do not backfill over porous, wet, spongy, or frozen
surfaces.
D. Use a placement method so as not to disturb or damage the pipe line.
E. Support pipe during placement and compaction of backfill materials to maintain correct line and
grade.
F. Do not drop backfill materials from the ground surface over the pipe.
G. Carefully place haunching and initial backfill materials by hand. Uniformly place and compact
materials on both sides of the pipe so as to avoid injury to the pipe and prevent unequal pressures
on the pipe.
H. Place and compact backfill materials in continuous layers not greater than six (6) inches loose
depth.
I. Uniformly place and compact backfill materials within three (3) feet of a structure on all sides
of the structure so as to avoid injury to the structure and prevent unequal pressures on the
structure.
Compact backfill materials with hand tools, tampers, light rollers, vibrators, or similar
compaction equipment. Do not use heavy equipment in the trench.
K_ Moisten and/or dry backfill materials as necessary to adjust moisture content to within two (2)
percent of optimum moisture content and achieve the required density and structural stability.
L. Place final backfill to subgrade or final grade contours and elevations.
309. FINAL BACKFILL COMPACTION REQUIREMENTS NOT WITHIN PUBLIC RIGHTS -OF -WAY
A. All Traffic Ways — 98% Standard Proctor Density (ASTM D698)
B. Non -Traffic Ways — 95% Standard Proctor Density (ASTM D698)

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310. FINAL BACKFILL COMPACTION REQUIREMENTS WITHIN PUBLIC RIGHTS -OF -WAY
A. Zone A - Under roadway pavements
1. From the top of initial backfill to eight (8) inches below the finished subgrade — 98%
Standard Proctor Density (ASTM D698)
2. From eight (8) inches below the finished subgrade to the finished subgrade — 100%
Standard Proctor Density (ASTM D698)
B. Zone A - Under driveway and parking areas (paved and unpaved)
1. From the top of initial backfill to the finished subgrade — 98% Standard Proctor
Density (ASTM D698)
C. Zone B - Between the edge of pavement and bottom of side ditch (or 10 feet from edge of
pavement when there is no side ditch) below the theoretical 1:1 slope from the edge of pavement
to the bottom of the nearest excavation wall
1. From the top of initial backfill to the finished grade — 98% Standard Proctor
Density (ASTM D698)
D. Zone C - Between the edge of pavement and bottom of side ditch (or 10 feet from edge of
pavement when there is no side ditch) above the theoretical 1:1 slope from the edge of pavement
to the bottom of the nearest excavation wall
1. All Traffic Ways — 98% Standard Proctor Density (ASTM D698)
2. Non -Traffic Ways — 95% Standard Proctor Density (ASTM D698)
E. Zone D -Between the centerline of side ditch (or 10 feet from edge of pavement when there is
no side ditch)
1. All Traffic Ways — 98% Standard Proctor Density (ASTM D698)
2. Non -Traffic Ways — 95% Standard Proctor Density (ASTM D698)
311. COMPACTION REQUIREMENTS ADJACENT TO BUILDINGS, STRUCTURES, AND
UTILITIES
A. 98% Standard Proctor Density (ASTM D698)
312. DISPOSAL OF EXCESS AND/OR UNSUITABLE MATERIALS
A. Dispose of excess and/or unsuitable excavated materials not required for fill or backfill at an
approved off -site disposal site provided by the CONTRACTOR.
313. FIELD QUALITY CONTROL
A. Cooperate in sampling and testing activities including interrupting work operations when
necessary.
B. Provide personnel, tools, equipment, etc, to assist in sampling and testing activities.
C. Excavate test holes to accommodate testing as directed by the ENGINEER

02226 Pagel
D. After testing is complete, backfill and compact test hole.
END OF SECTION

02344 Pagel
SECTION 02344
CASED DRYBORES WITH PIPE SUPPORTS
PART GENERAL
101. WORK INCLUDED
A. Provide and install drybores, carrier pipe and all appurtenances as shown in the PLANS or
discussed in the CONTRACT DOCUMENTS.
B. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
C. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK,
D. The cased drybore crossing the CSX right-of-way ate the intersection of Plank Street and North
Railroad Street shall be performed in accordance with all CSX requirements.
102. METHOD OF MEASUREMENT
A. The quantity of drybore to be paid for will be the approved number of linear feet of casing to
include carrier pipe as measured by the ENGINEER Drybore quantifies for which payment shall
be made will be based upon termination of the casing three feet beyond the edge of the asphalt
regardless of the quantity shown on the PLANS or the actual quantity installed except when said
installation is at the specific written instruction of the ENGINEER Excess casing installed at
the convenience of the CONTRACTOR shall be at the sole expense of the CONTRACTOR
CONTRACTOR shall furnish one man to assist ENGINEER and to verify measurements.
103. METHOD OF PAYMENT
A. Payment for DRYBORES shall be on either a LUMP SUM basis or a UNIT PRICE basis in
accordance with the pay UNITS shown within the BID SCHEDULE.
B. The above prices and payments as specified in the BID SCHEDULE shall be full compensation
for all work covered by this section including, but not limited to, the drybore, the casing, pipe
supports, and the carrier pipe.
PART PRODUCTS
201. CASING
A. Only new casing will be used.

02344 Page 2
B. The casing pipe shall conform to the materials standards of ASTM Designation A252, Grade 2
or approved equal. The diameter of the casing shall be as designated on the PLANS with the
following corresponding thickness:
Pipe Sizes (O.D.) Wall Thickness
Highways
Railroads
4" - 123/a"
0.188"
0.250"
14"
0.250"
0.281"
16"
0.250"
0.281"
18"
0.250"
0.312"
20"
0.250"
0.344"
24"
0.250"
0.406"
30"
0.312"
0.469"
36"
0.375"
0.531"
C. The casing pipe shall be smooth wall steel casing of size and length specified, installed by the
"dry" boring method, and in conformity with lines and grades shown on the PLANS and as
necessary to fit the installation conditions.
202. PIPE SUPPORTS
A. Pipe supports shall be used to position the carrier pipe in the center of the casing pipe and to
restrain the movement of the carrier pipe in all directions perpendicular to the pipe.
B. Pipe supports shall be made of steel and be equal in design to SPIDER (brand) pipe supports by
Spider Manufacturing Company of Durham, NC.
Each support shall clamp around the pipe and have a minimum of four (4) support legs.
2. Each support leg shall be equipped with slid feet which have front and back surfaces
angled inwardly toward the collar allowing the carrier pipe to slide through the casing pipe.
C. Pipe supports shall be coated with rust resistant primer and paint.
D. Rubber liners shall be used inside the collars of the pipe supports when the carrier pipe is
non-metallic.
PART 3 EXECUTION
301. PREPARATION
A. Install in locations as shown in PLANS.
B. Protect existing landscaping, conditions and features.
302. INSTALLATION
A. The hole shall be mechanically bored and cased through the soil by a cutting head on a
continuous auger mounted inside the casing pipe. The installation of the casing and boring of
the hole shall be done simultaneously. Lengths of pipe are to be adequately welded to the
preceding section installed. Excavation material will be placed at the top of the working pit.

02344 Page 3
B. If voids are encountered or occur outside the encasement pipe, grout holes shall be installed in
the top section of the encasement pipe at 10 foot centers and the voids filled with 1:3 Portland
Cement grout at sufficient pressure to prevent settlement in the roadway.
C. In the event an obstruction is encountered during the boring and jacking operation, the auger is
to be withdrawn and the excess pipe is to be cut o$ capped, and filled with 1:3 Portland Cement
grout at sufficient pressure to fill all voids before moving to another boring site.
D. Drybores shall extend a minimum of three (3) feet beyond the edge of the asphalt.
E. Install spider -type supports on carrier pipes four (4) inches diameter or greater.
Install a minimum of three (3) supports per 20 foot pipe section - one at the bell end and
two (2) spaced evenly in the middle.
2. For other pipe lengths, do not exceed seven (7) feet on -center between supports.
F. Install carrier pipe.
G. Close up ends of casing with brick and mortar.
END OF SECTION

02578 Pagel
SECTION 02578
BREAK, REMOVE, AND REPLACE EXISTING PAVEMENTS, CURBS, AND GUTTERS
PART GENERAL
101. WORK INCLUDED
A. Cutting, breaking, removal, disposal and replacement of existing pavements, curbs, and gutters.
B. Excavation.
C. Backfill and compaction-
D. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
E. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK
102. REFERENCES
A. North Carolina Department of Transportation "Standard Specifications for Roads and Structure",
latest edition, hereinafter referred to as NCDOT SSRS.
103. PROTECTION AND LIMITS OF REMOVAL
A. Existing pavements, curbs, and gutters that are to remain shall be protected from damage due to
construction operations. Restore all damaged areas to original condition or better.
B. Pavements, curbs, and gutters shall not be removed except where required to permit the
installation of the WORK-
C. Pipe line trench width at the ground surface shall be limited in accordance with Section 02222,
Paragraph 102.C. so as to minimize removal and replacement.
104. METHOD OF PAYMENT
A. Payment for BREAK, REMOVE, AND REPLACE EXISTING PAVEMENTS, CURBS, AND
GUTTERS shall be included within the respective price for the WORK as shown in the BID
SCHEDULE. No additional payment shall be made for BREAK, REMOVE, AND REPLACE
EXISTING PAVEMENTS, CURBS, AND GUTTERS.
B. The above payment shall be full compensation for all work covered by this section, including but
not limited to: the satisfactory breaking up, removal, disposal, and replacement of existing
pavements, curbs, and gutters.

02579 Page 2
PART 2 PRODUCTS
201. GENERAL
A. Materials shall conform to the requirements of the NCDOT SSRS.
202. ASPHALT MIXES
A- Asphalt mixes for surface course for low volume traffic shall be Type SF-9.5A asphalt concrete
surface course conforming to Section 610 of NCDOT SSRS.
B. Asphalt mixes for surface course for medium volume traffic shall be Type S-9.5B asphalt
concrete surface course conforming to Section 610 of NC DOT SSRS.
C. Asphalt mixes for surface course for NC and US primary routes shall be S-9.5C asphalt concrete
surface course conforming to Section 610 of NCDOT SSRS.
D. Asphalt mixes for asphalt concrete base course shall be Type B-25.OB conforming to Section
610 of NCDOT SSRS.
203. ASPHALT TACK
A. Asphalt tack shall conform to Section 605 of NCDOT SSRS.
204. CONCRETE
A. Concrete shallbe Class B concrete conforming to Section 1000 of NCDOT SSRS.
B. Curing agents shall be liquid membrane compounds conforming to Section 1026-2 of NCDOT
SSRS.
C. Expansion joint filler shall conform to Section 1028-1 of NCDOT SSRS.
205. AGGREGATE BASE COURSE
A. Aggregate base course shall conform to Section 1010 of NCDOT SSRS.
PART 3 EXECUTION
301. GENERAL
A. Execute cutting, breaking, removal, disposal, excavation, installation of work, backfill,
compaction, and replacement.
B. Pavements, curbs, and gutters are not to be disturbed unless absolutely necessary for the
installation of the WORK, and then only to the smallest extent necessary.
C. Pavement shall be removed for the entire depth.
D. All breaking and removal shall be performed in a neat and workmanlike manner.
E. All pavements, curbs, and gutters shall be replaced with the same materials as that removed and
to the original dimensions except as specified herein.

02578 Page 3
302. INSPECTION
A. Inspect existing conditions, including elements subject to damage or movement during
performance of work.
B. After uncovering, inspect conditions affecting performance of work.
303. PREPARATION
A. Provide supports to assure structural integrity of surroundings; devices and methods to protect
other portions of PROJECT from damage.
B. Provide protection from elements for areas which maybe exposed by uncovering work; maintain
excavations free of water.
304. BREAK, REMOVAL AND DISPOSAL
A. Provide a neat edge along the pavement being retained.
B. Saw portland cement concrete pavements a minimum of two (2") inches deep prior to breaking
the pavement to be removed.
C. Saw asphalt pavements completely through the depth of the asphalt. The use of jack hammers
shall be acceptable for cutting asphalt pavements around valve boxes and manholes.
D. Curbs and gutters shall be sawed or removed to existing construction joints to provide a neat end
as directed by the ENGINEER.
E. CONTRACTOR shall dispose of all removed materials at a site provided by the
CONTRACTOR in accordance with all applicable federal, state, and local laws, ordinances,
rules, and regulations.
305. REPLACEMENT OF ASPHALT PAVEMENTS
A. Complete installation of the work, backfll, and compact.
B. Provide, place and compact aggregate base course a minimum of eight (8") inches thick under
all pavements to be replaced. Compact aggregate base course to one hundred (100%) percent
density based upon Modified Proctor test.
C. The replacement surface course shall be a minimum of two (2") inches thick or the original
thickness, whichever is greater.
D. Tack edges of existing pavements with tack coat prior to placement of asphalt mix
E. Provide, place and compact surface course of Type SF-9.5A, Type S-9.513, or Type 5-9.5C
asphalt mix in accordance with Section 610 of NCDOT SSRS and such that the replaced
pavement conforms with the shape of adjacent pavements forming a smooth transition free from
high or low spots, ridges, valleys, ragged edges, or other defects.

02578 Page 4
F. Tack coat.
1. Weather Limitations.
a. Apply tack coat only when the surface to be treated is sufficiently dry and when the
atmospheric temperature is 350F or above in the shade away from artificial heat.
b. Tack coat shall not be applied when the weather is foggy or rainy or there exists a
threat of rain, when the base course is frozen, or when the moisture on the surface to
be paved would prevent proper bond.
2. Application.
a. CONTRACTOR shall clean surfaces prior to applying tack.
b. The temperature of the tack coat material at the time of application shall be within the
following ranges:
Asphalt Material
Temperature Range
Asphalt Binder, Grade PG 64-22
3750F to 4250F
Emulsified Asphalt, Grade RS-lH
90°F to 150°F
Emulsified Asphalt, Grade CRS-1H
90°F to 150°F
Emulsified Asphalt, Grade CRS-1
90°F to 150°F
Emulsified Asphalt, Grade HFMS-1
90°F to 160°F
Emulsified Asphalt, Grade CRS-2
125°F to 185°F
C. CONTRACTOR shall tack existing vertical edges of pavements, curbs, gutters,
manholes, valve box protector rings which will be in contact with replacement
pavement. CONTRACTOR shall tack surface of asphalt concrete base course.
d. Uniformly apply tack to horizontal surfaces at a rate of 0.04 to 0.08 gallons per
square yard. Too much tack coat between two pavement courses may serve as a
lubricant rather than an adhesive.
e. After the tack coat has been applied, CONTRACTOR shall protect it until it has
cured for a sufficient length of time to prevent it from being picked up by traffic.
G. Surface Course.
1. The replacement surface course shall be a minimum of two (2") inches thick or the original
thickness, whichever is greater.
2. CONTRACTOR shall not apply asphalt concrete over tack coat until the tack coat
sufficiently cures.
3. Provide, place and compact surface course of Type SF-9.5A, Type S-9.5B, or Type S-9.5C
asphalt mix in accordance with Section 610 ofNCDOT SSRS and such that the replaced
pavement conforms with the shape of adjacent pavements forming a smooth transition free
from high or low spots, ridges, valleys, ragged edges, or other defects.
306. REPLACEMENT OF CONCRETE PAVEMENTS
A. Complete installation of the work, backfill, and compact.

02578 Page 5
B. Provide, place and compact aggregate base course a minimum of six (6") inches thick under all
pavements to be replaced. Compact aggregate base course to one hundred (100%) percent
density based upon Modified Proctor test.
C. Replace pavement to the original dimensions except that the thickness shall not be less than six
(6") inches thick for vehicular traffic ways and four (4") inches thick elsewhere.
D. Provide expansion joints adjacent to existing pavements, curbs, gutters, and other rigid
structures.
E. Provide expansion joints to match expansion joints in existing adjacent pavements.
F. Provide and place concrete in accordance with Sections 825 and 848 of NCDOT SSRS and such
that the replaced pavement conforms with the shape of adjacent pavements forming a smooth
transition free from high or low spots, ridges, valleys, ragged edges, or other defects.
G. Provide grooved construction joints to match existing adjacent pavements or as existed in
original pavement.
307. REPLACEMENT OF CONCRETE CURBS AND GUTTERS
A. Complete installation of the work, backfill, and compact.
B. Provide, place, and compact aggregate base course a minimum of six (6") inches thick under all
curbs and gutters to be replaced. Compact aggregate base course to one hundred (100%) percent
density based upon Modified Proctor test.
C. Replace curbs and gutters to the original dimensions or to revised dimensions approved by the
ENGINEER.
D. Provide expansion joints adjacent to existing pavements, curbs, gutters, and other rigid
structures.
E. Provide expansion joints to match expansion joints in existing curbs and gutters.
F. Provide and place concrete in accordance with Section 825 and 846 of NCDOT SSRS.
G. Provide template formed contraction joints at ten (10') feet intervals.
308. REPLACEMENT OF ASPHALT CURBS
A. Complete installation of the work, backfill, and compact.
B. Provide, place, and compact aggregate base course a minimum of six (6") inches thick under all
curbs to be replaced. Compact aggregate base course to one hundred (100%) percent density
based upon Modified Proctor test.
C. Replace all underlying pavements as originally existing.
D. Replace curbs to the original dimensions or to revised dimensions approved by the ENGINEER -
END OF SECTION

02613 Pagel
SECTION 02613
POLYVINYL CHLORIDE PIPE FOR FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Provide and install all PVC pipe as shown in the PLANS or discussed in the CONTRACT
DOCUMENTS.
B. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
C. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK,
102. REFERENCES
A. ASTM D2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure -
Rated Pipe (SDR Series).
B. ASTM D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) Compounds
and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds.
C. ASTM D2774 - Standard Recommended Practice for Underground Installation of
Thermoplastic Pressure Piping.
103. SUBMITTALS
A. Provide shop drawings and/or manufacturer's literature fully describing the selected product.
B. Provide copies of manufacturer's recommended handling, storage, and installation instructions.
104. DELIVERY, STORAGE & HANDLING
A. In accordance with the manufacturer's instructions, install pipe as soon as possible after delivery.
Protect all pipe during delivery and storage from sunlight, weather, damage and contamination.
Pipe damaged in any fashion shall be replaced by the CONTRACTOR Pipe contaminated with
petroleum products such as diesel fuel exhaust shall be replaced by the CONTRACTOR.
105. METHOD OF PAYMENT
A. Payment for POLYVINYL CHLORIDE PIPE FOR FORCE MAIMS shall be included within
the UNIT PRICE per linear foot as shown in the BID SCHEDULE. No additional payment shall
be made for POLYVINYL CHLORIDE PIPE FOR FORCE MAINS.

02613 Page 2
B. The above payment shall be full compensation for all work covered by this section, including but
not limited to: famishing and installing pipe; flushing, cleaning, and testing pipe; and if required
in BID SCHEDULE or PLANS, furnishing and installing marking tape or location wire.
PART PRODUCTS
201. PIPE
A. Rigid polyvinyl chloride plastic pipe shall be manufactured of Type 1, Grade 1, 2,000 psi design
stress compound designated as Polyvinyl Chloride 1120 cell classification 12454-B and shall
conform to ASTM D 17 84 compound specifications.
B. Polyvinyl chloride pipe shall conform to ASTM D2241 and shall have a minimum hydrostatic
working pressure of 200 psi (SDR 21) unless shown otherwise in the BID SCHEDULE or on the
PLANS.
C. Markings on pipe.
1. The manufacturer's name, trademark or logo.
2. Nominal pipe size (for example: 8").
3. The designation number for the product standard (for example: ASTM D2241).
4. Dimensions ratio number (for example: SDR 21).
5. Pressure rating for PVC pressure pipe (for example: 200 psi).
6. PVC material cell classification (for example: 12454-B).
7. The polyvinyl chloride plastic pipe shall bear the National Sanitation Foundation (NSF)
seal of approval.
D. Joint type.
1. Push -on joint.
202. MARKING TAPE
A. Marking tape shall be metallic detectable type suitable for underground installation. Tape shall
resist degradation by elements found in soil. Tape shall be detectable by inductive location
techniques.
B. Tape shall be three (3") inches wide with overall minimum thickness of 5.0 mils. Minimum
tensile strength shall be 75 pounds for three (3 ") inch wide tape.
C. Tape shall be a solid aluminum core of 0.3 mils minimum thickness and 2.9 inches minimum
width. The foil core shall be encapsulated in a protective plastic jacket. Foil shall be visible
through clear protective jacket on unprinted side of tape.
D. Tape color shall resist fading and degradation from ultraviolet light. Color pigments shall be
lead-free, chromium free, and cadmium free.

02613 Page3
E. Printing.
_- 1. All printing shall be permanent and encapsulated in plastic. Surface printing is not
acceptable.
2. Lettering shall either be in black ink or aluminum letters in colored background.
3. Lettering shall be a minimum of one (1 ") inch from top to bottom of letters.
F. Message.
1. Message on tape shall read "CAUTION: BURIED FORCE MAIN BELOW" on safety
precaution brown colored background.
2. Message shall repeat a minimum of every 24 inches.
203. LOCATION WIRE
A. Location wire shall be #12 AWG solid copper wire with moisture resistant plastic insulation.
PART 3 EXECUTION
301. PREPARATION
A. Install in locations as shown in PLANS.
B. Protect existing landscaping, conditions and features.
302. TRENCHING
A. Excavate trench for pipe installation to provide proper grades.
B. Keep trench free of debris, material, or obstructions that may damage pipe.
303. BEDDING
A. Prepare bedding.
304. INSTALLATION
A. Install pipe and appurtenances.
B. Block pipe at all locations where thrust forces are created.
305. BACKFILL AND COMPACT
A. Backfill and compact soil around pipe to top of pipe.
B. Install location wire above centerline of all uncased PVC pipe. Attach wire to blow -offs and
casing pipe. Install loop of wire inside valve boxes to facilitate attachment with signal
transmitter.

02613 Page 4
C. Backfill and compact to finished ground elevations as directed by SECTION 02226
"EXCAVATION, BACKFILL, AND COMPACTION FOR FORCE MAINS".
306. FLUSH AND CLEAN FORCE MAINS
A. Flush and clean force mains free of debris, mud, sediment, and foreign matter in accordance with
SECTION 02733 "SANITARY SEWER FORCE MAIN SYSTEMS".
307. HYDROSTATIC TESTS
A. Perform pressure and leakage tests in accordance with SECTION 02733 "SANITARY SEWER
FORCE MAIN SYSTEMS".
END OF SECTION

02614 Page 1
SECTION 02614
DUCTILE IRON PIPE FOR FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Provide and install ductile iron pipe as shown in the PLANS or discussed in the CONTRACT
DOCUMENTS.
B. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
C. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK.
102. REFERENCES
A.
ANSI A 21.4 -
Cement -Mortar Lining for Ductile -Iron Pipe and (AWWA C104)
Fittings for Water.
B.
ANSI A 21.5 -
Polyethylene Encasement for Ductile -Iron Pipe Systems,
C.
ANSI A 21.11 -
Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings.
(AWWA C111)
D.
ANSI A 21.15 -
Flanged Ductile -Iron Pipe with Ductile -Iron or Gray -Iron Threaded
(AWWA C115)
Flanges.
E.
ANSI A 21.50 -
Thickness Design of Ductile -Iron Pipe.
(AWWA C150)
F.
ANSI A 21.51 -
Ductile -Iron Pipe, Centrifugally Cast, for Water and Other Liquids.
(AWWA C151)
G.
AWWA C600 -
Installation of Ductile -Iron Water Mains and Their Appurtenances.
103. SUBMITTALS
A. Provide shop drawings and/or manufacturer's literature fully describing the selected product.
B. Provide copies of manufacturer's recommended handling, storage, and installation instructions.
104. DELIVERY, STORAGE, AND HANDLING
A. In accordance with the manufacturer's instructions, install pipe as soon as possible after delivery.
Protect all pipe during delivery and storage from sunlight, weather, damage, and contamination.

02614 Page 2
Pipe damaged in any fashion shall be replaced by the CONTRACTOR Pipe contaminated with
petroleum products such as diesel fuel exhaust shall be replaced by the CONTRACTOR
105. METHOD OF PAYMENT
A. Payment for DUCTILE IRON PIPE FOR FORCE MAINS shall be included within the UNIT
PRICE per linear foot as shown in the BID SCHEDULE. No additional payment shall be made
for DUCTILE IRON PIPE FOR FORCE MAINS.
B. The above payment shall be full compensation for all work covered by this section, including but
not limited to: furnishing and installing pipe; flushing, cleaning, and testing pipe.
PART2 PRODUCTS
201. PIPE
A. Ductile Iron Pipe shall be manufactured in complete accordance with and shall meet the test
requirements and conditions in the latest edition of the following SPECIFICATIONS:
1. ANSI A 21.50 (AWWA C 150) - Thickness Design of Ductile -Iron Pipe.
2. ANSI A 21.51 (AWWA C151) - Ductile -Iron Pipe, Centrifugally Cast, for Water or
Other Liquids.
B. Interior Coating
1. Bituminous coating of a minimum one (1) mil thickness in accordance with all
requirements for a seal coat in ANSI A 21.4 (AWWA C104).
C. Exterior coating
1. Buried pipe
a. Bituminous Coating shall be applied to a minimum depth of one (1) mil in accordance
with ANSI A21.51 (AWWA C151).
2. Exposed pipe
a. Shop paint compatible with field applied epoxy paint.
D. Mechanical joint pipe
1. Pipe shall have wall thickness equal to or greater than Thickness Class 51.
2. Mechanical joints to include bolt holes and slots, rubber gaskets, bolts and nuts, and
appurtenances shall be in accordance with ANSI A 21.11 (AWWA Cl 11).
E. Push -on or Slip joint pipe
1. Pipe shall have wall thickness equal to or greater than Thickness Class 51.
2. Push -on joints including the rubber gaskets and appurtenances shall be in accordance with
ANSI A 21.11 (AWWA C111).
3. Bells shall be contoured to receive bulb -shaped, circular rubber gaskets.

02614 Page 3
4. Plain ends shall be slightly tapered.
F. Flanged joint pipe
1. Pipe shall have a wall thickness equal to or greater than Thickness Class 53.
2. Flanged joints including bolt holes and slots, rubber gaskets, bolts and nuts, and
appurtenances shall be in accordance with ANSI A 21.15 (AWWA C115) to include the
appendices and shall be completely compatible with ANSI 2 1. 10 (AWWA C110).
3. Flanges shall be Class 125 in compliance with ANSI B 16.1. (Class 250, ANSI B 16.1
Flanges cannot be j oined to ANSI A 21.10 Fittings.)
4. Pipe barrel threads shall be tapered pipe threads (NPT) in accordance with ANSI B 2.1
adapted to respective Ductile Iron Pipe outside diameters.
5. Flanges shall be ductile iron.
6. Flanges shall have a tapered pipe thread (NPT) in accordance with ANSI B 2.1 adapted to
respective Ductile Iron Pipe outside diameters.
7. Flanges shall be accurately faced at right angles to the pipe axis.
8. Flange faces shall be coated with a rust preventative coating. The rust preventative coating
shall be soluble in commercial solvent for ready removal prior to pipe installation.
9. Threaded flanges shall be individually fitted and machine tightened on the threaded pipe
by the manufacturer.
10. Rubber gaskets shall be a minimum of one -eighth (1/8") inch thick.
11. Rubber gaskets may be ring or full face for pipe twelve (12") inches in diameter or smaller.
12. Rubber gaskets shall be ring type for pipe fourteen (14") inches in diameter and larger.
13. The use of any type of flange without threads connecting the flange to the pipe barrel shall
not be permitted.
14. Bolts and nuts shall be ASTM A307 Grade B steel bolts threaded in accordance with ANSI
B1.1.
G. Restrained Joint Pipe
1. Pipe shall have wall thickness equal to or greater than Pressure Class 350.
2. Joints shall be in accordance with section of AWWA C111 entitled "Special Requirements
for the Push -On Joint" and shall have minimum pressure ratings of 350 psi.
3. Joints shall have permissible deflection angles equal to or greater than:
a. Four degrees for pipe sizes 12" and smaller.
b. Three degrees for 14" and 16" pipe.
4. Only types and brands of restrained joint pipe approved by the ENGINEER on a product
by product basis shall be installed.

02614 Page 4
5. Acceptable products:
a. Griffin SNAP-LOK restrained joint pipe
b. Griffin BOLT-LOK restrained joint pipe, 4" size only
c. American FLEX -RING restrained joint pipe, sizes 4" through 12"
d. Clow SUPER -LOCK restrained joint pipe
H. Ball Joint or River Crossing Pipe
1. Pipe shall have wall thicknesses which equal or exceed the following schedule:
SIZE
THICKNESS CLASS
4"
54
6"
54
811
55
IV
55
12"
55
14"
56
16"
56
2. Joints shall be in accordance with section of AWWA Cl 11 entitled "Special Requirements
for the Push -On Joint" and shall have minimum pressure ratings of 250 psi.
3. Joints shall have permissible deflection angles equal to or greater than twelve degrees.
4. Only types and brands of restrained joint pipe approved by the ENGINEER on a product
by product basis shall be installed.
5. Acceptable products:
a. Griffin SNAP-LOK River Crossing Pipe
b. American FLEX-LOK Boltless Ball Joint Pipe
C. Clow River Crossing Pipe
202. PROTECTIVE ENCASEMENT
A. Polyethylene Encasement shall be manufactured in accordance with and shall meet the
requirements and conditions set forth in the latest edition of ANSI A 21.5 (AWWA C105) and
shall be installed as shown on PLANS or as listed in the BID SCHEDULE.

02614 Page 5
PART 3 EXECUTION
301. PIPE SELECTION
A. Pipe shall be provided and installed in accordance with the BID SCHEDULE and the PLANS
and SPECIFICATIONS. In general, ductile iron piping will be provided in accordance with the
following schedule unless otherwise shown on the PLANS.
Item
Buried
1. Joints
Push -on joint at
pipe/pipe joints.
Mechanical joint at all
fittings and valves
2. Outside Coating
Bitunnous
3 Inside Coating
Bituminous
302. PREPARATION
A. Install in locations as shown in PLANS.
B. Protect existing landscaping, conditions and features.
303. TRENCHING
Exposed
Flanged or mechanical
Paint
Bituminous
A. Excavate trench for pipe and fitting installation to provide proper grades.
B. Keep trench free of debris, material, or obstructions that may damage pipe.
C. Excavation of trenches for subaqueous pipelines shall be performed so as to minimize
disturbance of the bottom of the body of water. Excavated materials shall not be placed within
bodies of water, wetlands or floodplains. The CONTRACTOR shall dispose of excavated
materials in accordance with all applicable Federal, State, and local laws, rules and regulations.
304. BEDDING
A. Ground surface above water
1. Prepare bedding in conformance with Type 3 laying conditions as illustrated in Standard
AWWA C600 unless otherwise shown on the PLANS.
B. Ground surface below water
1. Bedding for subaqueous pipelines shall be native materials excavated to provide uniform
bedding.
305. INSTALLATION
A. General
1. Construction methods shall be in accordance with AWWA C600.

02614 Page 6
2. Ductile iron pipe shall be installed as Type 3 laying conditions. Pipe bedding shall be
native soil placed in four (4") inch layers and compacted. Pipe bedding shall extend to the
top of the pipe.
3. Assemble together and install pipe, fittings, and appurtenances in trench.
4. Protective Encasement
a. Install polyethylene encasement in accordance with AWWA C105 as shown on
PLANS or as listed in BID SCHEDULE.
b. Install protective encasement at all proposed blocking to shield pipe and fittings from
concrete.
5. Block pipe and fittings at all locations where thrust forces are created.
6. Complete bedding
a. Place native soil in four (4") inch layers around pipe and compact the soil. Continue
procedure until compacted soil surface reaches top of pipe. (Pipe bedding is
considered by these SPECIFICATIONS to extend to the top of pipe.)
b. Do not place and compact soil around pipelines laid in streambeds under water.
B. Joints
1. Mechanical Joints
a. Mechanical joints shall be installed in accordance to ANSI A 21.11 (AWWA C111)
to include all appendices.
b. Centrally locate bell on pipe.
C. Clean all joint surfaces thoroughly with a wire brush to remove all rust or foreign
material prior to assembling the joint.
d. Lubricate, with lubricant provided or recommended by the pipe manufacturer, both
the gasket and the plain end prior to assembling the joint.
e. Tighten bolts in a manner that brings the gland up toward the pipe flange evenly,
maintaining approximately the same distance between the gland and the face of the
flange at all points around the socket. This may be achieved by partially tightening
the bottom bolt first; then, the top bolt; next, the bolts at either side; and, finally, the
remaining bolts.
f. Repeat bolt tighten process until all bolts are within the range of torques as shown in
ANSI A 21.11 (AWWA C 111) Appendix A.
g. If effective sealing is not attained at the maximum specified torques permitted, then
the joint should be disassembled, thoroughly cleaned, and reassembled.
h. Overstressing of bolts to compensate for poor installation practices shall not be
permitted.
2. Push -on or Slip Joints
a. Push -on or slip joints shall be installed in accordance to ANSI A 21.11
(AWWA C111).

02614 Page 7
b. Centrally locate bell on pipe.
C. Clean all joint surfaces thoroughly with a wire brush to remove all rust and foreign
material prior to assembling the joint.
d. Lubricate, with lubricant provided or recommended by the pipe manufacturer, both
the gasket and the plain end prior to assembling the joint.
e. Assemble joint by guiding the plain end into the bell until contact is made with the
gasket; then by exerting a sufficient compressive force, drive the joint home until the
plain end makes full contact with the base of the bell.
3. Flanged Joints
a. Flanged joints shall be installed in accordance to the pipe manufacturer's
recommendations.
b. Clean flange faces removing the protective coating.
G. Align flanges and bolt holes installing the appropriate gasket.
d. Fit joint so that the contact face bears uniformly on the gasket.
e. Tighten bolts uniformly maintaining uniform bolt stress.
f. Overstressing of bolts to compensate for poor alignment or poor installation practices
shall not be permitted.
4. Restrained Joints
a. Restrained joints shall be assembled in accordance with the pipe manufacturer's
recommendations.
b. In no case shall joint deflections be permitted which exceed those recommended by
the manufacturer.
5. Ball Joints or River Crossing Pipe
a. Ball joints shall be assembled in accordance with the pipe manufacturer's
recommendations.
b. In no case shall joint deflections be permitted which exceed pipe manufacturer's
recommendations.
306. BACKFILL AND COMPACT
A. Backfill trench and compact soil as directed by SECTION 02226 "EXCAVATION, BACKFILL,
AND COMPACTION FOR FORCE MAINS" to finished ground elevations.
B. However, do not backfill pipelines under water in streams unless otherwise directed on PLANS.
Backfill shall be accomplished by natural currents in the stream.
307. FLUSH AND CLEAN FORCE MAINS
A. Flush and clean force mains free of debris, mud, sediment, and foreign matter in accordance with
SECTION 02733 "SANITARY SEWER FORCE MAIN SYSTEMS".

02614 Page 8
308. HYDROSTATIC TESTS
A. Perform pressure and leakage tests in accordance with SECTION 02733 "SANITARY SEWER
FORCE MAIN SYSTEMS".
END OF SECTION

02637 Pagel
SECTION 02637
DUCTILE IRON FITTINGS FOR FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Provide and install all Ductile Iron Fittings as shown in the PLANS or discussed in the
CONTRACT DOCUMENTS.
B. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
C. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK.
102. REFERENCES
A.
ANSI A21.4 -
Cement Mortar Lining for Cast Iron and Ductile Iron Pipe and Fittings.
(AWWA C104)
B.
ANSI A21.10 -
Ductile Iron and Gray Iron Fittings, three (3") inch through forty-eight
(AWWA C110)
(48") inches.
C.
ANSI A21.11 -
Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and
(AWWA C111)
Fittings.
D.
ANSI A21.53 -
Ductile Iron Compact Fittings, three (3") inch through sixteen (16")
(AWWA C153)
inch.
E.
AWWA C600 -
Installation of Gray and Ductile Cast Iron Water Mains and
Appurtenances.
103. SUBMITTALS
A. Provide shop drawings and/or manufacturer's literature fully describing the selected product.
B. Provide copies of manufacturer's recommended handling, storage, and installation instructions.
104. DELIVERY, STORAGE, AND HANDLING
A. In accordance with the manufacturer's instructions; install fittings as soon as possible after
delivery. Protect all fittings during delivery and storage from weather and damage. Fittings
damaged in any fashion shall be replaced by the CONTRACTOR.

02637 Page 2
105. APPLICATION
A. Ductile Iron Fittings shall be used in conjunction with all ductile iron pipe.
B. All fittings for pipe six (6) inches in diameter and larger shall be ductile iron.
106. METHOD OF PAYMENT
A. Payment for DUCTILE IRON FITTINGS FOR FORCE MAINS shall be included within the
price for the WORK as shown in the BID SCHEDULE. No additional payment shall be made
for DUCTILE IRON FITTINGS FOR FORCE MAINS.
B. The above payment shall be full compensation for all work covered by this section including, but
not limited to: finnishing and installing fittings; making joint connections; blocking; excavation;
bedding; backfill; and compaction -
PART 2 PRODUCTS
201. FITTINGS
A. Ductile Iron Fittings shall be manufactured in complete accordance with and shall meet the test
requirements and conditions in ANSI A21.10 (AWWA Cl 10) or ANSI A21.53 (AWWA C153).
B. All fittings shall have a minimum pressure rating of 250 psi.
C. Fittings shall be provided and installed in accordance with the BID SCHEDULE and the PLANS
and SPECIFICATIONS. In general, ductile iron fittings will be provided in accordance with the
following schedule unless otherwise shown on the PLANS.
Item Buried Exposed
Joints Mechanical joint except Flanged or
under buildings and mechanical
structures
Push -on allowed with
IPS sized PVC Pipe
Flanged joint at all
joints under buildings
and structures
Outside Coating Bituminous Paint
Inside Coating Cement Cement
D. Joint Type
1. Mechanical Joints
a. Mechanical joints to include bolt holes and slots, rubber gaskets, bolts and nuts, and
appurtenances shall be in accordance with ANSI A21.10 (AWWA Cl 10) and ANSI
A21.11 (AWWA C111).

02637 Page 3
2. Push -on Joints
a. Push -on joints to include the rubber gaskets and appurtenances shall be in accordance
with ANSI A21.11 (AWWA C111).
b. Bells shall be contoured to receive bulb -shaped, circular rubber gaskets.
3. Flanged Joints
a. Flanged joints to include bolt holes and slots, rubber gaskets, bolts and nuts, and
appurtenances shall be in accordance with ANSI A21.10 (AWWA C110) to include
the appendices.
b. Flanges shall be accurately faced at right angles to the pipe axis.
C. Flange faces shall be coated with a rust preventative coating. The rust preventative
coating shall be soluble in commercial solvent for ready removal prior to pipe
installation.
d. Rubber gaskets shall be a minimum of one -eighth (%") inch thick.
e. Rubber gaskets may be ring or full face for pipe twelve (12") inches in diameter or
smaller.
f. Rubber gaskets shall be ring type for pipe fourteen (14") inches in diameter and
larger.
g. Bolts and nuts shall be ASTM A307 Grade B steel bolts threaded in accordance with
ANSI B1.1
E. Outside coating
1. Exposed
a. Shop paint compatible with field applied epoxy paint.
2. Buried
a. Bituminous Coating shall be applied to a minimum depth of one (1) mil in accordance
with ANSI A21.10 (AWWA C110).
F. Interior Coating
1. Cement -mortar coating shall be applied in accordance with ANSI A21.4 (AWWA C104).
202. POLYETHYLENE ENCASEMENT
A. Polyethylene Encasement shall be manufactured in accordance with and shall meet the
requirements and conditions set forth in the latest edition of ANSI A 21.5 (AWWA C105) except
that it shall have a minimum thickness of six (6) mils.

02637 Page 4
PART 3 EXECUTION
301. PREPARATION
A. Install in locations as shown in PLANS.
B. Protect existing landscaping, conditions and features.
302. TRENCHING
A. Excavate trench for pipe and fitting installation to provide proper grades.
B. Keep trench free of debris, material, or obstructions that may damage pipe.
303. BEDDING
A. Prepare bedding.
304. INSTALLATION
A. Fittings
1. Install pipe and fittings in accordance with AWWA C600.
B. Joints
1. Mechanical Joints
a. Mechanical joints shall be installed in accordance to ANSI A21.11 (AWWA C111)
to include all appendices.
b. Centrally locate bell on pipe.
C. Clean all joint surfaces thoroughly with a wire brush to remove all rust or foreign
material prior to assembling the joint.
d. Lubricate, with lubricant provided or recommended by the pipe manufacturer, both
the gasket and the plain end prior to assembling the joint.
e. Tighten bolts in a manner that brings the gland up toward the pipe flange evenly,
maintaining approximately the same distance between the gland and the face of the
flange at all points around the socket. This may be achieved by partially tightening
the bottom bolt first; then, the top bolt; next, the bolts at either side; and, finally, the
remaining bolts.
f. Repeat bolt tighten process until all bolts are within the range of torques as shown in
ANSI A21.11 (AWWA C111) Appendix A.
g. If effective sealing is not attained at the maximum specified torques permitted, then
the joint should be disassembled, thoroughly cleaned, and reassembled.
h. Overstressing of bolts to compensate for poor installation practices shall not be
permitted.

02637 Page 5
2. Push -on Joints
a. Push -on joints shall be installed in accordance to ANSI A21.11 (AWWA C111).
b. Centrally locate bell on pipe.
C. Clean all joint surfaces thoroughly with a wire brush to remove all rust and foreign
material prior to assembling the joint.
d. Lubricate, with lubricant provided or recommended by the pipe manufacturer, both
the gasket and the plain end prior to assembling the joint.
e. Assemble joint by guiding the plain end into the bell until contact is made with the
gasket; then by exerting a sufficient compressive force, drive the joint home until the
plain end makes full contact with the base of the bell.
3. Flange Joints
a. Flange joints shall be installed in accordance to ANSI A21.10 (AWWA C110) to
include all appendices.
b. Clean flange faces removing the protective coating.
C. Align flanges and bolt holes installing the appropriate gasket.
d. Fit joint so that the contact face bears uniformly on the gasket.
e. Tighten bolts uniformly maintaining uniform bolt stress.
f. Overstressing of bolts to compensate for poor alignment or poor installation practices
shall not be permitted.
305. BLOCKING
A. Block fittings in accordance with SECTION 02667 'BLOCKING OF FORCE MAINS".
306. BACKFILL AND COMPACT
A. Backfill and compact to finished ground elevations in accordance with SECTION 02226
"EXCAVATION, BACKFILL, AND COMPACTION FOR FORCE MAINS".
307. FLUSH AND CLEAN FORCE MAINS
A. Flush and clean force mains free of debris, mud, sediment, and foreign matter in accordance with
SECTION 02733 "SANITARY SEWER FORCE MAIN SYSTEMS".
308. HYDROSTATIC TESTS
A. Perform pressure and leakage tests in accordance with SECTION 02773 "SANITARY SEWER
FORCE MAIN SYSTEMS".
END OF SECTION

SECTION 02641
PLUG VALVES, BOXES, AND COVERS
PART GENERAL
101. WORK INCLUDED
02641 Pagel
A. Plug valves.
B. Actuators.
C. Valve boxes and covers.
D. The CONTRACTOR shall provide all materials, labor equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
E. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK
102. REFERENCE STANDARDS
A. AWWA C507 and AWWA C504 - for bearings, stem seals and corrosion resistant
seating surfaces.
B. AWWA C500 - for face-to-face dimensions through 12".
C. AWWA C504 - for manual actuator input torques.
D. ANSI B 16.1-67 - for hydrostatic testing.
E. ANSI B 16.1 and B 16.5 - for flange connection drilling.
F. ISA-A39.2 - Standard control valve capacity test procedures for
incompressible fluids.
103. SUBMITTALS
A. Submit shop drawings to ENGINEER for approval. Include as a minimum
1. Name and address of manufacturer.
2. Model number.
3. General design data including pressure ratings.
4. Materials of construction.
5. Complete construction details and dimensions including type and placement of mounting
hardware.

02641 Page 2
6. Installation instructions.
104. DELIVERY, STORAGE, AND HANDLING
A. Box, crate, or otherwise protect materials during shipment, handling, and storage.
B. Protect valves from exposure to direct sunlight to avoid damage to plugs and paint finish-
C. Protect materials from mud, discoloration, abuse, impact, corrosion, deterioration, and other
damage.
D. In cold weather, keep the inside of valves drained of water to prevent freezing.
E. Keep valves fully closed until time to install
F. Damaged material is not acceptable for installation.
105. METHOD OF PAYMENT
A Payment for PLUG VALVES, BOXES, AND COVERS shall be included within the
CONTRACT LUMP SUM PRICE for the e respective FORCE MAIN, PUMP STATION,
TREATMENT PLANT, or other facility as shown in the BID SCHEDULE. No additional
payment shall be made for PLUG VALVES, BOXES, AND COVERS.
B. The above prices and payments as specified in the BID SCHEDULE shall be full compensation
for all work covered by this section including, but not limited to: plug valves, boxes, covers,
valve box protector rings, painting pavement markings indicating valve locations; appurtenances,
and other items as specified and/or required for a complete and fully operational installation. .
PART 2 PRODUCTS
201. VALVES
A. Plug valves shall be non -lubricated, resilient seated, quarter turn, eccentric plug type.
B. Port area shall beat least eighty (80%) percent of full pipe area.
C. Valve bodies shall be ASTM A126, Grade B cast iron.
D. Seats shall be made of nickel and welded in place. Seats shall be raised.
E. Valves shall be of bolted bonnet design and shall permit repacking without removing bonnet or
disassembling valve.
F. Packing shall be nitrile-butadiene (BUN-
G. Plugs shall be completely faced with neoprene.
H. Valves must provide bidirectional sealing at 175 psi differential in sizes to 12" and 150 psi
differential for sizes 14" and larger.

02641 Page 3
I. Unless shown otherwise on the PLANS or in the BID SCHEDULE, valve ends shall be
mechanical joint except that flanged ends shall be used under buildings and structures.
202. VALVE BOXES AND COVERS
A. Valve boxes and covers shall be ASTM A48 Class 30 gray iron castings.
B. Castings shall be free from pouring faults, sponginess, cracks, blow holes, and other defects and
they shall be clean of scale and sand so as to present a smooth, clean and uniform surface.
C. Valve boxes shall be screw -type..
D. The word "SEWER' shall be embossed on valve box covers.
E. Boxes and covers shall be given one (1) shop coat of asphaltum paint.
203. VALVE BOX PROTECTOR RING
A. Valve box protector ring shall have the following dimensions:
1. Nine (9f) inches inside diameter.
2. Twenty-four (24) inches minimum outside diameter.
3. Four (4) inches minimum thickness at inner edge.
4. Two (2 1) inches minimum thickness on outer edge.
B. Valve box protector ring shall be made of 3000 psi minimum concrete.
C. Valve box protector ring shall be reinforced with one (1) ring of #3 reinforcing bar or with
two (2) rings of #2 reinforcing bar.
D. Known manufacturers.
1. Stay -Right Tank Co., Inc.
P.O. Box 58659
Raleigh, NC 27659
[phone]
2. L. W. Concrete Co.
4801 Wilmouth Rd.
Sanford, NC 27330
[phone]
3. Georgia-lina Precast Inc.
P.O. Box 1749
Aiken, SC 29802
[phone]
4. Masonry Supply Company
610 East Anderson Street
Selma, NC 27576
[phone]

02641 Page 4
PART 3 EXECUTION
301. INSTALLATION
A. Install valves and accessories as shown on the PLANS.
B. Install brick foundation support for valve box. Ensure valve box will have adequate support to
avoid transmitting traffic loads and other forces to the valve.
C. Install valve box.
1. Type A.
a. Install 18" minimum square form. Form must extend 12" minimum above finished
grade surface.
b. Oil or wax form
C. Install valve box in form and adjust height to 12" above finish grade surface. Bottom
of casting must be covered with dirt to avoid encapsulating valve with concrete.
d. Pour concrete into form, rodding or vibrating to eliminate honeycombing.
e. Allow concrete to cure three (3) days.
f. Remove form
g. Backfill around concrete.
h. Paint side and top orange with alkyd acrylic paint.
2. Type B.
a. Place valve box on foundation.
b. Adjust valve box top to finish grade.
C. Backfill around box, frequently tamping and compacting soil.
d. Install protector ring around top of valve box as shown on PLANS.
3. Type C.
a. Place valve box on foundation.
b. Adjust valve box top to finish grade.
C. Backfill around box frequently tamping and compacting soil.
302. OPERATION AND ADJUSTMENT
A. Operate valves to assure smooth and proper operation.
B. Inspect valves under normal system operations at full system pressures.
C. Make adjustments to provide smooth operation without leaks.

02663 Pagel
SECTION 02663
BEDDING FOR FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Prepare, provide, place and compact bedding as existing soil conditions require in order to
properly bed pipe.
B. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
C. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK.
102. PROTECTION
A. Protect bottom of excavations and soil adjacent to and beneath foundations from frost, freezing
and precipitation.
103. METHOD OF PAYMENT
A. Payment for BEDDING FOR FORCE MAINS shall be included within the respective price of
the pipe as shown in the BID SCHEDULE. No additional payment shall be made for BEDDING
FOR FORCE MAINS.
B. The above payment shall be full compensation for all work covered by this section including, but
not limited to: preparing, furnishing, and placing stone; and compacting bedding for force
mains.
PART 2 PRODUCTS
201. BEDDING MATERIAL
A. Natural subsoil to be reused free of lumps, clods, boulders, rocks or foreign matter.
B. Stone #57.
PART 3 EXECUTION
301. INSPECTION
A. Verify trench is free of debris, snow, ice, water and surfaces are not frozen.

02663 Page 2
B. Verify compaction.
302. PREPARATION
A. Identify required alignment, grade and datum
303. BEDDING WITH NATURAL SUBSOIL
A. Grade trench bottom to uniform bearing and support for the entire length of the pipe except at
bells.
B. Excavate recesses in trench bottom for bells.
C. Shape trench bottom to conform to lower one -quarter of the pipe barrel.
D. Compact material prior to placing pipe.
304. BEDDING WITH STONE
A. Provide stone bedding when natural subsoil is not adequate to support the force main.
B. Remove existing unsuitable material by undercutting to the depth directed by the ENGINEER,
but not less than six (6) inches.
C. Backfill undercut with stone and compact.
D. Grade bedding to uniform bearing and support for the entire length of the pipe except at bells.
E. Excavate recesses in bedding for bells.
F. Shape bedding to conform to lower one -quarter of the pipe barrel.
305. COMPACTION
A. Natural subsoil - ninety (90%) percent Standard Proctor.
B. Stone - ninety (90%) percent Modified Proctor.
306. FIELD QUALITY CONTROL
A. Compaction testing will be performed as required by the ENGINEER.
END OF SECTION

02667 Pagel
SECTION 02667
BLOCKING OF FORCE MAINS
PART GENERAL
101. WORK INCLUDED
A. Concrete thrust blocking.
B. Thrust rodding with eyebolts, rodding lugs, and threaded rods.
C. Gripping ring systems.
D. Wedge action retainer glands.
E. Restrained joint systems.
F. Polyethylene encasement.
G. Submittals.
H. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
I. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK.
102. REFERENCES
A. ASTM A36 - Standard Specification for Structural Steel
B. ASTM C150 - Standard Specification for Portland Cement
C. AWWA C105 - Standard for Polyethylene Encasement for Ductile -Iron Pipe Systems
D. AWWA C111 - Standard for Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and
Fittings
103. SUBMITTALS
A- Submit six (6) copies of shop drawings to the ENGINEER for approval. Include as a minimum
1. Name, address, and telephone number of manufacturer.
2. Model number and type.
3. General design data.
4. Materials of construction.

02667 Page 2
5. Catalog cuts, descriptive literature, and/or detailed specifications fully describing all
component parts, devices, and accessories.
6. Installation instructions.
104. METHOD OF PAYMENT
A. Payment for BLOCKING OF FORCE MAINS shall be included within the price for the WORK
as shown in the BID SCHEDULE. No additional payment shall be made for BLOCKING OF
FORCE MAINS.
B. The above payment shall be full compensation for all work covered by this section including, but
not limited to: concrete thrust blocking, eyebolts, rodding lugs, threaded rods, gripping ring
systems, wedge action retainer glands, restrained joints, polyethylene encasement, and other
items as specified and/or required for a complete and fully operational installation.
PART 2 PRODUCTS
201. CONCRETE
A. Concrete shall be a mixture of ASTM C150 Type I portland cement, fine aggregate, coarse
aggregate, and clean water as required to provide a workable mix having a minimum
compressive strength of 2500 psi at twenty-eight (28) days.
B. Concrete shall be thoroughly and uniformly mixed prior to placement.
C. Concrete shall be kept as dry as possible to facilitate easy shaping of thrust blocking.
D. Concrete shall be placed before initial set has begun.
202. EYEBOLTS
A. Eyebolts, nuts, and washers shall be fabricated from high strength low alloy steel meeting the
composition requirements of AWWA C111 for mechanical joint bolts.
B. Eyebolts shall be 90 ° type, 3/4" nominal diameter with UNC threads.
C. Nuts for eyebolts shall be heavy hex type, 3/4" nominal diameter with UNC threads.
D. Eyebolts, nuts, and washers shall be suitable for working loads up to 7500 pounds per bolt.
203. RODDING LUGS
A. Rodding lugs shall be fabricated from ductile iron meeting or exceeding the requirements of
ASTM A536, Grade 65-45-12.
B. Rodding lugs shall be specially designed for use with AW WA Cl 11 mechanical joint follower
glands and 3/4" threaded rods to restrain piping systems to prevent joint pull-out.
C. Rodding lugs shall be suitable for working loads up to 7500 pounds each when used with 3/4"
restraining rods.

02667 Page 3
204. THREADED RODS
A. Threaded rods, nuts, and washers shall be fabricated from high strength low alloy steel meeting
the requirements of ASTM A36.
B. Threaded rods shall be all threaded type, 3/4" nominal diameter with UNC threads.
C. Nuts for threaded rods shall be heavy hex type, 3/4" nominal diameter with UNC threads.
D. Threaded rods, nuts, and washers shall be suitable for working loads up to 7500 pounds per rod.
205. GRIPPING RING SYSTEMS
A. Gripping ring systems shall be specially designed for restraining mechanical j oint pipe systems
and shall consist of a special follower gland, gripping ring, gasket, bolts, and nuts. Cropping ring
systems shall be available for use on ductile iron pipe and polyvinyl chloride pipe.
B. Gripping ring systems shall be suitable for use up to the full pressure rating of the pipe for ductile
iron and polyvinyl chloride pipe.
C. Follower glands and gripping rings shall be fabricated from ductile iron meeting or exceeding
the requirements of ASTM A536, Grade 65-45-12. Gripping rings shall be heat treated to ensure
proper penetration of rigid pipe materials and shall provide even pipe restraint for the full
circumference of the pipe. Gripping rings shall have a built-in stop to prevent damage to the
pipe as the ring is compressed.
D. Gaskets, bolts, and nuts shall be standard mechanical joint items meeting the requirements of
AWWA C111.
E. Glands and rings shall be shop coated. Glands shall be color coded to distinguish them from
standard mechanical joint glands. Rings shall be color coded to distinguish between ductile iron
pipe sizes and iron pipe sizes.
F. Acceptable products:
1. Romac Industries GripRing Pipe Restrainer System
2. Equal.
206. WEDGE ACTION RETAINER GLAND SYSTEMS
A. Wedge action retainer gland systems shall be specially designed for restraining mechanical joint
pipe and fittings and shall consist of a special follower gland, gripping wedges, gaskets, actuating
bolts, gland bolts, and nuts.
B. Actuating bolts in the retainer gland shall drive multiple gripping wedges into the pipe outer
surface against the direction of pullout increasing the restraint resistance as internal pressure
increases. The assembled joint shall maintain flexibility after burial and shall maintain its
integrity by controlled and limited expansion during the wedging action.
C. Wedge action retainer gland systems shall be suitable for use up to the full pressure rating of the
pipe for ductile iron pipe with a minimum factor of safety of two (2).
D. Retainer glands shall be fabricated from ductile iron meeting or exceeding the requirements of
ASTM A536. Gland dimensions shall be such that the gland can be used with standard
mechanical joint bolts conforming to AWWA C111.

02667 Page 4
E. Wedges shall be contoured to provide exact fit on the pipe and shall be manufactured of ductile
iron heat treated to a minimum hardness of 370 BHN.
F. Wedge action actuating bolts shall be twist off type to ensure proper torque.
G. Acceptable products:
1. Megalug Series 1100
2. Romac RomaGrip Pipe Restraint
3. Stargrip Series 3000
4. Uni-Flange Series 1400
5. Equal
207. RESTRAINED JOINTS FOR DUCTILE IRON PIPE
A. Restrained joints for ductile iron pipe shall be in accordance with SECTION 02614 "DUCTILE
IRON PIPE FOR FORCE MAINS".
208. POLYETHYLENE ENCASEMENT
A. Polyethylene encasement shall meet the requirements of AWWA C105 except that it shall have
a minimum thickness of six (6) mils.
PART 3 EXECUTION
301. GENERAL INSTALLATION REQUIREMENTS
A. Provide concrete thrust blocking, rodding, gripping ring systems, wedge action retainer glands,
restrained joints, or other means approved by the ENGINEER to prevent movement of pipe,
fittings, and valves due to internal pressures resulting from hydrostatic testing and system
operation.
B. Blocking, rodding, gripping ring system, wedge action retainer glands, and restrained joint
requirements described in the following paragraphs represent minimum requirements. Adequate
blocking and joint restraint necessary to successfully accomplish hydrostatic testing shall be
provided in all cases. No additional payment shall be made for blocking, rodding, gripping ring
systems, wedge action retainer glands, and joint restraint provided over and above that required
in this section.
C. Provide concrete thrust blocking as follows:
1. At all fittings except vertical down fittings.
D. Provide thrust rodding in addition to concrete thrust blocking as follows:
1. At the ends of steel casings, between the steel casing and the first fitting on the pipe line
exiting the casing if the fitting is within ten (10) feet of the end of the casing. Where a
valve is located between the end of the casing and the fitting, thrust rodding shall be carried
through the valve.

02667 Page 5
2. Where specifically shown on the PLANS.
E. Provide gripping rings in addition to concrete thrust blocldng as follows:
1. At all vertical up fittings with a nominal size of twelve (12) inches or smaller.
2. Where specifically shown on the PLANS.
F. Provide wedge action retainer glands in addition to concrete thrust blocking as follows:
1. At all mechanical joint fittings with a nominal size larger than twelve (12) inches.
2. Where specifically shown on the PLANS.
G. Provide either thrust rodding or gripping rings in addition to concrete thrust blocking as follows:
1. Where bends with a nominal size of twelve (12) inches or smaller are within ten (10) feet
of tees, crosses, or tapping sleeves and valves.
2. Where specifically shown on the PLANS.
H. Provide thrust rodding and gripping rings in addition to concrete thrust blocldng as follows:
1. Where specifically shown on the PLANS.
I. Provide thrust rodding and wedge action retainer glands in addition to concrete thrust blocldng
as follows:
1. At all mechanical joint bends with a nominal size larger than twelve (12) inches where
bends are within ten (10) feet of tees, crosses, or tapping sleeves and valves.
2. Where specifically shown on the PLANS.
J. Provide gripping rings as follows:
1. At all valves with a nominal size of twelve (12) inches or smaller within twenty (20) feet
from the end of a line where future extensions are anticipated.
2. At all vertical down fittings with a nominal size of twelve (12) inches or smaller.
3. Where specifically shown on the PLANS.
K. Provide wedge action retainer glands as follows:
1. At all valves with a nominal size larger than twelve (12) inches.
2. At all vertical down fittings with a nominal size larger than twelve (12) inches.
3. Where specifically shown on the PLANS.
L. Provide restrained joints for ductile iron pipe as follows:
1. Where specifically shown on the PLANS and/or called for in the BID SCHEDULE.

02667 Page 6
M. Provide thrust rodding, gripping rings, wedge action retainer glands, and/or restrained joints as
follows:
1. Where space limitations, poor soil, or disturbed soil will not permit concrete thrust
blocking.
2. Where future excavation, such as future tie-in to item being blocked, will render concrete
thrust blocking ineffective.
3. Where required to ensure accessibility for repairs.
4. Where specifically shown on the PLANS.
302. PROTECTION
A. Comply with all safety regulations and safeguards for the safety and protection of all persons
within the construction area. Erect and maintain all work in a safe and stable condition.
B. Protect excavations by shoring, bracing, sheet piling, underpinning, or other methods required
to prevent cave-in or loose soil from falling into the excavation.
C. Protect existing landscaping, trees, structures, fences, pavements, curbs, gutters, bench marks,
utilities, and other features which are to remain.
D. Repair all damages. Restore all features disturbed to conditions as good as or better than
originally existed.
303. PREPARATION
A. Establish and verify required lines, levels, grades, and datum.
B. Verify that trench is free of debris, water, snow, ice, and other deleterious materials and that
surfaces are not frozen.
C. Verify that item to be blocked is ready for blocking.
D. Verify that supporting soil is undisturbed and adequate to support blocking.
304. INSTALLATION OF CONCRETE THRUST BLOCKING
A. Cover surfaces of item being blocked with polyethylene encasement to prevent direct contact and
bonding with concrete blocking.
B. Install concrete thrust blocking with minimum dimensions and cross -sectional areas as shown
on the PLANS.
C. Excavate soil so that finished concrete thrust blocking is wedge shaped and tapers uniformly
from the item being blocked to the surface bearing against soil. Hand trim the sides and bottom
of excavated areas and remove all loose soil. Utilize forms if necessary to ensure that thrust
blocking is wedge shaped.
D. Install concrete thrust blocking to extend from the item being blocked to solid undisturbed earth.
Where this is not possible, compact fill between blocking bearing surface and undisturbed fill
to at least 90% Standard Proctor density.

02667 Page 7
E. Install concrete thrust blocking so that all joints are accessible for repair and/or future
connections. Prevent concrete from covering bolts, nuts, and glands.
F. Cure concrete thrust blocking a minimum of twelve (12) hours prior to baclfilling.
G. Cure concrete thrust blocking a minimum of seven (7) days prior to applying pressure to the line.
305. INSTALLATION OF THRUST RODDING
A. Provide thrust rodding with 90 ° eyebolts, rodding lugs, and threaded rods in accordance with the
following table.
Nominal Pipe Size
(inches)
Minimum Number of
Thrust Rods per Joint
4
2
6
2
8
2
10
4
12
4
14
6
16
8
18
8
20
10
24
14
B. Evenly space the required number of thrust rods around the joint.
C. Install eyebolts in lieu of standard mechanical joint bolts in all round bolt holes. Install rodding
lugs using standard mechanical joint bolts in all slotted bolt holes. Do not use eyebolts in slotted
bolt holes.
D. Completely tighten mechanical joint bolts before installing threaded rods.
E. Where thrust rodding is required at the ends of steel casing, weld eyebolts to the outside of the
casing with 1/4" by 3" long welds on each side of eyebolts. Space eyebolts around casing at
angular locations corresponding to the angular locations of eyebolts and/or rodding lugs on the
fitting or valve.
F. Install threaded rods through eyebolts and rodding lugs. Install nut and washer on each end of
rod and tighten snug. Do not overtighten.
306. INSTALLATION OF GRIPPING RINGS
A. Install gripping ring systems in accordance with the manufacturer's written instructions, these
SPECIFICATIONS, the PLANS, and as directed by the ENGINEER.
B. Do not allow joint deflections in excess of the manufacturer's recommendations.

02667 Page 8
307. INSTALLATION OF WEDGE ACTION RETAINER GLANDS
A. Install wedge action retainer glands in accordance with the manufacturer's written instructions,
these SPECIFICATIONS, the PLANS, and as directed by the ENGINEER.
B. Do not allow joint deflections in excess of the manufacturer's recommendations.
308. INSTALLATION OF RESTRAINED JOINTS FOR DUCTILE IRON PIPE
A. Install restrained joints for ductile iron pipe in accordance with the manufacturer's written
instructions, these SPECIFICATIONS, the PLANS, and as directed by the ENGINEER
B. Do not allow joint deflections in excess of the manufacturer's recommendations.
END OF SECTION

02733 Pagel
SECTION 02733
SANITARY SEWER FORCE MAIN SYSTEMS
PART1 GENERAL
101. WORK INCLUDED
A. Force main piping.
B. Valves, boxes and covers.
C. Flushing and cleaning.
D. Testing.
E. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
F. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK
102. TESTING
A. The CONTRACTOR shall provide all labor, materials, equipment, instruments, and water and
shall perform all work required to test all force mains as specified herein.
B. Tests shall be made on sections between valves. Where force main ends are open, provide and
place test plugs. Remove test plugs after testing is complete.
C. Not more than 6000 linear feet of force main shall be included in one (1) test.
103. METHOD OF PAYMENT
A. Payment for SANITARY SEWER FORCE MAIN SYSTEMS shall be included within the
respective price of the pipe, fittings, valves, and incidentals as shown in the BID SCHEDULE.
No additional payment shall be made for SANITARY SEWER FORCE MAIN SYSTEMS.
PART PRODUCTS
201. WATER
A. Water used for filling, flushing, and testing force mains shall be from a source approved by the
ENGINEER.

02733 Page 2
PART 3 EXECUTION
301. GENERAL
A. The WORK covered under this section is represented by the line items in the BID SCHEDULE
which shall include all labor, materials, and equipment to complete the WORK in every manner
to the satisfaction of the ENGINEER and OWNER-
B. Access to WORK shall be along the routes and within easement lines indicated. Any
encroachment upon private property with roads, equipment, excavated earth, and construction
material shall not be permitted unless the CONTRACTOR secures specific authorization from
the individual property owners concerned. All routes shall be left in "as good" condition.
C. All testing shall be performed in the presence of the ENGINEER or his representative. The
CONTRACTOR shall notify the OWNER and the ENGINEER of the time and location of
testing at least forty-eight (48) hours prior to performing testing.
D. The CONTRACTOR shall, at his own expense, locate and repair defects in sections of force
main which fail to pass upon testing. Repaired sections shall be retested at the
CONTRACTOR'S expense until the respective section passes both the pressure test and leakage
test.
E. Visible leaks shall be repaired regardless of whether or not the pipe section being tested passes
the pressure test and leakage test.
302. COORDINATION
A. Before any installation is begun the CONTRACTOR shall contact all utility companies and
coordinate the proposed installation with all existing utilities.
B. The CONTRACTOR shall be fully responsible for damage and cost to repair or replace any
existing utility, overhead or underground.
C. The CONTRACTOR shall be responsible for notifying the utility company when working in the
area near their existing utilities.
303. CONSTRUCTION
A. The WORK of excavation, pipe laying, and backfilling must move forward at approximately
equal rates of progress. Any exceptions to this principle, over any considerable length of time,
must be with the consent of the ENGINEER-
B. Pipe, fittings, and valves shall be carefully handled to avoid damage, and while they are
suspended over the trench before lowering, they shall be inspected.
C. After pipe is laid, care shall be taken to avoid the entrance of dirt into the pipe from the trench.
D. At the end of each day's operation the installed pipe shall be plugged.
E. Whenever the bottom of the trench shall be of such nature as to provide an unsatisfactory
foundation for the pipe or other structure, the OWNER will require the pipe to be laid on a stone
foundation or platform. Such foundations shall be placed as directed by the ENGINEER. No
extra compensation for labor or stone will be allowed.

02733 Page 3
304. FLUSH AND CLEAN FORCE MAINS
A. Remove all debris, mud, sediment, and foreign matter from the force main.
B. Slowly fill force main with water at a maximum velocity of one (1) foot per second, taking care
to expel all air from the pipes. Take precautions to prevent entrapping air in the force main. If
necessary, tap pipes at high points and vent the air from the pipes.
C. Thoroughly clean force mains by flushing water through force mains at a minimum velocity of
two (2) feet per second. In the event the system does not deliver two (2) feet per second flow
by design, flush at maximum system velocity. Flush at one or more locations as necessary to
obtain the required flushing velocity.
D. In the event the system does not deliver the flow anticipated by the ENGINEER, the
CONTRACTOR shall locate and remove blockages, purge the lines of air, and flush again.
E. Discharge flushing water in a nearby sanitary sewer as authorized by the sewer authority having
jurisdiction or in another location as approved by regulatory authorities having jurisdiction.
305. PRESSURE TEST
A. Subject all pipe to a hydrostatic pressure 50% in excess of the normal working pressure, but not
less that 150 psi.
B. Each section tested shall be slowly filled with water at a maximum velocity of one (1) foot per
second, care being taken to expel all air from the pipes. Take precautions to prevent entrapping
air in the force main. If necessary, tap pipes at high points and vent the air from the pipes.
C. The required pressure as measured at the point of lowest elevation shall be applied for not less
than three (3) hours, and all pipe, fittings, valves, and joints shall be carefully examined for
defects and leaks.
D. System shall maintain a minimum of ninety (90%) percent of the initial pressure at the end of
one (1) hour after beginning the test.
306. LEAKAGE TEST
A. Conduct a leakage test concurrently with the pressure test beginning after the pressure test has
been satisfactorily conducted for a minimum of one (1) hour.
B. The duration of each leakage test shall be two (2) hours, and during the test the main shall be
subjected to a hydrostatic pressure 50% in excess of the normal working pressure, but not less
than 150 psi.
C. Leakage shall be defined as the quantity of water that must be supplied into the pipe section
being tested to maintain a pressure within 5 psi of the specified leakage test pressure.
D. No pipe installation will be accepted if the leakage is greater than that determined by the
formula:
Q = LD m
133,200
where Q is the allowable leakage in gallons per hour, L is the length of the pipe section being
tested in feet, D is the nominal diameter of the pipe in inches, and P is the average test pressure
during the leakage test in pounds per square inch gauge.

02733 Page 4
E. The formula is based on an allowable leakage of 11.65 gallons per day per mile of pipe per inch
of nominal diameter evaluated at a pressure of 150 psi and shall apply to all types of pipe and
all lengths of pipe.
307. DAILY CLEANUP AND MAINTENANCE OF INGRESS AND EGRESS
A. The PROJECT area includes residential, commercial, and industrial neighborhoods requiring
continuous ingress and egress facilities. The CONTRACTOR shall utilize any and all
construction methods, including incidental stone, as necessary to maintain ingress and egress to
all properties at all times during the construction period except during the time period required
for excavation, pipelaying, and backfilling.
B. All excavation, pipelaying, and backfilling activities shall be completed not later than 5:00 p.m.
each work day. Incidental stone, grading, provisions for temporary drainage, and cleanup after
each day's construction activities shall be completed immediately following completion of
excavation, pipelaying, and backfilling operations each day. The CONTRACTOR shall not
leave or abandon the work site until all daily cleanup, provisions for temporary drainage, and
provisions for convenient ingress and egress have been completed.
C. Maintenance of all disturbed areas shall be provided on a daily basis as required to provide
drainage and convenient ingress and egress to all properties, m;nimi a threats for injuries
associated with vehicular and/or pedestrian traffic, and maintain all unpaved areas in a manner
acceptable for normal lawn care activities by adjoining residents and/or property owners.
D. The CONTRACTOR shall initiate and continuously pursue until completion all specific cleanup,
cleanup maintenance, and/or repair activities requested by the ENGINEER within four (4) hours
of the ENGINEER's request. The ENGINEER may request such activities based upon his
observations, citizen complaints, directions from regulatory agencies, and items brought to the
ENGINEER's attention by others.
E. The cost for providing temporary drainage, satisfactory ingress and egress, cleanup, and
maintenance of disturbed areas shall be included within the price for the WORK. No additional
payment shall be provided for these activities.
F. Failure by the CONTRACTOR to adequately provide and maintain satisfactory conditions for
drainage and/or ingress and egress, correct specific cleanup, cleanup maintenance, and/or repair
activities requested by the ENGINEER may result in the employment by the OWNER of an
outside party to accomplish these activities. The OWNER may employ an outside party at any
time the CONTRACTOR is not on the project site and unsatisfactory conditions exist regarding
drainage, ingress, egress, safety, or cleanup.
G. Failure by the CONTRACTOR to adequately implement the erosion control measures described
in these PLANS and SPECIFICATIONS may result in the employment by the OWNER of an
outside party to accomplish these activities.
H. Payment for all costs incurred by the OWNER relating to the employment of an outside party
shall be reimbursed to the OWNER on a monthly basis by the CONTRACTOR. Failure to
reimburse the OWNER shall result in the OWNER deducting payment for these costs from
payments to the CONTRACTOR
I. The CONTRACTOR should expect these provisions relative to daily cleanup and maintenance
of ingress and egress to be strictly and rigorously enforced throughout the CONTRACT period.
END OF SECTION

02936 Pagel
SECTION 02936
SEEDING
PART GENERAL
101, WORK INCLUDED
A. Fine grade existing soil.
B. Preparation of soil to receive seed.
C. Seeding and fertilizing.
D. Seed protection on slopes.
E. Mulching practices.
F. Maintaining seeded areas until acceptance.
G. The CONTRACTOR shall provide all materials, labor, equipment, tools, etc., and perform all
required work and services necessary for and incidental to a complete installation as shown on
the PLANS and/or called for in the SPECIFICATIONS in complete accord with the
CONTRACT DOCUMENTS.
H. All supplementary or miscellaneous items, equipment, appurtenances, or devices necessary for
or incidental to a complete and functional installation, whether or not shown on the PLANS or
addressed in the SPECIFICATIONS, shall be provided and installed as part of the WORK.
102. DELIVERY, STORAGE, AND HANDLING
A. Deliver grass seed in original containers showing analysis of seed mixture, percentage of pure
seed, year of production, net weight, date of packaging and location of packaging. Damaged
packages are not acceptable.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
103. METHOD OF PAYMENT
A. Payment for SEEDING shall be included within the price for the WORK as shown in the BID
SCHEDULE. No additional payment shall be made for SEEDING.
B. The above payment shall be full compensation for all work covered in this section.
PART2 PRODUCTS
201. TOPSOIL
A. Natural, fertile agricultural soil capable of sustaining vigorous plant growth, not in frozen or
muddy condition, containing not less than six (6%) percent organic matter, and corrected to pH

02936 Page 2
of 5.9 to 7.0. Free from subsoil, slag, clay, stones, lumps, live plants, roots, sticks, crabgrass,
coughgrass, noxious weeds, and foreign matter.
B. Existing topsoil meeting the above requirements.
202. LIME
A. Lime shallbe dolomitic agricultural -ground limestone containing not less than ten (10%) percent
magnesium oxide.
203. FERTILIZER
A. Commercial type 10-20-20 with fifty (50%) percent of the elements derived from organic
sources.
204. SEED
A. Seed shall be certified seed or equivalent based on North Carolina Seed Improvement
Association requirements for certification. All seed shall be furnished in sealed standard
containers. Seed which has become wet, moldy, or otherwise damaged prior to seeding, will not
be acceptable.
B. One (1%) percent maximum weed seed content permitted.
C. Seasonal mixtures for NC DOT right-of-ways:
1. From September 1 to February 28:
Fifty (50) pounds per acre of Kentucky 31 Fescue, thirty-five (35) pounds per acre of
Bermudagrass (unhulled), and five (5) pounds per acre of Centipede.
2. From March 1 to August 31:
Fifty (50) pounds per acre of Kentucky 31 Fescue, twenty-five (25) pounds per acre of
Bermudagrass (hulled), and five (5) pounds per acre of Centipede.
D. Alternative seasonal mixtures outside NC DOT right-of-ways:
From November 16 to February 28:
Twenty-five (25) pounds per acre Rye Grain, seventy-five (75) pounds per acre of Tall
Fescue, Kentucky 31 or Alta Tall Fescue and fifty (50) pounds per acre Bermudagrass
(unhulled).
2. From March 1 to May 15:
Seventy-five (75) pounds per acre of Tall Fescue, Kentucky 31 or Alta Tall Fescue and
thirty-five (35) pounds per acre Bermudagrass (hulled).
From May 16 to September 15:
Fifty (50) pounds per acre of Bermudagrass (hulled) and forty (40) pounds per acre of
Annual Lespedeza (Kobe or Korean).

02936 Page 3
4. From September 16 to November 15:
Seventy-five (75) pounds per acre Tall Fescue, Kentucky 31 or Alta Tall Fescue and
fifty (50) pounds per acre Bermudagrass (unhulled).
205. MULCHING MATERIAL
A. Oat or wheat straw, in dry condition, reasonably free from weeds and foreign matter detrimental
to plant life.
PART 3 EXECUTION
301. GENERAL
A. The WORK includes seedbed preparation, liming, fertilizing, seeding and mulching of all
disturbed areas. The WORK also includes those areas inside or outside of limits of construction
that are disturbed by the CONTRACTOR'S operation.
B. When conditions are such by reason of drought, high winds, excessive moisture or other factors
where satisfactory results will not be obtained, the WORK shall be stopped, and resumed only
when conditions are favorable.
302. SEEDBED PREPARATION
A. Protect existing underground improvements from damage.
B. Clear the ground surface of stumps, stones, roots, cables, wire, grade stakes, and other materials
that might hinder proper grading, tillage, seeding or subsequent maintenance operations.
C. Remove contaminated subsoil.
D. Grade to eliminate rough spots and low areas where ponding may occur. Maintain smooth,
uniform grade.
E. Assure positive drainage away from buildings.
F. Finish ground level firm and sufficient to prevent sinkage pockets when irrigation is applied.
G. Grades on the area to be seeded shall be maintained to a true and even condition. Maintenance
shall include any necessary repairs to previously graded areas.
H. Uniformly apply lime at a rate of 4000 pounds per acre prior to preparation of seedbed.
I. Thoroughly till all graded areas to a depth of at least five (5) inches by plowing, disking,
harrowing, or other approved methods until the condition of the soil is acceptable. On sites
where soil conditions are such that high clay content and excessive compaction cause difficulty
in getting clods and lumps effectively pulverized, use rotary tillage machinery until soil mixture
is acceptable and no clods or clumps larger than 1/2 inches in diameter remain.
Remove from site, foreign materials collected during tilling.
K. Uniformly apply fertilizer at a rate of 500 pounds per acre of 10-20-20 analysis.

02936 Page 4
L. Incorporate the fertilizer into the upper three or four inches of prepared seedbed just prior to the
last tillage operation. However, never apply fertilizer more than three days prior to seeding. Use
-- fertilizer immediately after delivery or store it in a manner that will not permit it to harden or
destroy its effectiveness.
M. The seedbed should be firm and compact. Prior to seeding, grade the seedbed and lightly
compact it with a land roller, such as a cultipacker.
303. SEEDING
A. Do not sow seed immediately following rain, when ground is too dry, or during windy periods.
Do not apply grass seed and fertilizer at the same time in the same machine.
B. Apply seed at specified seasonal rate.
C. Rake seed in lightly.
D. Roll seeded area with roller not exceeding 112 pounds (50 kg).
E. Apply water with fine spray immediately after each area has been sown.
304. MULCHING PRACTICES
A. Apply one (1) to two (2) tons of mulching material per acre to seeded areas. Apply mulching
material with mechanical type equipment and obtain a uniform distribution which permits
sunlight to penetrate to the ground surface. Bare areas and areas with thick clumps of straw are
not acceptable.
B. Anchor mulching material.
1. In areas with gentle slopes, crimp mulching material into soil.
2. On steeper slopes such as the sides of swales, anchor mulch with netting or asphalt tack.
3. On road shoulders, anchor mulch with asphalt tack if crimping is unsuccessful.
4. Use asphalt tack in lieu of crimping when required by regulatory agencies or if directed by
the ENGINEER. Typically, asphalt tack in lieu of crimping will be required in areas with
high traffic because of wind generated by -the traffic.
5. On slopes steeper than 2:1, jute, excelsior, or synthetic matting may be required to protect
the slope from erosion. They should be installed before mulch is applied to surrounding
areas.
305. WATERING
A. Lightly water to aid breakdown of fertilizer and to provide moist soil for seed.
306. MAINTENANCE PERIOD
A. Maintenance Period: until final acceptance.

02936 Page 5
307. MAINTENANCE
A. Maintain surfaces and supply additional topsoil where necessary, including areas affected by
erosion
B. Water to ensure uniform seed germination and to keep surface of soil damp.
C. Apply water slowly so that surface of soil will not puddle and crust.
D. Except for rye grain, cut grass first time when it reaches height of 2% inches (60 mm) and
maintain to minimum height of two (2) inches (50 mm). Do not cut more than 1/3 of blade at
any one mowing.
E. If rye grain is planted mow to maintain grass height between three (3) and six (6) inches until
Fescue matures enough to provide ground cover.
F. After first mowing water grass sufficient to moisten soil from three (3) inches to five (5) inches
(76 to 127 mm) deep.
G. Apply weed killer when weeds start developing, during calm weather when air temperature is
above fifty (50) degrees F (10 degrees Q.
H. Replant damaged grass areas showing root growth failure, deterioration, bare or thin spots, and
eroded areas.
308. RESTORATION
A. Restore grassed areas until accepted.
309. ACCEPTANCE
A. Seeded areas will be accepted at end of maintenance period when seeded areas are properly
established and otherwise acceptable.
END OF SECTION