20221344 Ver 1_7_ Technical Spec_20220923

FINAL DESIGN:
FOR PERMITTING REVIEW*
Technical Specifications
for
Ranlo Ave. Street & Water Main Extension
Town of Ranlo
Gaston County, North Carolina
TWC Job #: 3374-I & 3374-L
September 2022
Wooten
1430-B Old Lenoir Road
Hickory, NC 28601
(P) 828-322-5533
License No. F-0115
*Nontechnical bidding & construction documents not
provided; can be provided upon request.

TABLE OF CONTENTS
Doc # Title Pages
00010 Table of Contents 1-1
TECHNICAL SPECIFICATIONS
Doc # Title Pages
Division 1 - General Requirements
(Not included, can be provided upon request)
Division 2 - Site Construction
02230 Clearing and Grubbing 1-2
02300 Earthwork 1-7
02315 Trenching for Utilities 1-9
02370 Erosion Control 1-3
02510 Water Distribution System 1-12
02610 Pavement Patching 1-2
02630 Storm Drainage System 1-6
02700 Pavement and Appurtenances 1-4
02920 Lawns and Grasses 1-5
Division 3 — Concrete
03100 Cast -in -Place Concrete 1-11
END OF DOCUMENT
3374-1 & 3374-L: 9/21/2022
00010-1 Table of Contents

SECTION 02230
CLEARING AND GRUBBING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Contractor shall perform clearing and grubbing. Work shall include, but not be
limited, to the following:
1. Access roads.
2. Clearing and grubbing.
3. Removal of surface debris.
4. Demolition and removal of existing paving and structures.
5. Temporary and permanent ground cover.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02370 Erosion Control
2. Section 02920 Lawns and Grasses.
1.03 WARRANTY AND FINES
A. Contractor is liable for damages to public and private property and fines as may be
placed on the Project by the governing agencies due to failure to provide adequate
erosion control devices.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 PROTECTION
A. Take reasonable care during construction to avoid damage to vegetation outside of
the construction limits. Temporarily tie back ornamental shrubbery and tree
branches, where appropriate, to minimize damage. Trees that receive damage to
branches shall be trimmed of those branches to improve the appearance of the tree.
Treat tree trunks damaged by equipment with a tree dressing.
B. Locate and protect property corners and survey control stakes prior to start of
clearing operations.
C. Provide temporary gates and fences as necessary to prevent unauthorized vehicular
access to the site.
D. Mark clearing limits.
E. Refer to paragraph 4.04 of the General Conditions and 4.04.A.2 of the
Supplementary Conditions concerning the protection of Underground Facilities.
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02230-1 Clearing and Grubbing

3.02 INSTALL EROSION CONTROL DEVICES
A. Clear areas required to install erosion control devices, which shall be in place and
operational prior to other land disturbing activity. Install erosion control devices in
accordance with Section, Erosion Control.
3.03 BORROW AND DISPOSAL AREAS
A. Install and maintain erosion control devices in accordance with Contractor's
approved plan.
3.04 DEMOLITION AND REMOVAL OF EXISTING STRUCTURES
A. Existing structures to be removed, at the Contractor's option, may be removed in
their entirety or be demolished as follows:
1. Remove concrete within 2 feet of new -finished grade.
3.05 CLEARING AND GRUBBING
A. Clear and grub total width of permanent easement. Clear and grub within temporary
construction easement only as necessary for the completion for the work.
B. Clearing shall consist of cutting and removal of vegetation to the existing ground
surface and removal of debris. Debris shall include, but not be limited to, fences,
steps, walls, chimneys, footings, foundation slabs, basements, signs, junked
vehicles, and other rubble.
C. Grubbing shall consist of the removal of roots over 3 inches in diameter, matted
roots, stumps, and other vegetable matter to 12 inches below existing grade.
D. Do not precede grading operation by grubbing operation by more than seven days.
E. When the depth of embankment exceeds 6 feet, cut sound stumps off at the existing
ground level and do not grub. Remove decayed stumps to a depth of approximately
2 feet below the existing grade.
F. Fill holes and depressions and bring cleared and grubbed area to a uniform contour
to match existing grade. Provide positive drainage.
G. Remove and properly dispose of cleared and grubbed material from the site. Make
reasonable effort to channel timber resulting from clearing operations into a
beneficial use.
H. Burning shall not be permitted at the site.
END OF SECTION
Clearing and Grubbing
02230-2 3374-1 & 3374-L : 9/19/2022

SECTION 02300
EARTHWORK
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Provide labor, equipment, and material to perform site preparation and earthwork as
specified herein and indicated on the Drawings. Work shall include, but is not limited
to, the following:
1. Survey staking as required for construction.
2. Topsoil stripping and stockpiling.
3. Dewatering.
4. Protection of existing facilities.
5. Site grading.
6. Excavation, trenching, and backfilling for structures and foundation including
stone base as indicated on the Drawings.
7. Borrow material including, but not limited to, material, excavating, hauling,
placing, and compacting.
8. Maintenance and stability of site.
9. Disposal of waste and surplus material.
10. Soil testing.
B. Examine the site to determine the extent of excavating, grading, and related items
necessary to complete the work.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02230 Clearing and Grubbing
2. Section 02315 Trenching for Utilities
3. Section 02370 Erosion Control
1.03 REFERENCES
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. American Society of Testing Materials (ASTM)
a. C33 Concrete Aggregates.
b. D698 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures
Using 5.5-Ib (2.49 Kg) Rammer and 12-inch Drop (Standard
Proctor).
c. D1556 Density of Soil in Place by the Sand -Cone Method.
d. D1586 Penetration Test and Spilt -Barrel Sampling of Soils.
e. D2167 Density and Unit Weight of Soil in Place by the Rubber Balloon
Method.
f. D2216 Laboratory Determination of Water (Moisture) Content of Soil,
Rock, and Soil -Aggregate Mixtures.
g. D2487 Classification of Soils for Engineering Purposes.
h. D2922 Density of Soil and Soil -Aggregate in Place by Nuclear Methods
(Shallow Depth).
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1.04 DEFINITIONS
A. Backfill: A specified material used in refilling a cut, trench, or other excavation,
placed at a specified degree of compaction.
B. Capillary Water Barrier: A layer of clean, poorly graded crushed rock, stone, or
natural sand or gravel having a high porosity, which is placed beneath a building
slab with or without a vapor barrier to cut off the capillary flow of water to the area
immediately below the slab.
C. Compaction: Process of mechanically stabilizing a material by increasing its density
at a controlled moisture condition. "Degree of compaction" shall be expressed as a
percentage of the maximum dry density obtained by the test procedure presented in
ASTM D698 (Standard Proctor).
D. Excavation: The removal of soil or rock to obtain a specified depth or elevation.
E. Fill: Specified material placed at a specified degree of compaction to obtain an
indicated grade or elevation.
F. Hard Material: Solid, homogeneous material which are not included in the definition
of "rock" but which usually require the use of heavy excavation equipment with
ripper teeth. Material having a standard penetration resistance as determined by
ASTM D1586 60 and 150 blows per foot is defined as "hard material."
G. Lift: Layer of soil placed on top of a previously prepared or placed soil.
H. Rock: Solid, homogeneous material which cannot be removed without the
systematic drilling and blasting exceeding one (1) cubic yard in volume. Material
having a standard penetration resistance as determined by ASTM D1586 greater
than 150 blows per foot is defined as "rock." Removal of "hard material" will not be
considered rock excavation because of intermittent drilling and blasting that is
performed merely to increase production.
I. Soil classification shall be in accordance with ASTM D2487.
1. Satisfactory materials: Soils classified as GW, GP, GC, GM, SP, SC, SM, SW,
ML, and CL.
2. Unsuitable materials: Soils considered as unsatisfactory shall be materials that
do not comply with the requirements of satisfactory above and include, but shall
not be limited to, the following:
a. Soil containing organic matter, debris, stones larger than 6 inches, or
frozen material. Stones greater than 4 inches will not be permitted in the
top 12 inches.
b. Soils classified as Pt, CH, MH, OH, and OL.
3. Cohesionless: Classified as GW, GP, SW, and SP. Soils classified as GM and
SM shall be classified as cohesionless only when the fines have a plasticity
index of less than 10.
4. Cohesive: Classified as GC, SC, ML, CL, MH, and CH. Soils classified as GM
and SM shall be classified as cohesive only when the fines have a plasticity
index greater than 10.
J. Subgrade: Lowest elevation upon which fill or other work will be placed in the
absence of unsuitable material.
K. Topsoil: Natural, friable soil, representative of productive soils in the vicinity of the
site. Topsoil shall be free from roots, stones larger than 1 inch, objectionable weed
Earthwork 02300-2 3374-1 & 3374-L : 9/19/2022

seeds, toxic substances, and materials that hinder grading, planting, and
maintenance operations.
1.05 SUBMITTALS
A. Submit the following in accordance with Section 01330, Submittal Procedures:
1 Test Reports: Submit for the following:
a. Moisture -density relations of soils.
b. Field moisture content.
c. Soil classification.
d. In -place field density.
e. Geotechnical engineer's daily field reports.
f. See 3.11 C, Borrow Material
PART 2 PRODUCTS
2.01 MATERIAL — SEE 3.11 BORROW MATERIAL
PART 3 EXECUTION
3.01 GENERAL
A. Provide erosion control measures as specified in Section 02370, Erosion Control
and clearing and grubbing as specified in Section 02230, Clearing and Grubbing.
B. Protect existing structures and features to remain.
C. Dispose of excavated material in such a manner that it will not obstruct the water
flow, endanger existing improvements or Work in progress, impair the use or
appearance of the existing facilities, or be detrimental to the completed Work.
D. Weather Limitations: Proceed with fill and backfill operations based on the following
weather conditions:
1. Temperature must be above freezing.
2. In windy, hot, or arid conditions with a high rate of evaporation add moisture to
the material to maintain the optimum moisture content.
3. Do not proceed in rain or on saturated subgrade.
E. Repair or undercut and backfill soils that become damaged by construction activity
or unsuitable due to being left exposed to the weather at no additional cost.
F. Do not place material on surfaces that are muddy, frozen, or contain frost.
G. Excavation carried below the elevation indicated on the Drawings shall be backfilled
and compacted in accordance with these specifications.
H. Remove and properly dispose of unsatisfactory and excess material from the site.
3.02 CONSTRUCTION STAKING
A. Provide construction staking as indicated in paragraph 4.05 of the General
Conditions. Engineer will only provide key reference points and benchmarks.
3.03 PROTECTION OF UNDERGROUND FACILITIES
A. Refer to paragraph 4.04 of the General Conditions and 4.04.A.2 of the
Supplementary Conditions concerning the protection of Underground Facilities.
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3.04 WATER CONTROL
A. Inspect the site prior to mobilizing to determine the appropriate equipment for site
grading and foundation work.
B. Perform work to prevent surface water from accumulating in excavations, and
unfinished fill areas. Perform grading and excavation so the work area and affected
operations shall be continually and effectively drained.
C. Install a dewatering system prior to excavating beneath the ground water table.
Maintain the water table approximately 2 feet below the bottom of the excavation.
D. Maintain dewatering until backfilling has proceeded above the natural ground water
level and the structural weight is sufficient to prevent "floating" of the structure.
Provide a job superintendent experienced in dewatering work.
E. Water from dewatering operations must be disposed of in accordance with the North
Carolina Sedimentation Pollution Control Act.
3.05 USE OF EXPLOSIVES
A. Explosives may not be used on the Project.
3.06 TOPSOIL
A. Strip topsoil from areas to be disturbed to a depth of 8 inches and stockpile separate
from other excavated material. Locate topsoil so that the material can be used
readily for the finished grading. Protect and maintain topsoil until needed. Place
topsoil after completion of work in accordance with Section, Lawns and Grasses.
B. Perform stripping with wide track dozer or other appropriate equipment to minimize
disturbance to subgrade soils. Do not use rubber -tired equipment.
3.07 SITE GRADING
A. Proofroll exposed soils following topsoil stripping with a partially loaded tandem axle
dump truck to identify unsuitable subgrade areas as determined by the Engineer.
Unsuitable areas will be repaired in place or undercut to firm soils as directed by the
Engineer. Payment for in place repair or undercutting and backfilling of unsuitable
areas shall be as indicated in Section 01270, Unit Prices.
B. Perform undercutting of unsuitable soils with a backhoe top loading dump truck or
similar equipment approved for the use by the Engineer. Backfill undercut areas
immediately.
C. In undercut areas where the exposed soils may be wet and compaction of the initial
fill may be difficult, a bridge lift of about 18 to 24 inches may be allowed at the
direction of the Engineer.
D. In -Place repair shall consist of discing and recompaction of existing soils to a depth
of approximately 12 inches.
E. Site grading shall be unclassified except as specifically indicated otherwise. Perform
grading within the limits of the Project. Finished surface shall conform to the grades
and cross sections indicated on the Drawings and be uniformly sloped for a positive
drainage away from structures.
F. Excavate rock encountered in cut sections to a depth of 6 inches below finished
subgrade and backfill with satisfactory material.
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G. Scarify the existing subgrade surface to a minimum depth of 6 inches and
recompact if subgrade density is less than the degree of compaction for the
proposed fill material. Plow or bench existing ground surfaces steeper than one
vertical to four horizontal in such a manner that the fill material will bond with or be
keyed to the existing surface. Use compaction equipment suitable for the soil being
compacted. Moisten or aerate material as necessary to obtain the optimum moisture
content within plus or minus one percent to obtain specified compaction.
H. Soils used for fill and backfill shall be satisfactory soils classified GW, SP, SM, SC,
SW, ML or CL in accordance with ASTM D2487. Dry or wet soil as necessary to
maintain optimum moisture.
I. Place backfill and fill material in accordance with the following:
1. Maximum uniform loose lifts: 8 inches
2. Optimum moisture content: +/-2 percent of Optimum
3. Percent compaction at optimum moisture content:
a. From ex. grade to within one (1) foot of struc. subgrade: 95
b. Final foot to subgrade under floor slabs and pavements: 98
c. Under sidewalks and grass areas: 90
J. Approved compacted subgrade that is disturbed by construction or adverse weather
shall be scarified and re -compacted as specified previously. Re -compaction over
utilities shall be by hand tamping.
3.08 FILL AND BACKFILL
A. Place and compact fill and backfill material adjacent to structures in a manner that
prevents wedging and eccentric loading on or against structures. Do not use
equipment adjacent to structures that may overload structure. Backfill against
structure only after concrete has attained the specified 28-day compressive
strength.
B. Stone Base: Structures shall have a compacted crushed stone subgrade to the
depth of 24 inches, unless otherwise directed by Engineer.
3.09 EXCAVATION FOR STRUCTURES
A. Provide shoring or side slopes of excavations as necessary to protect workmen, and
existing and new structures. Use, install, and remove shoring in accordance with
State and Federal OSHA regulations.
B. Furnish, erect, and maintain required guardrails at exposed boundaries of
excavation.
C. Perform excavation for utilities in accordance with Section 02315, Trenching for
Utilities. Install utilities to a minimum distance of five (5) feet beyond the face of the
structure.
D. Make excavation to the dimensions and elevations for the structures as indicated on
the Drawings. Extend excavation a sufficient distance from walls and footings to
allow for placing and removal of forms.
E. Remove unsatisfactory material below required grade and replace with select
backfill material as directed by Engineer.
F. Excavation carried below the depths indicated, without specific directions, shall be
backfilled and compacted as specified herein to the proper grade. In excavations for
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footings the concrete shall be extended to the bottom of the over excavation. Work
caused by over excavation shall be at the Contractor's expense.
G. The upper 8-inches of the subgrade after excavating for each structure should be
compacted in place to at least 98% Standard Proctor maximum dry density. The
subgrade should be proof -rolled. Any soft, unsuitable or unacceptable soils
encountered in the subgrade should be replaced with structural fill placed and
compacted to 98% of the standard Proctor maximum dry density.
3.10 ROCK EXCAVATION
A. Notify Engineer immediately in the event that rock is encountered when the Contract
requires payment by the unit price.
3.11 BORROW MATERIAL
A. Provide borrow material required for fill and backfill to bring the site to the elevations
indicated on the Drawings. Borrow material shall be subject to the approval of the
Engineer. Notify Engineer as to the site selected for inspection and approval prior to
transporting borrow material to the site.
B. Obtain erosion control permit as necessary for borrow pit grading operations.
C. Provide soil analysis for each type of material from proposed borrow pit(s) for
Engineer's approval prior to placing borrow material. Contractor shall do necessary
work to bring the borrow material to within plus or minus 2 percent of the optimum
moisture content. A minimum of one sample per structure shall be obtained for
analysis.
3.12 MAINTENANCE AND STABILITY
A. Maintain fills and embankments to the grade and cross section indicated on the
Drawings until the final completion and acceptance of the Project. Repair areas that
are damaged.
3.13 DISPOSAL OF SURPLUS MATERIAL
A. Dispose of surplus material not required or unsuitable for filling, backfilling, or
grading in an approved spoil area in accordance with local ordinances.
B. Obtain erosion control permit as necessary for disposal site(s).
3.14 SOIL TESTING
A. Contractor will provide the services of a testing firm to perform the required soils
testing via testing allowance.
B. The testing laboratory soil specialist, as a minimum, shall be at the project site for
the following:
1. Monitor proofrolling of existing soils to determine requirements for undercutting
unsuitable soils
2. Monitor grading for the separation and wasting of unacceptable soils.
3. Providing tests in accordance with the following schedule:
a. Optimum moisture and laboratory maximum density: Provide one (1) test
per type of material to determine optimum moisture and maximum density
values in accordance with ASTM D698.
b. Moisture content: Provide two (2) tests per day per type of material in
accordance with ASTM D2216.
Earthwork 02300-6 3374-1 & 3374-L : 9/19/2022

4. Provide in -place field density in accordance with ASTM D1556 or other
approved test and the following schedule:
a. Provide a minimum of one (1) in -place bearing capacity test for every 2,500
sq ft of subgrade area under structures prior to the start of foundation work.
b. While filling activities are in progress for structures and paved areas.
Provide a minimum of one (1) in -place density test for every 10,000 sq ft of
lift with a minimum of one (1) test for every lift.
c. Provide a minimum of one (1) in -place bearing capacity test for every 100
feet of foundation trench.
5. Monitor for settlement due to construction activities during excavation work
adjacent to existing buildings.
C. Submit test reports and soil specialist daily logs in accordance with Section 01450,
Quality Control.
END OF SECTION
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SECTION 02315
TRENCHING FOR UTILITIES
PART 1 GENERAL
1.01 SCOPE
A. Provide labor, equipment, and material to perform required excavating, backfilling,
and compacting for utilities and related structures as specified herein and indicated
on the Drawings. Work shall include, but not be limited to, the following:
1. Survey staking as required for construction.
2. Protection of existing improvements.
3. Location of installed utilities.
4. Dewatering.
5. Excavating, backfilling, and compacting for utilities.
6. Installation of warning / identification tape and tracer wire.
7. Borrow material.
8. Disposal of surplus material.
9. Soil Testing.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02230 Clearing and Grubbing
2. Section 02370 Erosion Control
3. Section 02510 Water Distribution System
4. Section 02630 Storm Drainage System
5. Section 02920 Lawns and Grasses
1.03 REFERENCED STANDARDS
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. N.C. Department of Transportation - Standard Specifications for Roads and
Structures (NCDOT).
2. American Society of Testing Materials (ASTM)
a. D698 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures
Using 5.5-Ib (2.49 Kg) Rammer and 12-inch Drop (Standard
Proctor).
b. D1556 Density of Soil in Place by the Sand -Cone Method.
c. D1586 Penetration Test and Spilt -Barrel Sampling of Soils.
d. D2049 Test for Relative Density of Cohesionless Soils.
e. D2216 Laboratory Determination of Water (Moisture) Content of Soil,
Rock, and Soil -Aggregate Mixtures.
f. D2487 Classification of Soils for Engineering Purposes.
3. Uni-Bell PVC Pipe Association
a. B-5-89 Recommended Practice for the Installation of Polyvinyl Chloride
(PVC) Sewer Pipe.
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02315-1 Trenching for Utilities

1.04 DEFINITIONS
A. Backfill: A specified material used in filling the excavated trench and placed at a
specified degree of compaction.
1 Materials: Materials listed herein include processed materials plus the soil
classifications listed under the Unified Soil Classification System, (USCS)
(Method D2487 and Practice D2488). The soil materials are grouped into five
broad categories according to their suitability for this application.
a. Class I: Angular, 6 to 40-mm (1/4 to 1-1/2-in), graded stone, including a
number of fill materials that have regional significance such as coral, slag,
cinders, crushed stone, and crushed shell.
b. Class II: Coarse sands and gravels with maximum particle size of 40 mm
(1-1/2 in.), including various graded sands and gravels containing small
percentages of fines, generally granular and noncohesive, either wet or
dry. Soil Types GW, GP, SW, and SP are included in this class.
c. Class III: Fine sand and clayey gravels, including fine sands, sand -clay
mixtures, and gravel -clay mixtures. Soil Types GM, GC, SM, and SC are
included in this class.
d. Class IV: Silt, silty clays, and clays, including inorganic clays and silts of
medium to high plasticity and liquid limits. Soil Types MH, ML, CH and CL
are included in this class. These materials shall not be used for bedding,
haunching, or initial backfill.
e. Class V: This class includes the organic soils OL, OH, and PT as well as
soils containing frozen earth, debris, rock larger than 40 mm (1 1/2 in.) in
diameter, and other foreign materials. These materials shall not be used for
bedding, haunching, or initial backfill.
2. Backfill Zones: Each backfill zone shall extend the full width of the trench
bottom.
a. Foundation: Extending down from the bottom of bedding zone as defined
below.
b. Pipe Embedment
1) Bedding: Extending from 4 inches below the pipe bottom to the pipe
bottom for 30-inch diameter and smaller and 6 inches below the pipe
bottom for pipes larger than 30 inches in diameter.
2) Haunching: Extending from the bedding (bottom of the pipe) to the
pipe spring line.
3) Initial Backfill: Extending from the haunching (pipe spring line) to 1 foot
above the top of the pipe.
c. Final Backfill: Extending from the initial backfill to the finish ground
elevation.
B. Laying Conditions:
1. Type 1: Flat bottom trench with loose backfill.
2. Type 2: Flat bottom trench with backfill lightly consolidated to centerline of pipe.
3. Type 3: Pipe bedded in 4 inches minimum of loose soil and backfill lightly
consolidated to top of pipe.
4. Type 4: Pipe bedded on Class I material to 1/8 pipe diameter (4 inch minimum)
Backfill compacted to top of pipe a minimum of 80 percent of standard proctor.
5. Type 5: Pipe bedded in compacted Class I material to pipe centerline with 4-
inch minimum under pipe. Backfill to top of pipe with Class I, II, or III and
compact to 90 percent of standard proctor.
Trenching for Utilities
02315-2 3374-1 & 3374-L : 9/19/2022

C. Compaction: Process of mechanically stabilizing a material by increasing its density
at a controlled moisture condition. "Degree of compaction" shall be expressed as a
percentage of the maximum dry density obtained by the test procedure presented in
ASTM D698 (Standard Proctor).
D. Excavation: The removal of soil or rock to obtain a specified depth or elevation.
E. Hard Material: Solid, homogeneous material which is not included in the definition of
"rock" but which may require the use of heavy excavation equipment with ripper
teeth. Amount must exceed 1 cubic yard in volume. Material having a standard
penetration resistance as determined by ASTM D1586 between 60 and 150 blows
per foot is defined as "hard material."
F. Lift: Layer of soil placed on top of a previously prepared or placed soil.
G. Rock: Solid, homogeneous material which cannot be removed without the
systematic drilling and blasting exceeding 1 cubic yard in volume. Material having a
standard penetration resistance as determined by ASTM D1586 greater than 150
blows per foot is defined as "rock." Removal of "hard material" will not be
considered rock excavation because of intermittent drilling and blasting that is
performed merely to increase production.
H. Pipe Springline: A line running horizontally through the center of the pipe.
I. Topsoil: Natural, friable soil, representative of productive soils in the vicinity of the
site. Topsoil shall be free from roots, stones larger than 1 inch, objectionable weed
seeds, toxic substances, and materials that hinder grading, planting, and
maintenance operations.
1.05 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Warning / Identification tape.
2. Test Reports: Submit for the following:
a. Moisture -density relations of soils.
b. Field moisture content.
c. Soil classification.
d. In -place field density.
PART 2 PRODUCTS
2.01 STONE
A. Class I material shall be #67 or #78M stone in accordance with NCDOT
specifications Section 1005, General Requirements for Aggregate.
2.02 WARNING AND IDENTIFICATION TAPE
A. Tape shall be a minimum 3-inch wide polyethylene plastic tape manufactured
specifically for identification of buried utilities with means of enabling detection by a
metal detector to a minimum depth of 3 feet. Tape shall be color coded and
continuously imprinted with warning and identification markings in bold black letters
to read "CAUTION - BURIED (utility) LINE BELOW." Color and printing shall be
permanent, unaffected by moisture or soil and shall be as follows:
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02315-3 Trenching for Utilities

Utility Color Marking
1. Water Blue
Caution - Buried Water Line Below
B. Tape shall be by Blackburn Manufacturing, Joseph G. Pollard Co., or Reef
Industries Inc.
2.03 TRACER WIRE
A. Tracer wire shall be #12 solid copper wire. All connections shall be by wire nuts and
taped.
B. Splices in tracer wire are to be kept to a minimum and joined with copper split nuts
of appropriate size.
PART 3 EXECUTION
3.01 PROJECT SAFETY
A. Contractor is responsible for Project safety.
B. Perform work in conformance with applicable State and Federal safety regulations
including, but not limited, to the following:
1. North Carolina Safety and Health Standards for the Construction Industry
(29CFR 1926 Subpart P).
2. NC OSHA Industry Guide No. 14, Excavations.
3. NC OSHA Industry Guide No. 20, Crane Safety.
C. Provide barriers, warning lights, and other protective devices at excavations as
necessary for safety of workers and the public.
D. Provide sloping of bank, shoring, sheeting, or other means of maintaining the
stability of the trench in accordance with the requirements of the Associated
Contractor's Manual of Accident Prevention OSHA, Part 1926.P.
3.02 PROTECTION OF UNDERGROUND FACILITIES
A. Refer to paragraph 4.04 of the General Conditions and SC-4.04.A.2 of the
Supplementary Conditions concerning the protection of Underground Facilities.
B. Approximate locations of existing underground facilities at the site are indicated on
the Drawings based on information available to the Engineer. Engineer and Owner
do not take responsibility for the accuracy of the information.
C. Investigate underground facility locations prior to the start of construction.
D. Repair damage to existing facilities at no additional cost to the Owner.
E. A change in conditions may be considered due to the location of the existing
facilities as allowed in the General Conditions. This does not include the cost for
repair of damaged facilities not properly located in advance of construction.
F. Separation distances shall be in accordance with utilities requirements.
3.03 CONSTRUCTION STAKING
A. Provide construction staking as indicated in paragraph 4.05 of the General
Conditions. Engineer will only provide key reference points and benchmarks.
B. Contractor shall report to Engineer whenever a reference point or property
monument is lost or destroyed or requires relocation because of necessary changes
in grades or locations. Contractor shall be responsible for the accurate replacement
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or relocation of such reference points or property monuments by a registered
professional surveyor in the State of North Carolina.
3.04 LOCATION OF INSTALLED UTILITIES
A. Contractor shall be responsible for locating contract installed utilities as requested
by third parties proposing to dig in the contract area until the date that the entire
contract is recommended for final payment by Engineer to Owner.
3.05 WATER CONTROL
A. Prevent surface water from entering the trench.
B. When trench bottom is below the existing ground water table, install a dewatering
system to maintain water table 1 foot below trench bottom. Provide a man
experienced in dewatering work at the job site.
C. Maintain dewatering until backfilling has proceeded above the existing ground water
level.
D. Dispose of water from dewatering operations in accordance with the North Carolina
Sedimentation Pollution Control Act.
3.06 USE OF EXPLOSIVES
A. Explosives may not be used on the Project.
3.07 EXCAVATING
A. Excavation shall be by open cut, unless otherwise indicated on the Drawings or
specified herein. Short sections of trench may be tunneled or direct bored with the
approval of the Engineer.
B. Stockpile excavated material in such a manner that it will not obstruct the flow of
runoff, streams, endanger Work, impair the use or appearance of existing facilities,
or be detrimental to the completed Work.
C. Contractor shall segregate excavated material so as to maintain material suitable for
backfill separate from material that is unsuitable.
D. Trench dimensions at the pipe embedment and foundation zone unless noted
otherwise shall be as follows:
1. Minimum width: Pipe outside diameter plus 18 inches.
2. Maximum width: Pipe outside diameter plus 24 inches.
3. Sides shall be vertical to a minimum of one foot above the top of pipe.
E. Shape trench bedding to provide uniform bearing for the full pipe length. Bottom
shall be free of protrusions that could cause point loading on pipe. Provide bell holes
as required for properly making pipe joint.
F. Do not over excavate. Excavation below grade without approval of Engineer shall be
backfilled with Class I material at no additional cost.
G. Undercut soils that become unsatisfactory by construction activity or by being left
exposed to the weather and backfill with Class I material at no additional cost.
H. Remove shoring, bracing, and sheeting, unless otherwise noted, as the trench is
backfilled. Engineer shall have the authority to require that the sheeting be left in
place.
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02315-5 Trenching for Utilities

I. Excavation of trench shall not advance more than 200 feet ahead of the installation.
In no case should the excavation extend beyond that which can be backfilled by the
end of the workday.
J. Correct unstable soil conditions encountered at trench foundation by one of the
following methods:
1. Excavate below grade as approved by Engineer and backfill with Class I
material or approved substitute material at unit price bid or the cost to be
included in pipe unit bid price as indicated in Section, 01270 Unit Prices.
K. Rock and Hard Material
1. Excavate rock and hard material to a minimum depth of 4 inches below the pipe
for pipes smaller than 30 inches and 6 inches for pipes 30 inches and larger.
L. Pressure Lines:
1. Provide a minimum 3 feet of cover, unless indicated otherwise on the Drawings.
2. Excavate trenches to provide vertical curve chords that will not exceed the pipe
manufacturer's recommended joint deflection.
3. Provide concrete thrust blocks having a compressive strength of 3,000 psi at 28
days at change in horizontal and vertical direction and reduction in the pipe
size, unless other restraint systems are indicated otherwise on the Drawings.
Cut trench sides vertical and square to receive concrete. Provide bearing area
against trench wall as indicated on the Drawings.
M. Gravity Lines:
1. Excavate trench to the alignment and grade indicated on the Drawings.
N. Utility Structures: Provide a minimum of 12 inches below subgrade and backfill with
Class I compacted to 95 percent maximum density. If the soil conditions are found
to be unsuitable for structural stability of the utility structure, Engineer may require
additional depth of Class I material.
3.08 BACKFILLING
A. Weather Limitations: Proceed with backfill operations based on the following
weather conditions:
1. Temperature must be above freezing and rising.
2. In windy, hot, or arid conditions with a high rate of evaporation add moisture to
the material to maintain the optimum moisture content.
3. Do not proceed in rain or on saturated subgrade.
4. Do not place material on surfaces that are muddy, frozen, or contain frost.
B. General
1. Maintain backfill operation within 200 feet from pipe laying operation.
2. Backfill trench to existing ground surface with select excavated material at the
specified compaction.
3. If excavated material is unsuitable to obtain specified compaction, provide
suitable off -site borrow material for backfill.
4. Re -excavate trenches improperly compacted. Backfill and compact as
specified.
5. Provide appropriate tamping equipment, and water to obtain proper moisture
content, to achieve specified compaction of backfill.
6. Conduct operation of heavy equipment above pipe installation as to prevent
damage to pipe.
7. Install warning / identification tape over utilities. Bury tape one foot below
finished grade above the utility.
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8. Install tracer wire for non-metallic pressure pipe. Bury tracer wire with pipe.
Wire shall be looped into valve boxes to allow access for direct contact location.
C. Backfill in pipe embedment zone (bedding, haunching, and initial backfill).
1. General:
a. Backfill with material as specified below. Material shall be free from objects
larger than 2 inches.
b. Where rock and hard material has been excavated below pipe bottom,
backfill and compact bedding with Class I material. Class II or III material
may be used for bedding with Engineer's approval.
c. Place backfill material to assure placement of material under pipe
haunches.
d. Take care during placement and compacting of material to avoid
movement of pipe.
2. Place backfill in bedding and haunching zones in 6 inch maximum lifts and
compact to 90 percent density. Place initial backfill in one lift do not compact.
Provide backfill material in pipe embedment zone as specified below.
a. Pressure Lines (Flexible and Rigid Pipe)
1) Excavation in Class I, Class II, and Class III soils suitable for bedding,
the bedding surface shall provide a firm foundation of uniform density.
Backfill with select excavated material.
2) Excavation in Class IV or Class V, running water, and other unstable
soil conditions, excavate a minimum of 4 inches below pipe bottom
and provide Class I material for bedding and haunch zone. Backfill with
Class I, II, or III material in initial backfill.
b. Gravity Sewer Lines, Rigid pipe (concrete and ductile iron)
1) Excavation in Class I, Class II, Class III, and stable Class IV soils
suitable for bedding, the bedding surface shall provide a firm
foundation of uniform density. Backfill with select excavated material.
2) Excavation in Class V, unstable Class IV soils, running water, and
other unstable soil conditions, excavate a minimum of 4 inches below
pipe bottom and provide Class I material for bedding and haunch zone.
Backfill with Class I, II, or III material in initial backfill.
D. Final Backfill
1. Backfill with materials free of stones and free of debris larger than 6 inches in
dimension. Place backfill in lifts not exceeding the thickness and compacted to
the minimum density specified below.
2. Trench backfilled with noncohesive materials may be compacted with water
flooding; except under roadways, shoulders of roadways, and other areas
subject to vehicular movement, provided the method of compaction is approved
by the Engineer and provides the degree of compaction required.
3. Lifts and density:
a. Undeveloped areas (i.e., forests, fields, and, croplands): Trench may be
filled with bulldozer blade provided material fall will not damage pipe.
Mound soil over the trench area sufficiently to settle level over time. Degree
of compaction shall be 85 percent.
b. Lawns: Backfill in 12-inch lifts and compact to 90 percent. Top 12 inches
shall be free of material with a dimension over 2 inches.
c. Roads (including Rights -of -way), drives, parking areas (including areas
within 20 feet), and adjacent to existing utilities: Backfill in 6 inch lifts
compact to 95 percent.
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02315-7 Trenching for Utilities

d. Within 20 feet of foundations: Backfill in 6-inch lifts compacted to 95
percent.
E. Utility Structures: Bring backfill to grade in even lifts on all sides. Lift depths and
compaction densities shall be as specified according to area of installation for pipe
above. Backfill against cast -in -place concrete structure only after concrete has
attained the specified 28-day compressive strength.
3.09 SOIL TESTING
A. Compaction tests may be made at the option of Engineer. An independent testing
laboratory will perform tests. Owner will pay for cost of the initial tests.
B. For each test that fails the compaction requirements, the testing firm at the direction
of the Engineer shall make two additional tests. Contractor shall pay cost of
additional tests made because of failure of compaction test.
C Correct deficiencies in compaction.
3.10 PAVEMENT PATCHING
A. Repair damaged pavement structure.
B. Cut existing pavement for utility installation in straight lines generally parallel to the
utility. Properly dispose of removed pavement structure.
C. Extend pavement patch 1 foot beyond each side of trench on firm subgrade. Slope
new surface to drain.
D. Asphalt Pavements: Replace asphalt pavement with a pavement structure no less
than as detailed on the Drawings. For roadways under NC Division of Highways
jurisdiction, pavement shall be replaced in accordance with the requirements of the
encroachment agreement.
E. Concrete Pavements: Replace concrete pavement with pavement structure equal to
existing but no less than as detailed as Drawings. Concrete shall be minimum
3,500 psi. When existing concrete joint is within 5 feet of trench remove existing
concrete to joint. Provide expansion joint at edge of existing concrete. Surface
treatment shall match existing.
F. Curbs, Gutters, and Sidewalks: Replace curbs and gutters, and sidewalks removed
or damaged with similar sections to match the existing. Remove to nearest existing
joint.
G. Approval of Other Authorities: Pavements under the jurisdiction of the NC Division of
Highways shall be subject to the approval of a representative of that Division.
H. Raise existing and new manholes and valve boxes to finished pavement grade.
Excavate around top of existing manhole and valve box as necessary. Remove
existing top ring, and install new grade ring(s) as necessary. Install existing cover.
Raise existing valve box. Provide concrete collar around manhole ring and valve
box.
I. Pavement patching shall include the cost to adjust existing and new manhole and
valve boxes to finished pavement elevations.
3.11 GRADING AND CLEAN-UP:
A. Provide for testing and clean up as soon as practicable, so these operations do not
lag far behind the pipe installation. Perform preliminary clean up and grading as
soon as backfill is complete.
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B. Provide positive drainage of finished grade and drain away from structures. Finished
grade shall be reasonably smooth, compacted, free from irregular surface changes
and comparable to the adjacent existing ground surface.
C. Seed disturbed areas in accordance with Section 02920, Lawns and Grasses.
D. Upon completion of backfilling, remove and properly dispose of excess material and
waste.
END OF SECTION
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02315-9 Trenching for Utilities

SECTION 02370
EROSION CONTROL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Contractor shall provide erosion control work. Work shall include, but not be limited
to, the following:
1. Erosion control at project site.
2. Erosion control at borrows and disposal areas as required by Contractor. Cost
shall include erosion control permits as necessary for borrow and disposal
areas.
3. Removal of surface debris.
4. Temporary and permanent ground cover.
5. Maintain and remove erosion control devices.
6. Self Inspection and Monitoring
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02920 Lawns and Grasses
2. Section 02630 Storm Drainage System
1.03 REFERENCED STANDARDS
A. "Erosion and Sediment Control Planning and Design Manual," issued by the N. C.
Sedimentation Control Commission.
B. American Society for Testing and Materials (ASTM)
1. ASTM D4632 - Standard Test Method for Grab Breaking Load and Elongation
of Geotextiles
1.04 QUALITY ASSURANCE
A. Conform to rules and regulations of the Erosion Control Laws of the State of North
Carolina, specifically the Sedimentation Pollution Control Act of 1973 (G.S. 113A) as
amended, and the local jurisdiction where the project is located.
B. Post a copy of the approved erosion control permit, furnished by Owner, at the site
prior to starting work. Maintain a copy of the approved erosion control plan at the
site.
C. Provide permanent ground cover as soon as possible, and no later than 15 working
days after completion of work in a specific area.
1.05 WARRANTY
A. Contractor is liable for damages to public and private property and fines as may be
placed on the Project by the governing agencies due to failure to provide adequate
erosion control devices.
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02370-1 Erosion Control

PART 2 PRODUCTS
2.01 MATERIALS
A. Erosion Control Matting (ECM): ECM shall be held in place by staples.
Commercially available ECMs may be used upon approval of the engineer.
Approval of fabrics will require manufacturer's design data regarding velocity, ditch
slopes, method of installation, decay cycle, repair techniques, and grass growth
enhancement characteristics.
1. Double -Net ECM shall be a 70% straw and 30% coconut blanket encased in a
medium weight plastic netting (both sides).
2. Single -Net ECM shall be a heavy jute or coir mesh over mulch.
B. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 4" long legs.
C. Gravel for Stone Filters: #57 crushed stone.
D. Filter Fabric: 7-1/2 oz. burlap fabric or other silt filtering fabric.
E. Type 2 Geotextile: see Section 2630, Storm Drainage System, for geotextile
performance specification.
F. Riprap:
1. Class B: Stone shall conform to NCDOT standards and shall range in size from
5 to 12-inches with the stone gradation being equally distributed within the
required size range.
2. Class I: Stone shall conform to NCDOT standards and shall range in size from
6 to 17-inches with the stone gradation being equally distributed within the
required size range.
PART 3 EXECUTION
3.01 INSTALL EROSION CONTROL DEVICES
A. Install erosion control devices in accordance with the drawings, which shall be in
place and operational prior to other land disturbing activity.
B. After installing erosion control devices as indicated on the Drawings, verify that
reasonable measures have been taken to prevent the sedimentation of nearby
watercourses, existing and new facilities, and adjacent property.
C. Should Contractor believe that additional measures are necessary to adequately
prevent erosion, immediately notify Engineer. If rain is predicted before the Engineer
can be notified, take measures as necessary to prevent siltation of nearby water
courses and work will be paid for as provided in the General Conditions.
D. After installing erosion control devices, request an inspection by the local agency
having jurisdiction and the Engineer.
E. Incorporate permanent erosion control work into the project at the earliest
practicable time. Coordinate temporary erosion control measures with permanent
erosion control measures and other work on the project to assure effective and
continuous erosion control throughout the construction and post construction period.
F. Maintain erosion control devices during construction until the disturbed areas are
stabilized and the agency having jurisdiction and the Engineer have approved the
removal of the erosion control devices.
Erosion Control
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3.02 BORROW AND DISPOSAL AREAS:
A. Install and maintain erosion control devices in accordance with Contractor's
approved plan.
3.03 MAINTENANCE
A. Inspect erosion control devices after each rainfall. Make required repairs
immediately. Remove sediment deposits when deposits reach approximately one-
half of the capacity of the erosion control device.
B. Respread accumulated sediments on the project site in a manner that will not
adversely affect erosion control facilities and permanent ground cover.
C. Silt Fence: Should the filter fabric decompose or become ineffective before approval
of its removal by the Engineer, replace fabric immediately at no additional cost to
the Owner.
D. Temporary Construction Entrance: Maintain entrance in a condition that will prevent
tracking or flow of mud onto public rights -of -way. This may require periodic top
dressing with 2 inches of stone, as conditions require, at no additional cost to the
Owner.
3.04 SEEDING
A. Disturbed areas not covered by new construction shall be seeded.
B. Provide temporary and permanent seeding in accordance with Section 02920,
Lawns and Grasses.
3.05 STABILIZATION AND CLEAN-UP
A. Remove erosion control devices upon the approval of the permanent stabilization of
this site by the agency having jurisdiction of the area and the Engineer. Dress
sediment deposits remaining in place after the erosion control devices are removed
to conform to the existing grade, prepared and seeded. Include cost of removal and
cleanup in the cost of the installation of the device.
3.06 SELF INSPECTION AND MONITORING
A. Provide self -inspection and reporting as required by the Sedimentation Pollution
Control Act for the duration of the project. These inspections will performed to
ensure that the approved sedimentation and erosion control measures on the
Drawings are installed, maintained, and working adequately.
1. The inspections need to be conducted after each phase of the project, and
continue until permanent ground cover is established.
2. The self -inspection forms and information regarding this program are available
at the following website: http://deq.nc.gov/about/divisions/energy-mineral-land-
resources/erosion-sediment-control/forms
3. Documentation of inspections shall be recorded on a single copy of the
approved erosion and sedimentation control drawings. These Drawings and
inspection reports shall be made available at the project site.
B. Provide weekly self -monitoring in accordance with the NPDES Stormwater permit
for all construction activities.
END OF SECTION
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02370-3 Erosion Control

SECTION 02510
WATER DISTRIBUTION SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work under this section includes, but is not limited to, piping, valves, fire hydrants,
water service line, and appurtenances for a complete potable water distribution
system.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02315 Trenching for Utilities
1.03 REFERENCES
A. Publications are referred to in the text by basic designation only.
1. American Society of Sanitary Engineering (ASSE) Standards
a. 1013 Reduced Pressure Principle Backflow Preventers and Reduced
Pressure Principal Fire Protection Backflow Preventers
b. 1015 Double Check Backflow Prevention Assemblies and Double
Check Fire Protection Backflow Prevention Assemblies
c. 1060 Outdoor Enclosures for Fluid Conveying Components
2. American Society for Testing and Materials (ASTM)
a.
b. D1784 Standard Classification System and Basis for Specification for
Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated
Poly(Vinyl Chloride) (CPVC) Compounds
c. D2241 Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure
Rated Pipe (SDR Series)
d. D3139 Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals
e.
f. F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining
Plastic Pipe
3. American Water Works Association (AWWA)
a. B300 Hypochlorites
b. B301 Liquid Chlorine
c. C104 Cement -Mortar Lining for Ductile -Iron Pipe and Fittings
d. C105 Polyethylene Encasement for Ductile -Iron Pipe Systems
e. C110 Ductile -Iron and Gray -Iron Fittings
f. C115 Flanged Ductile -Iron Pipe with Ductile Iron or Gray Iron Threaded
Flanges
g. C150 Thickness Design of Ductile Iron Pipe
h. C151 Ductile -Iron Pipe, Centrifugally Cast
i. C153 Ductile -Iron Compact Fittings
j. C502 Dry -Barrel Fire Hydrants
k. C509 Resilient Seated Gate Valves for Water Supply Service
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02510-1 Water Distribution System

I. C512 Air -Release, Air/Vacuum, and Combination Air Valves for Water
and Wastewater Service
m. C515 Reduced -Wall, Resilient -Seated Gate Valves for Water Supply
Service
n. C550 Protective Interior Coatings for Valves and Hydrants
o. C600 Installation of Ductile Iron Water Mains and Their Appurtenances
p. C605 Underground Installation of Polyvinyl Chloride (PVC) and
Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe
and Fittings
q. C651 Disinfecting Water Mains
r.
s. C800 Underground Service Line Valves and Fittings
t. C900 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4
inch through 60 inch
u. M23 PVC Pipe — Design and Installation
4. National Sanitation Foundation (NSF) Standards
a. 14 Plastic Piping Components and Related Materials
b. 60 Drinking Water Treatment Chemicals — Health Effects
c. 61 Drinking Water System Components - Health Effects
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that all tests set forth in each
applicable referenced publication have been performed and that all test
requirements have been met. Submit for each of the following materials:
a. Pipe and Fittings
1) Ductile iron
2) Polyvinyl Chloride (PVC)
i) AWWA C900
b. Valves
1) Gate
i) Resilient -Seated
ii) Tapping
c. Fire hydrants
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Pipe and Fittings
1) Ductile iron
2) Polyvinyl Chloride (PVC)
i) AWWA C900
b. Valves
1) Gate
i) Resilient -Seated
ii) Tapping
c. Castings
d. Tapping sleeves
e. Valve boxes
1) Valve markers
2) Valve box collars
f. Fire hydrants
Water Distribution System
02510-2 3374-1 & 3374-L : 9/19/2022

g. Fire Department Connection
h. Blowoff assembly
i. Pressure Gauge
3. Reports:
a. Field test report for each section of pipe for the following:
1) Measured chlorine residual
2) Bacteriological test
3) Pressure test
b.
4. Operation and Maintenance Instructions: Submit complete operation and
maintenance manual for the following:
a. Valves
b. Fire hydrants
c. Meters
1.05 DELIVERY, STORAGE, AND HANDLING
A. Provide a suitable pipe hook and/or rope sling properly certified for the load when
handling the pipe with a crane, excavator, or backhoe. Lifting of the pipe shall be
done in a vertical plane. Under no conditions shall the sling be allowed to pass
through the pipe unless adequate measures are taken to prevent damage to both
the tongue and groove ends.
B. Deliver pipe in the field as near as practicable to the place where it is to be installed.
Distribute pipe along the side of the trench opposite to the spoil bank. Where
necessary to move the pipe longitudinally along the trench, it shall be done in such a
manner as not to injure the pipe or coating.
C. Shield PVC pipe, PEX tubing and associated fittings stored on site from the sun's
ultraviolet rays by suitable cover, or indoor storage.
PART2 PRODUCTS
2.01 GENERAL
A. Products with surfaces intended to be in contact with the drinking water shall be
certified and listed in accordance with NSF 61 for potable drinking water.
2.02 DUCTILE IRON PIPE
A. Pipe and fittings 3-inch to 64-inch shall conform to AWWA C150 and C151 and the
following requirements:
1. Size shall be as indicated on the Drawings.
2. Minimum pipe pressure class shall be 350 unless indicated otherwise on the
Drawings.
3. Suitable for a system working pressure of 150 psi plus a surge allowance of
100 psi at the depth indicated on the Drawings with a laying condition as
indicated in Section 02315, Trenching for Utilities.
4. Interior lining to be used in a drinking water system shall be certified and listed
in accordance with NSF 61.
5. Interior shall be lined with cement mortar with seal coat in accordance with
AWWA C104.
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02510-3 Water Distribution System

B. Ductile -iron pipe for below ground service shall have push -on or mechanical joints,
conforming to AWWA C150 and C151, and to the following requirements, unless
noted otherwise on the Drawings:
1. Provide mechanical joint fittings.
C. Ductile -iron pipe for above ground service shall have flanged joints, unless noted
otherwise on the Drawings, conforming to AWWA C115.
1. Pipes to be painted shall have only a shop primer on the outside by the
manufacturer. Verify that proposed manufacturer's primer is compatible with the
proposed paint system.
D. Fittings for ductile -iron pipe shall conform to AWWA C110, or C153 and to the
following requirements:
1. Joint type shall be as specified above for the supplied ductile -iron pipe.
2. In lieu of exterior asphaltic coating and interior cement lining, fittings may be
provided with a 6-8 mil nominal thickness fusion bonded epoxy coating inside
and out in conformance with AWWA C550.
3. Fittings shall be made of ductile -iron.
4. Restrained
a. Provide restrained joint pipe at fittings and valves on water mains. Length
of restrained pipe shall be as indicated on the Drawings. Restrained joints
shall be Snap-Lok (Griffin Pipe), Flex Ring and Lok-Ring (American), TR
Flex (U.S. Pipe) or approved equal.
b. Restrained joint pipe and fittings shall meet all AWWA standards and other
requirements as specified above for standard ductile iron pipe and fittings
unless addressed herein.
c. Field made joints are allowable but should be avoided where possible.
Careful planning to locate field cuts in standard pipe sections is preferred.
For field made joints in restrained piping, use field weldments or an insert
equal to TR Flex Gripper Rings or approved equal. Gasket type field made
joints will not be allowed.
d. Restrained joint fittings shall be provided by the restrained joint pipe
supplier where located within restrained joint pipe sections. Fittings shall
be of the same model / type as the pipe supplied from the pipe
manufacturer.
e. Restrained joint fittings may be push -on joint type.
f. Megalugs, Series 1100, as manufactured by EBAA Iron Sales or approved
equal shall be allowable for restraint where fittings or valves are not
available with restrained joints from the pipe manufacturer.
g. Where additional fittings/valves are required for pipes not shown on
Drawings, consult with Engineer for length of restrained joint pipe
necessary each side of fittings/valve prior to installation of pipe/fitting.
h. Tees for hydrants do not have to be restrained along the main line except
where they are within required restrained length of nearby fittings or valves.
i. Contractor shall develop a field layout schedule and drawing for restrained
joint pipe installations. Lengths of restrained pipe shall be
designed and sealed by Engineer.
2.03 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE
A. General
1. Pipe and fitting size shall be as indicated on the Drawings.
2. PVC materials shall comply with ASTM D1784 with a cell classification of
12454-B.
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02510-4 3374-1 & 3374-L : 9/19/2022

3. Pipe shall be certified and listed for potable water distribution products in
accordance with NSF 14 or 61 and bear the NSF seal on each section of pipe.
4. Pipe shall be blue in color for potable water use.
B. AWWA C900: C900 PVC pipe 4-inch to 60-inch shall conform to AWWA C900 and
the following requirements:
1. Outside diameter shall conform to ductile -iron pipe.
2. Pipe shall be pressure class 150 with a standard dimension ratio of SDR 18
3. Pipe shall have plain end and elastomeric-gasket bell ends.
4. Fittings shall conform to AWWA C110 or C153 and have mechanical joints.
Fittings shall be made of gray -iron or ductile -iron. Interior of fittings shall be
cement -mortar lined with seal coat in accordance with AWWA C104.
2.04 TAPPING SLEEVE
A. Tapping Sleeve: Tapping sleeves shall be 304 stainless steel, flanged for the
tapping valve and manufactured for a working pressure of 150 psi. Sleeve shall
have a full body 360-degree gasket. Sleeve shall have a 3/4-inch test plug. Bolts
and nuts shall be stainless steel.
B. Stainless steel tapping sleeve shall be Mueller model number H-304ss, Romac
Models SST-4 60 to SST 2650, Smith Blair models 662, 663, 664 and 665 and
approved equals.
2.05 VALVES
A. General: Valves shall meet the following requirements:
1. The Town's preferred valve manufacturer is Mueller.
2. 12-inch and smaller valves shall be suitable for a working pressure of not less
than 200 psi.
3. Open by counterclockwise rotation (open left).
4. Provide an interior protective epoxy coating in accordance with AWWA
C550 on ferrous surfaces in contact with the liquid.
5. Components in contact with the liquid shall be in compliance with NSF 61.
6. Equip valves with a suitable means of operation approved by the Town.
7. Ends shall be mechanical joint for underground location and flanged joint
for above ground location/underground utility vaults.
8. For buried valves over 5 feet deep, provide extension stems of cold rolled
steel to bring the operating nut to within 2 feet of the ground surface. Extension
stems shall also be provided as required for floor stands and to
floor valve box.
9. Provide valve accessories as required for proper valve operation for valve
locations as recommended by valve manufacturer and as indicated on the
Drawings.
B. Gate Valves, Resilient -Seated: Gate valves 3-inch to 20-inch shall conform to
AWWA C509 or AWWA C515 and to the following requirements:
1. 0-ring stem seal on non -rising (NRS) stem valves.
2. Ends shall be mechanical joint for underground locations and flanged joint for
above ground locations.
3. Valves shall be non -rising stem (NRS) with wrench nut for underground
locations and Outside Screw and Yoke (OS&Y) with handwheel for above
ground locations unless noted otherwise on the Drawings.
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02510-5 Water Distribution System

C. Tapping Valves: Tapping valves shall conform to the specifications for the gate
valves as indicated in this Section and the following:
1. Valve shall be specifically modified for the passage and clearance of the
tapping machine cutter.
2. The mating end to the tapping sleeve shall be raised male surface to provide
true alignment to the sleeve and tapping machine. The valve shall be
compatible with the tapping sleeve.
2.06 CASTINGS
A. General
1. Made of gray iron, ASTM A-48 - class 30, or ductile iron, ASTM A536, grade
65-45-12.
2. Castings shall be free from imperfections not true to pattern. Casting tolerances
shall be plus or minus 1/16 inch per foot of dimension. Top shall set neatly in
frame, with edges machined for even bearing and proper fit to prevent rattling
and flush with the edge of frame.
3. Castings shall be as manufactured by Neenah Foundry Co., U.S. Foundry &
Manufacturing Corp., Vulcan Foundry, or approved equal.
2.07 VALVE ACCESSORIES
A. Valve Box, Below Ground: Boxes shall be high strength cast iron of the screw or
telescopic type. Box shall consist of a flare base section, center extension as
required, and a top section with the word "WATER" cast in the cover. Length of box
shall be such that full extension of box is not required at the depth of water main
cover. Valve Boxes shall consist of no more than two sections; dis-similar materials
(such as PVC pipe) are not permitted for deep installations
B. Extension Stem (if necessary): Stem shall be sized so as to transmit full torque from
the operating mechanism to the valve stem without binding, twisting, or bending.
Stem shall be made from extra heavy steel pipe . Stem shall be complete with
couplings for connection to valve and floor stand where required. When valve
extension kits are used they must be as recommended by the valve manufacturer.
2.08 FIRE HYDRANTS
A. Fire hydrants shall conform to AWWA C502 and to the following requirements:
1. Nozzles: Two (2) 2-1/2-inch hose and One (1) 5-inch Storz nozzle connections.
2. Nozzle threads: Standard hydrant thread.
3. Main valve diameter: 5-1/4 inch.
4. Minimum depth of bury: 42-inches.
5. Inlet connection: 6-inch mechanical joint.
6. Open clockwise (open right).
7. Close with water pressure.
8. 0-ring seals
9. Traffic model with frangible sections near the ground line designed to break on
impact.
10. Rodding is not allowed on hydrants. Restrained joints are required:
AquaGrip, MegaLug, or Approved Equal.
11. Provide extension for hydrant standpipe as required to set centerline of hydrant
nozzle a minimum of 15-inches and a maximum of 24-inches.
12. Exterior color above ground line shall match Town's standard at the time of
installation. Current color standard: Yellow (NFPA Approved Yellow).
Water Distribution System
02510-6 3374-1 & 3374-L : 9/19/2022

13. Hydrants shall be warranted by the manufacturer against defects in
materials or workmanship for a period of ten (10) years from the date of
manufacturer. The manufacturing facility shall have current ISO certification.
14. Hydrants shall be Mueller Super Centurion 250 or Approved Equal, specific
model to be specified by Town's Fire Department.
2.09 METERS
A. Meters will be purchased and installed by the Town of Ranlo. Contractor is not
responsible for meter purchase.
2.10 THRUST BLOCKING
A. Provide concrete thrust blocking in accordance with the detail on the Drawings.
B. Thrust blocking is not required where restrained joint fittings and equivalent length of
restrained joint pipe are used unless shown otherwise on the Drawings.
2.11 DISINFECTANT
A. The following products may be used as the disinfectant:
1. Chlorine, liquid: AWWA B301.
2. Hypochlorite, calcium and sodium: AWWA B300.
PART 3 EXECUTION
3.01 GENERAL
A. Pipe installation shall meet the following general guidelines:
1. Lay pipe in the presence of Engineer, unless specifically approved otherwise.
2. Handle pipe and accessories in accordance with manufacturer's
recommendations. Take particular care not to damage pipe coatings.
3. Carefully inspect pipe immediately prior to laying. Do not use defective pipe.
Replace pipe damaged during construction.
4. Lay pipe to grade and alignment indicated on the Drawings.
5. Provide proper equipment for lowering pipe into trench.
6. Do not lay pipe in water or when the trench or weather conditions are
unsuitable for the work.
7. Provide tight closure pipe ends when work is not in progress.
8. Keep pipe interior free of foreign materials.
9. Clean bell and spigots before joining. Make joints and lubricate gasket in
accordance with pipe manufacturer recommendation.
10. Disinfection of pipe during installation:
a. Soak gaskets for minimum of one hour in a 50 - 100 ppm hypochlorite
solution prior to installation.
b. Mop bells and spigots of pipe, fittings and valves with a 50 - 100 ppm
hypochlorite solution immediately prior to making joints.
11. Block fittings with concrete, or restrain as indicated on the Drawings or as
required to prevent movement.
3.02 RELATION OF WATER MAINS TO SEWERS
A. Lateral Separation: Lay water mains at least 10 feet laterally from existing and
proposed sewers. Where existing conditions prevent a 10-foot lateral separation, the
following shall be followed with approval of the Engineer:
1. Lay water main in a separate trench, with the elevation of the bottom of the
water main at least 18 inches above the top of the sewer.
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02510-7 Water Distribution System

2. Lay water main in the same trench as the sewer with the water main located at
one side on a bench of undisturbed earth, and with the elevation of the bottom
of the water main at least 18 inches above the top of the sewer.
B. Crossing Separation: Lay bottom of water main at least 18-inches from the outside
of the water main to the outside of the sewer, either above or below the sewer but, if
practicable the water main shall be located above the sewer. One full length of
water pipe shall be located so that both joints will be as far from the sewer as
possible.
C. Crossing a Water Main Under a Sewer: When it is necessary for a water main to
cross under a sewer, construct both the water main and the sewer of ferrous
materials and with joints equivalent to water main standards for a distance of 10 feet
on each side of the point of crossing. A section of water main pipe shall be centered
at the point of crossing.
3.03 DUCTILE IRON PIPE
A. Install pipe in conformance with AWWA C600 and the following:
1. For laying pipe in a vertical or horizontal curve, each full length pipe may be
deflected by the following offset distance, unless otherwise directed by the pipe
manufacturer:
a. Push -on joint
1) 3 to 12-inch pipe: 14-inch offset
b. Mechanical joint
1) 3 to 6-inch pipe: 20-inch offset
2. For laying restrained joint pipe in a vertical or horizontal curve, except for
horizontal directional drills (HDD), each full length pipe may be deflected by the
following offset distance, unless otherwise directed by the manufacturer:
a. 6 to 12-inch pipe: 11-inch offset
3.04 PVC PRESSURE PIPE
A. Install PVC C900 pipe in conformance with AWWA C605.
B. Solvent Weld: Field cut ends shall be sanded to roughing the surface. Joints shall
be cleaned of foreign material. Solvent shall be applied to the joint and joint made
as recommended by the manufacturer. Excess solvent shall be wiped off. Joint
should not be moved until sufficiently set up.
C. Bell and Spigot Joints: Clean bell and spigot ends prior to jointing. Ends of field cut
pipe shall be beveled with file. Gasket shall be clean and lightly lubricated. Joint
shall be made as recommended by the manufacturer.
3.05 VALVES AND FITTINGS
A. Install buried valves on top of an 18-inch square, 3-inch thick, solid concrete pad
(minimum dimensions). The concrete pad may be provided by a pre -cast
manufacturer or cast -in -place in the field above grade. Concrete used for the pads
shall be a minimum 3,000 psi mix. The pads may not be cast -in -place in the pipe
trench. Connection to pipe shall be such that there shall be no stress at the joint
caused by misalignment or inadequate support of pipe or valve.
B. Valve Box: Set a valve box over each buried valve. Support box so that no stress
shall be transmitted to the valve or pipe line. Install box plumb and set top flush with
finished grade. Operating nut shall be centered in box. Provide a 24-inch x 24-inch
wide by 6-inch thick concrete pad at top of valve boxes outside paved areas.
Water Distribution System
02510-8 3374-1 & 3374-L : 9/19/2022

C. Valve operation nut shall be within 24 inches of the top of box. Provide stem
extension if necessary to bring operating nut to within 24 inches of the top of box.
D. Install fittings as recommended by the manufacturer. Fittings shall be blocked or
otherwise restrained from movement.
E. Install valves, gates, and accessories indicated on the Drawings and in complete
accordance with the manufacturer's recommendations.
F. Install air / vacuum valve inside a manhole.
3.06 HYDRANT
A. Set hydrant in accordance with detail on Drawings.
3.07 PAINTING
A. Equipment shall receive the manufacturer's standard coating for the intended
application. Coatings shall be suitable for the intended application.
B. Repaint damaged paint surfaces.
3.08 BACKFLOW PREVENTION TESTING
A. Install and test Backflow prevention devices in accordance with the requirements of
the local authority having jurisdiction.
3.09 PRESSURE TESTING
A. Prior to pressure testing, the Town reserves the right to require the line to be
pigged. If pigging of the line is required, Town staff shall be notified at least 48
hours prior to pigging of the line. Town staff must be present to witness and verify
the insertion of the pig and additionally to be present to witness and verify the
successful removal of the pig for each section pigged.
B. Pressure test in accordance with AWWA C600 for ductile iron pipe and AWWA
C605 and M23 for PVC pipe and as specified herein
C. General:
1. The Engineer shall approve the source, quality, and method of disposal of
water to be used in test procedures. Use connection between existing line
and new as shown in Standard Detail W-2.19 for filling new line.
2. Obtain Town's permission 48 hours prior to filling or flushing of pipe system with
water from Town's water system. Town shall operate valves connected to the
existing water system. Where large quantities of water may be required for
flushing, Town reserves the right to require that flushing be done at periods of
low demand.
3. Clean and flush pipe system of foreign matter prior to testing.
4. Provide air vents at the high points in the line section to be tested for releasing
of air during filling. Service corporation stops may be used for air vent when
located at a high point. Include cost of air vents in price of testing. Leave
corporation stops in place after testing and note locations on As -Built Drawings.
5. Allow concrete blocking to reach design strength prior to pressure testing.
6. Test main prior to installation of service taps.
7. Repair defects in the pipe system. Make repairs to the same standard as
specified for the pipe system.
8. Retest repaired sections until acceptance.
9. Repair visible leaks regardless of the test results.
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02510-9 Water Distribution System

10. Pipe sections shall not be accepted and placed into service until specified test
limits have been met.
D. Testing
1. Notify Town and Engineer a minimum of 48 hours prior to testing.
2. Perform tests in the presence of Engineer.
3. Make pressure tests between valves. Furnish suitable test plugs where line
ends in "free flow."
4. Upon completing a section of pipe between valves, test pipe by maintaining for
a two-hour period a hydrostatic pressure of 150 psig.
5. Test pressure shall not vary by more than +/- 5 psi for the duration of the test.
6. No length of line shall be accepted if the leakage is greater than that
determined by the following formula based on the appropriate test pressure:
L = Allowable leakage per 1,000 feet of pipe in gallons per hour.
D = Nominal diameter of the pipe in inches.
100 psi: L = D x 0.07
150 psi: L = D x 0.08
200 psi: L = D x 0.09
250 psi: L = D x 0.10
3.10 DISINFECTION
A. After satisfactory completion of the pressure test, disinfect new potable water mains
and existing mains that have required repair in accordance with AWWA C651 and
as specified herein.
B. General:
1. Provide a superintendent experienced in the required procedures for
disinfecting with chlorine.
2. Obtain Town's permission 48 hours prior to filling, flushing, and chlorinating of
the water mains. Town shall operate valves connected to the existing water
system.
3. Do not allow highly chlorinated water into the existing distribution system.
4. If there is any question that the chlorinated discharge will cause damage to the
environment, a reducing agent shall be applied to the water to neutralize the
residual chlorine. Federal, state, or local environmental regulations may require
special provisions or permits prior to disposal of highly chlorinated water.
5. Perform disinfection and testing in presence of Engineer.
C. Connection to Existing System: Notify Town 48 hours prior to making connections to
the existing system. Thoroughly clean the existing water main exterior prior to the
installation of tapping sleeves and corporation stops. Lightly dust with calcium
hypochlorite powder the water main exterior and the interior surface of the tapping
sleeve, and corporation stops.
D. After satisfactory flushing of the main, disinfect by the injection of a chlorine solution.
Induce chlorine in sufficient quantity to maintain a chlorine residual of at least 50
ppm throughout the system to be tested. Maintain the chlorine solution in the system
for at least 24 hours.
E. Valves and Fire Hydrants: Open and close valves on the mains being disinfected a
minimum of three times during the chlorine contact period and a minimum of three
times during flushing. Fire hydrants and other appurtenances should receive special
attention to insure proper disinfection.
Water Distribution System
02510-10 3374-1 & 3374-L : 9/19/2022

F. For Cut -In Construction: Use the following procedures for disinfecting of the new
installation and the existing main at the cut -in point in accordance with AWWA
C651, Section 9:
1. Apply liberal quantities of hypochlorite, in the form of tablets, to the open trench.
2. Interior of new pipe and fittings and the ends of the existing mains shall be
swabbed or sprayed with a one percent hypochlorite solution before installation.
3. Install a 2-inch tap downstream of the work area. Tap shall be used for blowing
off the main or use the next fire hydrant downstream of the work area for
blowing off the main.
4. Install a 2-inch tap just upstream of the new installation. Control Water from the
existing system so as to flow slowly into the work area during the application of
chlorine. After the line is thoroughly flushed, add chlorine solution at a
concentration of 100 ppm by the continuous feed method and hold in the main
for one (1) hour.
5. Coordinate all cut -in work with the Town.
G. Prior to flushing, the free chlorine residual shall be a minimum of 10 ppm. Flushing
of the lines shall proceed until the lines contain the normal chlorine residual of the
system.
H. Test in the field for free chlorine residual:
1. Sample location shall be the same as required for the bacteriological test
samples.
2. Immediately after injection of the chlorine solution. Sample shall have a chlorine
residual as specified.
3. Prior to flushing of the highly chlorinated water from the potable water system
and a minimum of 24-hours after the initial injection of the chlorine. Sample
shall have a minimum chlorine residual as specified.
3.11 BACTERIOLOGICAL TESTING
A. Required location for obtaining water samples:
1. Every 2,000 If
2. End of each main.
3. A minimum of one from each branch.
4. Mains at cut -in locations: Each side of work area. Time between samples to be
determined by Engineer in field.
B. A laboratory, certified for the required testing by the State of North Carolina, shall
collect the sample and perform the testing. The laboratory shall be the same for
both sampling and testing.
C. Obtain two water samples at each specified location for the bacteriological testing.
Take the first sample immediately after flushing of the chlorinated water and again in
24-hours.
D. Recommended additional samples. During the required sampling of water from the
new system, it is recommended that samples be taken from the existing potable
water source to determine if coliforms are present.
E. Care in sampling. No hose or fire hydrant shall be used for the collection of
samples. Operation shall be such as to ensure that the sample collected is actually
from water that has been in the new system
F. Test samples for the presence of coliform organisms in accordance with the latest
edition of Standard Methods for the Examination of Water and Wastewater. Testing
3374-1 & 3374-L : 9/19/2022
02510-11 Water Distribution System

method used shall be the multiple -tube fermentation technique, the membrane -filter
technique, or presence/absence.
G. Test for odor. The water in the new system should also be tested to assure that no
offensive odor exists due to chlorine reactions or excess chlorine residual.
H. If samples show the presence of coliform, procedure 1 or 2 described below shall be
followed, with the approval of the Town, before placing the unit or facility in service.
1. Take repeat samples at least 24 hours apart until consecutive samples do not
show the presence of coliform.
2. Again subject the system to chlorination and sampling as described in this
section.
I. If samples are free of coliform, and with the approval of the Town and with the
proper certification being submitted to and accepted by the State's Public Water
Supply Section, the potable water system may be placed in service.
J. Contamination of Existing System: If, in the opinion of the Engineer, possible
contaminants have entered the existing water system, or water samples show the
water in the existing system to be unsafe on completion of the work, the existing
water system shall be disinfected as specified herein and shall include all
contaminated components. Disinfection of the existing system shall be coordinated
with the Town.
3.12 VALVE OPERATION
A. Prior to final acceptance provide competent personnel to operate each valve in
presence of Engineer. Verify that valves are left in the open position.
END OF SECTION
Water Distribution System
02510-12 3374-1 & 3374-L : 9/19/2022

SECTION 02610
PAVEMENT PATCHING
PART 1 GENERAL
1.01 SCOPE
A. Provide pavement patching where marked in the field by the Owner and specified
herein.
1.02 REFERENCED STANDARDS
A. N.C. State Dept. of Transportation - Standard Specifications for Roads and
Structures (NC DOT), 1990.
1.03 SUBMITTALS
A. Shop Drawings: Submit four (4) copies of Certificate of Compliance that the
materials used in the bituminous concrete mixer, and aggregate base course meet
the requirements of this section for materials, mixing, and handling.
1.04 PROTECTION OF EXISTING PAVEMENT, AND CURB AND GUTTER
A. The existing paved area not to be patched, curb and gutter, and concrete pavement
shall be protected by the Contractor. The Contractor and Owner shall inspect the
entire site and mark all failed areas that are not designated for repair, and damaged
curb and gutter, and concrete pavement. The Contractor shall remove any areas of
pavement or concrete damage or failure that occurs during construction and provide
a new patch at his own cost. The patch shall be the same as specified herein.
PART 2 PRODUCTS
2.01 MATERIALS AND MIXES
A. Base Course: Aggregate base course shall comply with requirements of NC DOT
Section 520.
B. Tack Coat: Conforming to materials and compositions required in Section 605 of the
NC DOT specifications.
C. Bituminous Concrete Surface Course - Type S9.5B: Conforming to materials and
composition required in Section 654 of the NC DOT specifications.
PART 3 EXECUTION
3.01 PREPARATION FOR PAVEMENT PATCHING
A. Verify areas outlined for pavement patching with Owner. Areas outlined should
extend 5 feet into sound pavement.
B. Saw cut outlined areas designated for removal.
C. Remove the distressed pavement, and the underlying base course. The existing
subgrade shall be removed to a minimum depth of 14-inches below the existing
pavement surface.
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02610-1 Pavement Patching

D. Prior to placement of the aggregate, allow testing of the existing subgrade by a soil
technician provided by the Owner.
E. Provide additional undercutting as required by the soils engineer and approved by
the Owner. Additional undercutting shall be measured and approved by the Owner
as the work progresses. Only undercutting that has been measured and approved
prior to backfilling will be paid by the Owner.
F. The existing subgrade shall be compacted as directed by the soil technician using a
plate tamp on a Ramex type compactor prior to backfilling or placement of new base
course.
G. Compaction shall be to at least 95% maximum density Modified Proctor Method.
H. Maintain subgrade in satisfactory condition and properly drain until surface courses
are placed.
I. Preparation, shaping, and compaction shall be in accordance with Section 500 of
the NC DOT specifications.
J. All pavement cuts shall be repaired within a maximum of seven (7) days from the
date the cut was made. If conditions do not permit a permanent repair within this
time limit, permission to make a temporary repair must be obtained from the town.
3.02 AGGREGATE BASE COURSE
A. The stone base shall be constructed in accordance with the applicable paragraphs
of Section 520 of the NC DOT specifications.
B. A minimum of 12-inches of ABC stone base should be placed and compacted to at
least 100 percent of the dry density as defined by ASTM 1557 Modified Proctor
Density.
3.03 TACK COAT
A. The entire thickness/vertical edge of saw cut shall be tacked.
B. Application rates, method of application, and curing shall be in accordance with the
requirements of NC DOT specification Section 605.
3.04 BITUMINOUS CONCRETE SURFACE COURSE
A. Spreading, compaction, and finishing shall comply with the requirements of Sections
610 and 654 of the NC DOT specifications.
B. Compacted thickness shall be no less than the 2-inches of Type S9.5B.
END OF SECTION
Pavement Patching
02610-2 3374-1 & 3374-L : 9/19/2022

SECTION 02630
STORM DRAINAGE SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work under this section includes, but is not limited to, piping and appurtenances for
a complete storm drainage system.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02315 Trenching for Utilities
2. Section 03100 Cast -In -Place Concrete
1.03 REFERENCES
A. Publications are referred to in the text by basic designation only.
1. American Society for Testing and Materials (ASTM)
a. A126 (latest)
b. C361 (latest)
c. C76 Reinforced Concrete Culverts, Storm Drain and Sewer Pipe
(latest)
d. C443 Flexible Watertight Joints for Circular Concrete Pipe and Precast
Manhole Sections (latest)
e. C478 Precast Reinforced Concrete Manhole Sections (latest)
f. C507 Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer
Pipe (latest)
g. C858 Underground Precast Concrete Utility Structures (latest)
h. C890 Minimum Structural Design Loading for Monolithic or Sectional
Precast Concrete Water and Wastewater Structures (latest)
i. C913 Precast Concrete Water and Wastewater Structures (latest)
j. C923 Resilient Connectors Between Reinforced Concrete Manhole
Structures, Pipes and Laterals (latest)
k. C990 Joints for Concrete Pipe, Manholes, and Precast Box Sections
Using Preformed Flexible Joint Sealants (latest)
I. D1248 Polyethylene Plastics Molding and Extrusion Materials (latest)
m. D4632 Grab Breaking Load and Elongation of Geotextiles
2. American Association of State Highway and Transportation Officials (AASHTO)
a. M 170 Standard Specifications for Reinforced Concrete Culverts, Storm
Drain, and Sewer Pipe (latest)
3. UNI-BELL Plastic Pipe Association (UNI)
a. B-6 Recommended Practice for Low -Pressure Air Testing of Installed
Sewer Pipe (latest)
4. NCDOT Standard Specifications for Roadways and Structures and Standard
Details.
a. Standard Detail: 838.39 Reinforced Concrete Endwall
3374-1 & 3374-L : 9/19/2022
02630-1 Storm Drainage System

1.04 SUBMITTALS
A. Submit the following in accordance with Section 01330, Submittal Procedures:
1. Affidavit of Compliance: Affidavit shall attest that supplied products conform to
the referenced standard and this specification and that all tests set forth in each
applicable referenced publication have been performed and that all test
requirements have been met. Submit for each of the following materials:
a. Pipe
1) Reinforced Concrete Pipe with pipe joint detail
b. Pre -cast concrete boxes
2. Catalog Data: Submit manufacturer's standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided.
a. Pipe
1) Reinforced Concrete Pipe with pipe joint detail
b. Pre -cast Concrete Boxes and the following appurtenances:
1) Manhole Steps
2) Pipe Connectors
3) Joint material
c. Type 2 Geotextile
3. Reports: (If Applicable)
a. Field test report for each section of pipe for the following:
1) Low-pressure air test for storm drain piping.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Provide a suitable pipe hook or rope sling when handling the pipe with a crane.
Lifting of the pipe shall be done in a vertical plane. Under no conditions shall the
sling be allowed to pass through the pipe unless adequate measures are taken to
prevent damage to both tongue and groove ends.
B. Deliver pipe in the field as near as practicable to the place where it is to be installed.
Distribute pipe along the side of the trench opposite to the spoil bank. Where
necessary to move the pipe longitudinally along the trench, it shall be done in such a
manner as not to injure the pipe.
PART2 PRODUCTS
2.01 REINFORCED CONCRETE PIPE
A. Pipe shall conform to the following requirements:
1. Size shall be as indicated on the Drawings.
2. Suitable for pressures as specified ASTM C76.
B. Reinforced Concrete Pipe shall conform to ASTM C76, AASHTO M170, and to the
following requirements:
1. Pipe lengths shall be not less than 8 feet.
2. Capable of H-20 loading for bury depths shown on the drawings.
3. Pipe shall be Class III minimum per ASTM C76. If less than 1' of cover use
Class IV pipe.
4. Pipe shall be designed for a Type 2 laying condition at the depth of cover
indicated on the Drawings.
Storm Drainage System
02630-2 3374-1 & 3374-L : 9/19/2022

5. Joints shall be flexible preformed butyl rubber -based sealant material
conforming to Federal Specification SS-S-210A, Type Butyl Rubber, unless
otherwise shown on the drawings.
6. Provide a polyethylene backed flat butyl rubber sheet ("mastic tape") no less
than 1/16-inch and 6-inches wide applied to outside perimeter of joint.
C. Concrete Flared End Sections shall meet all applicable requirements of ASTM C76.
Concrete Flared End Sections shall be reinforced.
2.02 TYPE 2 GEOTEXTILE
A. Type 2 geotextile used under riprap and culvert bedding shall conform to the
following requirements:
1. Nonwoven material.
2. Elongation at break is greater than or equal to 50% and grab tensile strength is
at least 205 Ibs as tested by ASTM D4632.
3. Apparent opening size corresponds to a #80 US Sieve or finer.
2.03 CASTINGS
A. General
1. Made of gray iron, ASTM A-48 - class 30, or ductile iron, ASTM A536, grade
65-45-12.
2. Castings shall be free from imperfections not true to pattern. Casting tolerances
shall be plus or minus 1/16 inch per foot of dimension. Top shall set neatly in
frame, with edges machined for even bearing and proper fit to prevent rattling
and flush with the edge of frame.
3. Castings shall be as manufactured by Neenah Foundry Co., U.S. Foundry &
Manufacturing Corp., or Vulcan Foundry.
B. Grate and Frame:
1. Grate and Frame shall be NCDOT Standard.
2. Grate and Frame shall be suitable for Heavy Duty Highway Traffic Loads of H-
20.
3. Casting shall bear the name of the manufacturer and the part number.
2.04 PRECAST BOXES
A. Provide precast concrete boxes made of precast concrete sections in conformance
with ASTM C913 and the following requirements.
1 General
a. Provide boxes to the dimensions as indicated on the Drawings. Precast
boxes include:
1) Square/Rectangular catch basin boxes and drop inlets
b. Precast manufacturer shall have a professional engineer registered in the
State of North Carolina on staff. Provide a certification signed and sealed by
the North Carolina Professional Engineer that the boxes provided for the
Project are in conformance with the reference standards and these
specifications and are structurally sufficient (i.e., adequate wall thickness
and reinforcing). The boxes shall be adequate for the existing site
conditions as described in the soils reports provided in these Project
specifications.
c. Precast concrete boxes shall be manufactured by Adams Concrete,
Carolina Precast Concrete, Inc., D & M Concrete Specialties, Inc, N. C.
Products Corp., Stay Right Tank, Tindall Concrete Products, Inc. or
approved substitute.
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02630-3 Storm Drainage System

2. Precast Concrete Sections
a. General: Concrete compressive strength shall be 4,000 psi minimum and
rated for H-20 loading.
b. Base: Cast monolithically without construction joints or with an approved
PVC waterstop in the cold joint between the base slab and the walls. The
width of the base extensions shall be no less than the base slab thickness
and shall be as indicated on the drawings.
c. Riser: Minimum lay length of 16-inches.
d. Flat Slab Top: Designed for HS-20 traffic loadings as defined in ASTM
C890. Items to be cast into Special Flat Slap Tops shall be sized to fit within
the top and bottom surfaces. Provide a float finish for the exterior slab
surface and a 1-inch chamfer on all exposed edges.
e. Lifting Devices: Devices for handling precast components shall be provided
by the precast manufacturer and comply with OSHA Standard 1926.704.
3. Joints
a. Manufacturer in accordance with tolerance requirements of ASTM C 990 for
butyl type joints.
b. Minimize number of joints.
c. Flexible Joint Sealants: Provide preformed butyl rubber -based sealant
material conforming to Federal Specification SS-S-210A, Type B - Butyl
Rubber.
d. External Seal: Provide a polyethylene backed flat butyl rubber sheet no less
than 1/16-inch and 6-inches wide applied to outside perimeter of joint.
4. Flexible Pipe Connectors: Provide flexible connectors for pipe to box that
conform to ASTM C923. Location of connectors shall vary from Project
Drawings no more than 1/2-inch vertically and 5 degrees horizontally.
PART 3 EXECUTION
3.01 GENERAL
A. Pipe installation shall meet the following general guidelines:
1. Lay pipe in the presence of Engineer, unless specifically approved otherwise.
2. Handle pipe and accessories in accordance with manufacturer's
recommendations.
3. Carefully inspect pipe immediately prior to laying. Do not use defective pipe.
Replace pipe damaged during construction.
4. Lay pipe to grade and alignment indicated on the Drawings.
5. Provide proper equipment for lowering pipe into trench.
6. Provide tight closure pipe ends when work is not in progress.
7. Keep pipe interior free of foreign materials.
8. Do not lay pipe in water or when the trench or weather conditions are
unsuitable for the work.
9. Clean bell and spigots before joining. Make joints and lubricate gasket in
accordance with pipe manufacturer recommendation.
10. Provide pneumatic plug at each entrance into the new storm drain system and
maintain plugged until the project is complete.
B. Storm Drainage Pipe: Gravity pipe installation shall meet the following general
guidelines:
1. Lay pipe upgrade from the lower end and at the grades and alignment indicated
on the Drawings.
Storm Drainage System
02630-4 3374-1 & 3374-L : 9/19/2022

2. Lay storm drainage pipe to true lines and grades using laser beam equipment
or other acceptable means.
3. Clean bells and spigots of foreign material that may prevent sealing. Unroll the
butyl sealant rope directly against base of spigot. Do not stretch. Follow
manufacturer's instructions when using 0-ring seals.
4. Place butyl tape completely around the outside of each joint.
5. Place 24 inches of compacted No. 67 or No. 57 washed stone wrapped in type
2 geotextile below 72-inch culvert pipe to extend a minimum of 6-inches beyond
the side of the pipe and 4 inches below smaller pipes where soil is inadequate.
3.02 PRECAST BOXES
A. Provide 24 inches of compacted No. 67 or No. 57 washed stone beneath junction
boxes to extend 6 inches beyond the base. Stone base shall be wrapped in type 2
geotextile.
B. Carefully inspect box immediately prior to laying. Do not use defective or damaged
box. Replace box if damaged or if box becomes damaged during project.
C. Set base plumb and level. Align box invert with pipe invert.
D. Secure pipe connectors to pipe in accordance with manufacturer's recommendation.
E. Clean bells and spigots of foreign material that may prevent sealing. Unroll the butyl
sealant rope directly against base of spigot. Do not stretch. Follow manufacturer's
instructions when using 0-ring seals.
F. After joining box sections, apply the butyl sealant sheet around the outside
perimeter of the joint.
G. Plug lift holes using a non -shrink grout. Cover with a butyl sealant sheet on the
outside and seal on the inside with an application of an epoxy gel 1/8-inch thick
extending 2-inches beyond the opening.
H. Finish the interior by filling fractures greater than 1/2-inch in length, width or depth
with a sand cement mortar. Do not fill the joints between the precast components.
I. Clean the interior of the structure of foreign matter.
3.03 TESTING
A. General
1. Clean and flush pipe system of foreign matter prior to testing.
2. Notify Owner and Engineer a minimum of 48 hours prior to testing.
3. Perform tests in the presence of Engineer.
4. Length of line to be tested at one time shall be subject to approval of Engineer.
5. Pipe sections shall not be accepted and placed into service until specified test
limits have been met.
6. Repair defects in the pipe system. Make repairs to the same standard as
specified for the pipe system.
7. Retest repaired sections until acceptance.
8. Repair visible leaks regardless of the test results per written recommendations
of the product supplier.
B. Storm Drainage
1. Test gravity lines between manholes or junction boxes.
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02630-5 Storm Drainage System

2. Light Testing: Mains will be checked by Engineer for displacement after the
trench has been filled to two feet above the pipe and tamped as specified, and
upon completion of the project. Test will be as follows:
a. A light will be flashed between the ends of the pipe section being tested.
b. If the illuminated interior shows any misalignment, or other defects as
designated by Engineer, defects shall be repaired.
3. General
a. Infiltration shall not exceed 50 gallons per inch of diameter, per mile of pipe,
per 24 hours. Engineer may require flow measurement for verification of
infiltration.
b. Visible leaks shall not be acceptable and any visible leak shall be repaired
per the manufacturer's written recommendations and also such that all
repairs remain flush with the existing pipe and smooth to prevent debris
from collecting at any locations that require repairs.
3.04 STANDARD DETAILS
A. The following standard details taken from NCDOT Roadway Standard Drawings are
attached hereto by Reference and are hereby made a part of the Contract
Document:
1. Standards
a. 310.01 Reinforced concrete Flared End Section (1 page)
b. 840.00 Concrete Base Pad for Drainage Structure (1 page)
c. 840.04 Concrete Catch Basin with Single and Multiple Pipes (2 pages)
d. 840.17 Concrete Median Drop Inlet Type A (3 pages)
e. 840.18 Concrete Median Drop Inlet Type B (1 page)
f. 840.24 Frames and Narrow Slot Sag Grates (1 page)
g. 840.25 Anchorage for Frames (1 page)
h. 840.66 Drainage Structure Steps (1 page)
B. The minimum compressive strength of all concrete at 28 days shall be 3,500 pounds
per square inch (psi) unless a higher minimum is stated on the drawings or specified
herein.
END OF SECTION
Storm Drainage System
02630-6 3374-1 & 3374-L : 9/19/2022

SECTION 02700
PAVEMENT AND APPURTENANCES
PART 1 GENERAL
1.01 SCOPE
A. Provide pavement, curb and gutter, and sidewalk sections as indicated on the
Drawings and specified herein. Construction shall conform with the lines, grades,
thickness, and typical cross-section indicated on the Drawings.
B. Provide for the milling of the existing pavement.
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02300 Earthwork
2. Section 03100 Cast -in -Place Concrete
1.03 REFERENCED STANDARDS
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. N.C. Department of Transportation - Specifications for Roads and Structures
(NCDOT).
2. American Wood Protection Association (AWPA) — C14: Wood for highway
construction, preservative treatment by pressure process
B. Paragraphs in the NCDOT standard regarding measurement and payment do not
apply to this Project.
1.04 SUBMITTALS
A. Submit the following in accordance with Section, Submittal Procedures:
1. Certificates of Compliance: Certificates shall attest that supplied products
conform to the referenced standard and this specification, that all tests set forth
in each applicable referenced publication have been performed, and that all test
requirements have been met. Submit for each of the following materials:
a. Asphalt Concrete
b. Aggregate Base Course
c. Pavement Marking Material
1.05 PROTECTION OF EXISTING PAVEMENT, CURB AND GUTTER, AND SIDEWALK
A. Existing pavement, curb and gutter, and sidewalks at the site are in good condition.
Contractor, Owner, and Engineer shall inspect the entire site prior to the start of
construction and mark existing damaged areas and note areas on Contractor's plan
set to be used for the Record Drawings.
B. Protect existing pavement, curb and gutter, and sidewalks during construction.
C. Remove areas of existing curb and gutter, and sidewalks damaged during
construction. Removal shall include to the nearest existing joint. Replace damaged
areas with new curb and gutter, and sidewalks to match the existing section.
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02700-1 Pavements & Appurtenances

D. Remove areas of existing pavement damaged during construction. Should it be
required, patching will be performed as specified in Section 02610, Pavement
Patching.
E. Repair damage to existing pavement, curb and gutter, and sidewalks.
PART 2 PRODUCTS
2.01 MATERIALS AND MIXES
A. Asphalt Concrete Base Course - Type B-25.0B: Conforming to materials and
compositions required in NCDOT Section 610, Asphalt Concrete Plant Mix
Pavements.
B. Tack Coat: Conforming to materials and compositions required in NCDOT Section
605, Asphalt Tack Coat.
C. Asphalt Concrete Surface Course - Type S9.5B: Conforming to materials and
composition required in NCDOT Section 610, Asphalt Concrete Plant Mix
Pavements.
D. Concrete for Curb and Gutter, and Sidewalks: Conforming to materials and
composition required in NCDOT Section 846, Concrete Curb, Curb and Gutter,
Concrete Gutter, Shoulder Berm Gutter, Concrete Expressway Gutter, Concrete
Valley Gutter and Concrete Flumes, and Section 848, Concrete Sidewalks and
Driveways and Wheelchair Ramps.
E. Base Course: Aggregate base course shall comply with requirements of NCDOT
Section 520, Aggregate Base Course.
F. Pavement Markings and Symbols: Conforming to materials and composition
required in NCDOT Section 1205, Pavement Marking General Requirements.
G. Wooden sidewalk fence and guardrail: Wood used in construction of fence and
guardrail shall be pressure treated in accordance with AWPA-C14. Southern Pine
will be acceptable for timber.
PART 3 EXECUTION
3.01 PREPARATION OF SUBGRADE
A. Refer to applicable portions of Section, Earthwork.
B. Compaction shall be to at least 95 percent maximum density Standard Proctor
Method.
C. Remove unsuitable material to a depth of one foot and replace with an approved
material. Loosen exceptionally hard spots and re -compact. Finish subgrade to
provide uniform bearing surface.
D. Maintain subgrade in satisfactory condition and properly drain until surface courses
are placed.
E. Preparation, shaping, and compaction shall be in accordance with NCDOT Section
500, Fine Grading Subgrade, Shoulders, and Ditches.
Pavements & Appurtenances
02700-2 3374-1 & 3374-L : 9/19/2022

3.02 MILLING ASPHALT PAVEMENT
A. Milling of existing asphalt pavement shall be in accordance with applicable
paragraphs of NC DOT Section 612.
B. Milled asphalt shall be properly disposed by the Contractor.
C. Minimize heavy construction equipment traffic within areas of reduced pavement
sections .
3.03 AGGREGATE BASE COURSE
A. This applies to both the aggregate base course as indicated on the Drawings for
paved and unpaved roads.
B. Stone base shall be compacted to at least 100 percent of the dry density as defined
by ASTM 1557 Modified Proctor Density.
C The stone base shall be constructed in accordance with the applicable paragraphs
of NCDOT Section 520.
D Compacted base shall be of the thickness indicated on the Drawings.
3.04 ASPHALT CONCRETE BASE COURSE
A. Spreading, compaction, and finishing shall comply with the requirements of NCDOT
Section 610, Asphalt Concrete Plant Mix Pavements.
B. Compacted thickness shall be no less than the thickness indicated on the Drawings.
3.05 ASPHALT CONCRETE SURFACE COURSE
A. Spreading, compaction, and finishing shall comply with the requirements of NCDOT
Section 610 Asphalt Concrete Plant Mix Pavements.
B. Compacted thickness shall be as indicated on the drawings.
3.06 TACK COAT
A. Application rates, method of application, and curing shall be in accordance with the
requirements of NCDOT Section 605.
B. Tack coat shall be applied between bituminous surface course and bituminous base
course, and between lifts of asphalt if paving is done in lifts.
C The entire thickness/vertical edge of saw cuts shall be tacked.
3.07 CONCRETE CURB & GUTTER
A. Provide concrete curb and gutter where indicated on the Drawings. Curb and Gutter
shall conform to the section indicated on the Drawings.
B. Construct Curb and Gutter in accordance with NCDOT Section 846.
3.08 CONCRETE SIDEWALKS
A. Provide concrete sidewalks where indicated on the Drawings. Construction shall be
in conformity with the materials, lines, grades, thickness, and typical section as
indicated on the Drawings.
B. Construct sidewalks in accordance with NCDOT, Section 848, and the following
specifications.
C. Space contraction joints equal to the width.
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02700-3 Pavements & Appurtenances

D. Place a 1/2 inch wide expansion joint at all intersections and wherever walks abut
structures and other walks.
E. Place additional expansion joints at each fifth contraction joint.
F. Walks shall receive a light broom finish.
3.09 PAVEMENT MARKINGS AND SYMBOLS
A. Mark parking spaces in paved areas with 4 inch white paint stripe the length of the
parking space.
B. Stripe roads maintained by the NCDOT or the local municipality in accordance with
the agency requirements.
C. Provide painted pavement symbols as indicated on the Drawings.
END OF SECTION
Pavements & Appurtenances
02700-4 3374-1 & 3374-L : 9/19/2022

SECTION 02920
LAWNS AND GRASSES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Work shall include, but not be limited to, the following:
1. Surface preparation of subsoil.
2. Placing topsoil.
3. Addition of lime and fertilizer.
4. Seeding.
5. Maintenance to produce a permanent stand of grass.
1.02 PAYMENT PROCEDURES
A. Base bid for the work on the specified quantities of lime, fertilizer, and seed. After
the specified soil tests have been made, Engineer may vary specified quantities.
1.03 REFERENCES
A. N.C. Department of Agriculture - NCDA
B. U.S. Department of Agriculture - USDA
1.04 PERFORMANCE REQUIREMENT
A. Grassed area shall be considered established when it presents a green appearance
from eye level 50 feet away and the grass is vigorous and growing well in each
square foot of seeded area. It is not required that the seeded area be thick and
heavy as an old established lawn.
B. Should the permanent seed not germinate and produce a strand of grass, reseed
affected areas until a permanent stand is established.
1.05 SUBMITTALS
A. Not less than 6 weeks prior to seeding, obtain representative soil samples from
areas to be seeded and deliver the properly packaged samples with an information
sheet for each sample properly filled out to the Soils Division of the NC Department
of Agriculture or a private laboratory. Based on the test results, submit to the
Engineer a recommendation as to the quantity and type of lime, fertilizer and seed
for the area covered by the test.
B. Catalog data: Submit manufacturer's standard drawings or catalog cuts for both
types of erosion control matting.
1.06 QUALITY ASSURANCE
A. Quality of fertilizer, lime, and seed, and operations in connection with the furnishing
of this material, shall comply with the requirements of the N.C. Fertilizer, Lime and
Seed Law; and with the requirements of the rules and, regulations adopted by the
NC Department of Agriculture in accordance with the provisions of the said law.
B. Seed containers shall bear an official "Certified Seed" label as inspected by the N.C.
Crop Improvement Association.
C. Packages for soil conditioners and fertilizer shall bear manufacturer's guaranteed
analysis.
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02920-1 Lawns & Grasses

D. Do not apply lime, fertilizer or seed in strong wind, when the soil is extremely wet, or
otherwise unworkable. No rolling shall be done if precipitation after seeding would
make the operation detrimental to the seed bed.
1.07 DELIVERY, STORAGE, AND PROTECTION
A. Deliver grass seed mixture in sealed containers showing percentage of seed mix,
year of production, net production, net weight, date of packaging, and location of
packaging.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
1.08 MAINTENANCE SERVICE
A. Maintain seeded areas until grass is well established and exhibits a vigorous
growing condition for a minimum of two cuttings. Mow grass at regular intervals to a
maximum height of 3 inches. Hand clip where necessary.
B. Control growth of weeds. Apply herbicides in accordance with manufacturer's
instructions.
C. Water areas seeded between May 1 and July 15 at such intervals as to maintain the
seeded area in a moist condition until the grass is established and accepted by the
Engineer. Provide equipment to transport and distribute the water to the seeded
areas. Areas seeded between September 1 and November 1 need not be irrigated
beyond the initial watering specified above except that the Contractor may apply
water at his own discretion.
PART 2 PRODUCTS
2.01 MATERIALS
A. Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous
plant growth, taken from drained site; free of subsoil, clay or impurities, plants,
weeds, and roots; pH value of minimum 5.4 and maximum of 7.0.
B. Lime: Ground Dolomitic agricultural limestone, not less than 85 percent total
carbonates, ground so that 50 percent passes 100 mesh sieve and 90 percent
passes 30 mesh sieve. Coarser material will be acceptable, provided the specified
rates of application are increased proportionately on the basis of quantities passing
No. 100 mesh sieve.
C. Fertilizer: Mixed, commercial, fertilizer containing 10-10-10 percentages of available
nitrogen, phosphoric acid, and potash respectively, plus superphosphate with 20
percent P2O5 content. Fertilizer shall be dry, in granular (pellet) form, shall be
delivered to the site in the manufacturer's original bag or container which shall be
plainly marked as to formula.
D. Seed: Fresh seed guaranteed 95 percent pure with a minimum germination rate of
85 percent within one year of tests. In disturbed areas within residential parcels,
place sod as necessary to return lawns to their condition before the work took place.
Provide the following seed mixtures with lime and fertilizer in non-residential
disturbed areas:
Lawns & Grasses
02920-2 3374-1 & 3374-L : 9/19/2022

1. Temporary Seeding
Planting Dates Grass Type Pounds/Acre
Jan. 1 - May 1 Rye (Grain) 120
Kobe Lespedeza 50
May 1 - Aug. 15 German Millet 40
Aug.15 - Dec. 31 Rye (Grain) 120
Lime 3,000
Fertilizer 10-10-10 800
Mulch Straw 4,000
2. Permanent Seeding
Planting Dates Grass Type Pounds/Acre
Aug. 25 - Sep. 15 Tall Fescue 80
& Kobe Lespedeza 40
Feb. 1-Mar.21
Lime 4,000
Fertilizer 10-10-10 1,000
Mulch Straw 4,000
A. Erosion Control Matting (ECM): ECM shall be held in place by staples.
Commercially available ECMs may be used upon approval of the engineer.
Approval of fabrics will require manufacturer's design data regarding velocity, ditch
slopes, method of installation, decay cycle, repair techniques, and grass growth
enhancement characteristics.
1. Double -Net ECM shall be a 70% straw and 30% coconut blanket encased in a
medium weight plastic netting (both sides).
2. Single -Net ECM shall be a heavy jute or coir mesh over mulch.
B. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 4" long legs.
C. Mulch: Threshed straw of oats, wheat, or rye; free from seed of obnoxious weeds; or
clean salt hay. Straw which is fresh and excessively brittle or straw which is in such
an advanced stage of decomposition as to smother or retard growth of grass will not
be acceptable.
D. Water: Water shall be free from substances harmful to growth of grass.
PART 3 EXECUTION
3.01 PREPARATION OF SUBSOIL
A. Complete operations in the area to be seeded and prepare subsoil to eliminate
uneven areas and low spots. Bring surface to the approximate design contours.
B. Scarify subsoil to a depth of 3 inches. Remove weeds, roots, stones and foreign
materials 1-1/2 inches in diameter and larger.
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02920-3 Lawns & Grasses

3.02 PLACING TOPSOIL
A. Place topsoil during dry weather and on dry unfrozen subsoil.
B. Spread topsoil to a minimum depth of 4 inches. Remove vegetable matter and
foreign non -organic material from topsoil while spreading. Grade surface to provide
positive drainage and prevent water ponding. Lightly compact topsoil with at least
one pass of a cultipacker or similar equipment
C. Maintain the finished surfaces by protecting, and replacing topsoil and subsoil as
necessary until the area is accepted under the contract.
3.03 APPLICATION OF LIME
A. Liming shall be done immediately after grading has reached the fine grading stage,
even though actual seeding may not be done until several months later.
B. Spread lime evenly by means of a mechanical distributor.
C. When lime is distributed by commercial liming dealers, sales slips showing the
tonnage delivered shall be filed with the Engineer and shall show the full tonnage
required for the acres treated.
D. Incorporate lime in the top 2 to 3 inches of soil by harrowing, disking, or other
approved means.
3.04 APPLICATION OF FERTILIZER
A. Spread fertilizer not more than 2 weeks in advance of seeding.
B. To verify application rate, determine acreage to be fertilized and provide Engineer
with total weight of fertilizer applied to the area.
C. Provide mechanical spreader for even distribution and spread half of the rate in one
direction, and the other half at right angles to the first. Mix thoroughly into upper 2 to
3 inches of soil by disking, harrowing or other approved methods.
3.05 SEEDING
A. Accomplish seeding by means of an approved power -drawn seed drill, combination
corrugated roller -seeder, approved hand operated mechanical seeder, or other
approved methods to provide even distribution of seed.
B. Do not seed when ground is excessively wet or excessively dry. After seeding, roll
area with a roller, not less than 18 inches in diameter and weighing not more than
210 pounds per foot of width. Upon completion of rolling, water area with a fine
spray.
C. Immediately following seeding apply mulch or matting. Do not seed areas in excess
of that which can be mulched on same day.
D. Apply water with a fine spray immediately after each area has been mulched.
Saturate to 4 inches of soil depth
3.06 MULCHING AND MATTING
A. Apply mulch or matting as required to retain soil and grass, but no less then the
following:
1. Slopes from 0 to 20 percent by spreading a light cover of mulch over seeded
area at the rate of not less than 85 lbs. per 1000 sq. ft.
2. Slopes greater than 20 percent mulch with matting. Pin matting to the ground
with wire staples at 5 foot intervals, immediately after seeding.
Lawns & Grasses
02920-4 3374-1 & 3374-L : 9/19/2022

3. Use tack to prevent disruption of mulch.
B. For tack use an asphalt tie -down of emulsified asphalt grade AE-3 or cut -back
asphalt grade RC-2 or other approved equal. The application rate shall be 0.10
gal/sy (11 gal / 1000 sq ft). An approved jute mesh or net may be used in lieu of
tacking straw mulch.
C. Other types of mulch and anchoring methods may be used upon approval by the
Engineer.
3.07 PROTECTION
A. Protect seeded areas from damage by barricades, signs, and other appropriate
means. Maintain and protect slopes from weather damage.
END OF SECTION
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02920-5 Lawns & Grasses

SECTION 03100
CAST -IN -PLACE CONCRETE
PART 1 GENERAL
1.01 SCOPE
A. Provide labor, materials, and equipment required for placement of cast -in -place
concrete.
B. Work included under this section includes, but is not limited to, the following:
1. Concrete materials
2. Concrete
3. Reinforcement
4. Form work
5. Grout
6. Mixing, placing and curing
7. Concrete finishing
1.02 RELATED SECTIONS
A. The following Sections have work that is directly related to this Section. This does
not relieve the Contractor of his responsibility of proper coordination of all the work:
1. Section 02630 Storm Drainage System
1.03 REFERENCED STANDARDS
A. The latest revision, at the time of bidding, of the publications listed below form a part
of this specification to the extent referenced. The publications are referred to in the
text by basic designation only.
1. American Concrete Institute (ACI)
a. 301
a. 318
2. American Society of Testing Materials (ASTM)
a. A307 Carbon Steel Externally Threaded Standard Fasteners.
b. C39 Test for Compressive Strength of Cylindrical Concrete Test
Specimens.
c. C94 Ready Mixed Concrete
d. C143 Test for Slump of Portland Cement Concrete.
e. C171 Sheet Materials for Curing Concrete.
f. C192 Making and Curing Concrete Test Specimen.
g. C231 Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method.
h. C309 Liquid Membrane -Forming Compounds for Curing.
C920 Elastomeric Joint Sealants.
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03100-1 Cast -in -Place Concrete

j. D1751 Preformed Expansion Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and Resilient
Bituminous Types).
3. N. C. Department of Transportation - Standard Specifications for Roads and
Structures (NC DOT).
4. Concrete Reinforcing Steel Institute (CRSI)
1.04 QUALITY ASSURANCE
A. Concrete work shall conform to the requirements of ACI 318, ACI 301 and CRSI
"Manual of Standard Practice" as a minimum.
B. Methods and materials of work shall conform to the requirements of the standards
and codes and recommended practices as referred to within this section.
1.05 SUBMITTALS
A. Submit the following in accordance with Section 01330, Submittal Procedures:
1. Test Reports:
a. Laboratory Mix Design: Mix design shall be in accordance with ACI 318,
Section 5.3 (Field Experience and / or Trial Mixtures). Design mixes
shall be accompanied by test results from an independent commercial
testing laboratory, attesting that the proportions selected will produce
specified concrete.
b. Concrete Tests: Reports for 7-day and 28-day concrete compressive
strengths.
2. Catalog Data: Manufacturer standard drawings or catalog cuts for the
following. Clearly indicate equipment to be furnished for the Project including
options to be provided for the following.
a. Forming accessories
b. Admixtures
c. Patching compounds
d. Joint systems
e. Curing compounds
3. Shop Drawings: Project specific shop drawings for the following:
a. Reinforcing Steel: Shop drawings shall comply with ACI SP-66 "ACI
Detailing Manual". Shop drawings shall be drawn to a scale of 1/4" = 1' -
0" or larger. Where necessary for clear delineation, complicated wall
steel shall be shown on inside and outside elevations. Bars shall be
clearly shown, accurately located, and dimension on the plans,
elevations, and sections.
4. Delivery Tickets: Submit copy of delivery tickets to the Engineer for each batch
of ready mixed concrete in accordance with ASTM C-94. Indicate total water
content.
Cast -in -Place Concrete
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1.06 DELIVERY, STORAGE, AND HANDLING
A. Reinforcement Steel: Store reinforcement in a manner that will avoid excessive
rusting or coating by grease, oil, dirt, and other objectionable materials. Store in
separate piles so as to avoid confusion or loss of identification after bundles are
broken.
B. Protect cement from contamination or damage during handling. Do not use cement
which has been damaged, is partially set, lumpy or caked. If the damaged cement is
in bags, the entire contents of the bag shall be rejected. Do not use cement salvaged
from used bags or reclaimed from cleaning bags.
PART 2 MATERIALS
2.01 CEMENT
A. Portland cement shall comply with ASTM C-150, Type I unless otherwise specified.
1. Different brands of cement, different types of cement, or the same brand of
cement from different mills shall not be mixed, nor shall they be used
alternately, except when authorized by the Engineer.
2. Measure cement by the bag as packaged by the manufacturer, or by weight;
one bag of cement shall be considered to contain 94 pounds net. A barrel is
equivalent to 4 bags or 376 pounds net.
3. When bulk cement is used, the weighing and handling shall be inspected by
the Engineer prior to use.
4. Pozzolans or fly ash conforming to ASTM C618 may be blended with the
cement. The maximum pozzolan or fly ash content shall not exceed 25
percent by weight of the total cement material.
2.02 ADMIXTURES
A. Air -entraining admixtures shall conform to ASTM C-260. Testing in accordance with
ASTM C-233 will be waived provided the admixture has been tested and accepted
by the Bureau of Public Roads, U.S. Department of Transportation, or provided a
statement is submitted by the manufacturer that the admixture to be furnished for the
project has been tested and conforms to ASTM C-260.
B. Water -reducing admixture shall conform to ASTM C-494, Type A or Type D and shall
be chloride free.
C. Non -corrosive accelerator admixture shall conform to ASTM C-494, Type C or E, and
have long term test data proving its non -corrosive effect on metal deck and
reinforcing steel. Admixture shall be "Accelguard" by the Euclid Chemical Company,
"Darex Set Accelerator" by W. R. Grace and Company, or equal.
D. Shrinkage reducing admixture shall be "eclipse shrinkage reducing admixture" by
Grace Construction Products or equal.
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2.03 AGGREGATES
A. Fine aggregate for use in classes of concrete and Portland cement mortars, shall
conform with ASTM C33 and as specified in accordance with NCDOT Section 1014,
"Aggregate for Portland Cement Concrete", Para. 1014-1, "Fine Aggregate", and
graded as specified in Table 1005-2 of Section 1005.
B. Coarse aggregate for normal concrete, except as specified otherwise herein, shall be
in accordance with ASTM C33 and graded as specified in NCDOT Table 1005-1 of
Section 1005. Coarse aggregate for lightweight concrete shall be as specified in
ASTM C-330 as required to meet the density and compressive strength
requirements.
2.04 HIGH EARLY STRENGTH CONCRETE
A. High early cement (Type III), the non -corrosive accelerator added to the normal
cement (Type I) or high strength concrete shall be used only where specified or in an
emergency when approved by Engineer. In such cases, the requirements for
proportioning and mixing shall be as specified herein.
2.05 REINFORCEMENT
A. Metal reinforcement shall be Grade 60 and conform to ASTM A615. Bars shall be
deformed. Bars shall be formed to the dimensions indicated and approved on the
shop drawings. Fabrication and details on reinforcement shall conform to the
requirements of the ACI 318, Chapter 7, "Details of Reinforcement". Heating for
bending shall be employed only when approved by Engineer.
B. Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing,
supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire
bar type supports complying with CRSI specifications.
1. For slabs -on -grade, use supports with sand plates or horizontal runners where
base material will not support chair legs.
2. For exposed -to -view concrete surfaces where legs of supports are in contact
with forms, provide supports with legs that are protected by plastic (CRSI,
Class 1) or stainless steel (CRSI, Class 2).
2.06 FORMS
A. Forms except as otherwise specified shall be of plywood, steel or other approved
material. Plywood shall be concrete form plywood, not less than 5/8 inch thick.
Surfaces of steel forms shall be free from irregularities, dents, and sags.
2.07 MISCELLANEOUS PRODUCTS
A. Bonding and patching compounds: Compounds for bonding, patching, and structural
repairs, shall be "Euco Weld" by Euclid Chemical Company, "Colma Dur Mortar",
"Sikadur Hi -Mod" by Sika Chemical Corporation, or equal.
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B. Non -shrink Grout: Factory premixed non -shrink, non-metallic grout with minimum
compressive strength of 5,000 PSI at 24 hours and 9,000 PSI at 28 days. Grout shall
be "Euco N-S" by The Euclid Chemical Company, "Masterflow 713" by Master
Builders, Sonogrout by Sonneborn Company, or equal.
C. Expansion Joint Filler: Bituminous impregnated, preformed type conforming to ASTM
D 1751.
D. Concrete curing paper: Conform to ASTM C 171, Type 1, Waterproof Paper, shall be
used. Polyethylene or similar plastic sheets shall not be used for concrete curing.
Sisalkraft "Orange Label," Ludlow Papers, Inc., "Scuf-Champ," "Glas-Kraft" Grade A,
or equal.
E. Joint sealer: Shall conform to ASTM C 920, Type M, Grade P, Class 25, Use T. Joint
sealer for water containment structures shall be Polysulfide Type. Provide concrete
primer as recommended by sealant manufacturer and compatible with the substrate.
H. Membrane forming curing compound: Liquid membrane forming curing compounds
shall be wax free resin -type capable of retaining 95 percent of the moisture for the
specified curing period and shall conform to ASTM C309, Type I-D, and shall contain
a red fugitive dye. Curing compound applied to surfaces to be left permanently
exposed to view shall not cause permanent discoloration or otherwise adversely
affect the appearance of surface.
Curing compound: Shall be "Super Floor Coat" or "Super Pliocure" by Euclid
Chemical Company, "Masterseal" by Master Builders, Kure-N-Seal by Sonneborn, or
equal. Compound shall conform to Federal Specification TT-C-800A, 30% solids
content minimum.
J. Stone under slab: Clean NC DOT size No.57 coarse aggregate.
PART 3 EXECUTION
3.01 GENERAL
A. Provide a minimum of 4 inches of lean concrete (2000 psi) under concrete footing
unless noted otherwise on Drawings.
3.02 CONCRETE MIX
A. General: Provide normal weight, air -entrained concrete. Concrete shall contain the
specified water -reducing admixture. Each mix shall be proportioned as specified by
weight and use the aggregate and cement proposed for the project. Mix designs
shall be in accordance with ACI specifications.
B. Design of Concrete: Provide concrete mix designs and engage an independent
testing laboratory, approved by the Engineer, to prepare the mix designs for the
classes of concrete specified in the "Properties and Location of Concrete" table
which follows. Materials and proportioning shall be in accordance with the ACI
Specifications, unless otherwise specified.
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1 Submit mix designs, test data, laboratory strength tests and certificates of
analysis for cement and aggregates prior to the placement of concrete.
2. Proportion concrete mixes to be placed by pumping for the type of equipment
to be used so as to have a continuous flow of concrete through the pumping
system.
Properties and Location of Concrete:
Concrete Min 28-day Compressive Maximum Slump Total Air *Max
Class Strength Allowable Course Content By W/C
(Location) (6"x 12" Cylinders) Aggregate Size & Volume Ratio
Type
Sidewalk,
Pipe Head/End
Wa l l
3,500 psi
3/4" Stone 2"-4" 5% ± 1 1/2% 0.46
* Including free surface moisture on aggregates and liquid admixtures. W/C ratio is
maximum permissible ratio for concrete when strength data from field experience
or trial mixtures are not available. Higher ratios may be acceptable provided
documentation is submitted in accordance with ACI Specifications.
3.03 MEASUREMENT OF MATERIALS, MIXING AND EQUIPMENT
A. Concrete shall be machine mixed except in emergencies mixing may be by hand as
directed. Except when ready -mixed concrete is used, provide an approved type of
batch mixer at the site equipped with an accurate water measuring and control
device and capable of producing a homogeneous concrete mixture of uniform color.
Apparatus provided for weighing aggregate and cement shall be designed especially
for this purpose. Weigh fine and coarse aggregate and cement separately. Cement
in standard packages need not be weighed, but bulk cement or fractional packages
shall be weighed. Accuracy of measuring devices shall be such that successive
quantities can be measured to within one percent of required amount. Measuring
devices shall be subject to verification. Do not exceed rated capacity of mixer. Time
of mixing after cement and aggregates are in the mixer drum shall not be less than
one minute for one cubic yard or less and increased 15 seconds for each additional
cubic yard or fraction thereof in capacity. The total required water shall be in the
drum before one-fourth of the mixing time has elapsed. Mixer drum shall rotate at a
peripheral speed of about 200 feet per minute throughout the mixing period.
Discharge entire contents of mixer drum before recharging. Provide necessary
equipment and establish accurate procedures subject to Engineer's approval for
determining the quantity of free moisture in the aggregates. Moisture determination
shall be made at intervals as directed by Engineer. The retempering of concrete
which has partially hardened, i.e., mixing with or without additional cement,
aggregate, or water, will not be permitted.
3.04 READY -MIXED CONCRETE
A. Ready -mixed concrete plant shall be properly equipped for the accurate
proportioning and proper mixing and delivery of the concrete, including the proper
water measurements and controls, as specified above. Plant shall have sufficient
capacity and transportation equipment to deliver the concrete at the required rate.
Plant shall be subject to inspection and approval of the Engineer.
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B. Mix and handle ready -mixed concrete in accordance with ASTM C-94.
3.05 CONVEYING
A. Convey concrete from mixer to its final position as rapidly as practicable by approved
methods which will not cause segregation or loss of ingredients. Deposit concrete as
nearly as practicable in its final position to avoid rehandling. Free vertical drop of
concrete shall not exceed 3 feet. Chuting will be permitted only where the concrete is
deposited into a hopper before it is placed in the forms. Clean conveying equipment
before each run. Deposit concrete as soon as practicable after the forms have been
coated and the reinforcement placed. Place concrete before the initial set and not
later than 30 minutes after mixing or agitating. Concrete which has segregated in
conveying shall not be used.
3.06 PLACING
A. Place concrete in accordance with ACI 301, Chapter 8.
B. Accomplish compaction by use of a mechanical vibrator having a frequency of not
less than 8000 cps. Vibration shall not be used to flow concrete horizontally more
than 2 feet.
3.07 PLACEMENT IN EXTREME WEATHER
A. Placing Concrete in Cold Weather: Do not place concrete when the atmospheric
temperature is below 40 degrees F, or when the concrete is likely to be subjected to
freezing temperatures within 24 hours after placement. Heat concrete as necessary
to maintain a concrete temperature of between 60 and 80 degrees F when placed.
Remove frozen material from aggregates before placing in the mixer.
B. Placing Concrete in Hot Weather: When the outdoor ambient temperature is over 90
degrees F or as directed by the Engineer, provide methods so the temperature of the
concrete as placed shall not exceed 90 degrees F. Shade concrete after placing and
start curing as soon as the surface of the fresh concrete is sufficiently hard to permit
it without damage. Unless specified otherwise, the control of hot weather concreting
and the methods employed to control the temperature of the material both during
placing and curing operation shall be in accordance with ACI 305R, Hot Weather
Concreting.
3.08 CURING AND PROTECTION
A. General: Protect concrete, including areas to be given a special finish, from damage
by the sun, rain, flowing water, frost, and mechanical injury. Do not allow concrete to
dry out for a minimum of seven days from the time it is placed. Provide water curing
by keeping the surface of the concrete continuously wet by covering with water, with
an approved water saturated covering, or by spraying. Water used for curing shall be
fresh water. Where water curing is not used, provide curing by sealing the water in
the concrete so that it cannot evaporate. This may be done by leaving the forms in
place, covering with a waterproof curing paper laid with airtight joints, use of a curing
compound, or by other approved means.
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B. Apply curing compound immediately after final finishing.
C. Keep wood forms sufficiently damp to prevent drying out of the concrete.
D. Portions of the time during which either moisture or warmth is lacking shall not be
counted effective for curing. When concrete is placed in cold weather, make
provisions for maintaining the temperature of the air in contact with the concrete at
not less than 50 degrees F for a period of not less than 7 days after placing, or at not
less than 70 degrees F for a period of not less than 3 days after placing. Heating of
the concrete in place shall be affected by salamanders or steam coils under canvas
covers or by other approved means. Temperature within enclosures shall not exceed
100 degrees F, and apply adequate moisture during the heating period to prevent
concrete from drying out. Rate of cooling after the protection period shall be
approximately 1 degree F per hour for the first 23 hours and 2 degrees F per hour
thereafter.
3.09 REMOVAL OF FORMS AND PROTECTION
A. General: Remove forms in a manner which will not damage the concrete. Do not
remove forms for the following minimum times:
Days after Placing
1.
Side forms
on walls
48 hours provided patching and finishing may be completed
in 8 hours and the work immediately recovered with
approved curing media.
B. Special Requirements for High -Early Strength Concrete: The curing periods,
minimum periods during which supporting forms and shores shall be left in place,
and minimum periods for maintaining curing temperatures shall be not less than one -
quarter of those specified for concrete using Type 1 cement, but in no case less than
24 hours.
3.10 CONSTRUCTION JOINTS
A. General: Provide construction joints where indicated on the Drawings or as otherwise
approved.
B. Prepare construction joint surfaces for placement of concrete by cleaning with
compressed air and water. Remove stains and foreign material from the surface and
coat with a bonding compound. Place new concrete after bonding compound has
dried.
3.11 FINISHING CONCRETE
A. General: As soon as forms are removed, patch defective areas and fill tie holes with
cement mortar of the same composition as that used in the concrete. Cut out
defective areas to solid concrete but to a depth of not less than 1 inch. Edges of the
cut shall be perpendicular to the surface of the concrete. Area to be patched and at
least 6 inches adjacent thereto shall be dampened and apply bonding compound.
Place patching mortar after bonding compound has dried. Mix mortar approximately
one-half hour before placing and remix occasionally during this period with trowel
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without the addition of water. Compact mix into place and screed slightly higher than
the surrounding surface. Finish patches on exposed surfaces to match the adjoining
surfaces after they have set for a period of an hour or more. Cure patches as
specified for concrete. Wet tie holes with water and fill solid with mortar. Fill holes
extending through the concrete by means of a plunger type gun or other suitable
device from the exposed face. Wipe excess mortar off the exposed face with a cloth.
Protect finish surfaces from stains and abrasions.
B. Surface Finishes: Exposed concrete surfaces, shall receive the following finish:
1. As soon as the pointing and patching has set sufficiently to permit it,
thoroughly wet surface with a brush and rub with a No. 16 carborundum stone
or other equally good abrasive, bringing the surface to a paste. Continue
rubbing sufficiently to remove form marks and projections, producing a smooth
dense surface without pits or irregularities.
2. Carefully spread or brush material, which in the above process has been
ground to a paste, uniformly over the entire surface and allowed to reset. After
the rubbing is complete, thoroughly drench and keep surface wet for a period
of 7 days, unless otherwise directed. Obtain final finish by a thorough rubbing
with a No. 30 carborundum stone or other equally good abrasive. Continue
rubbing until entire surface is a smooth texture and uniform in color.
3. Adjoining or adjacent work which has been disfigured by the above specified
work shall be thoroughly cleaned by approved methods so that the complete
unit presents the same appearance.
3.12 FORMS
A. General: Form concrete unless specified or directed otherwise. Set forms true to line
and grade within the allowable tolerances specified for finishes and shall be mortar -
tight. Arrange bolts and rods used for internal ties so that when forms are removed,
metal will have the minimum specified cover.
B. Do not use wire ties where the concrete surface will be exposed to weathering and
where discoloration will be objectionable. Provide form work with adequate clean -out
openings to permit inspection and easy cleaning after reinforcement has been
placed. In walls, and similar members of small dimensions, the height of forms for
each vertical lift shall not exceed 6 feet unless suitable openings are provided at not
more than 6 foot vertical intervals to permit proper placing of the concrete. Where
forms for continuous surfaces are placed in successive units, fit forms over the
completed surface so as to obtain accurate alignment of the surface and to prevent
leakage of mortar. Install panel forms to provide tight joints between panels. Install
forms so they can be removed without damaging the concrete. Chamfer exposed
joints, edges, and external corners. When placing concrete in excavations, forms
shall be not less than 3 inches outside the concrete lines indicated.
C. Coating: Before placing the concrete, coat contact surfaces of forms with a non-
staining mineral oil or two coats of nitrocellulose lacquer, except for unexposed
surfaces when the temperature is above 40 degrees F sheathing may be wetted
thoroughly with clean water. Remove excess oil by wiping with cloths. Clean contact
surfaces of forms for reuse.
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3.13 REINFORCING STEEL
A. General: Provide reinforcement bars, stirrups, hanger bars, wire fabric, and other
reinforcing materials as indicated on the Drawings or required by the specifications
together with necessary wire ties, chairs, spacers, supports, and other devices to
properly install and secure the reinforcing. Reinforcement shall be free from foreign
substances. Reinforcement which has bands not shown on the project drawings or
on approved shop drawings or which is reduced in section by rusting shall not be
used.
B. Fabricate bar mats from bars conforming to specifications for reinforcement bars and
intersections shall be fastened securely by approved mechanical ties.
C. Placing: Place reinforcement accurately and thoroughly secure. Support with
concrete or metal chairs, spacers, or metal hangers. Metal chairs, clips, or supports,
the ends of which will be exposed on the concrete surface, will be permitted only
where the surface will not be exposed to weathering and where discoloration will not
be objectionable; elsewhere concrete or other approved non -corrodible material or
other approved means shall be used for support.
D. Splicing: Where splices in addition to those shown on the project Drawings are
necessary, lap bars as scheduled below (U.N.O.).
BAR SIZE LAP, INCHES BAR SIZE LAP, INCHES
#3 16 (18) #7 33 (42)
#4 19 (24) #8 39 (51)
#5 23 (30) #9 69 (90)
#6 28 (36) #10 88 (114)
Figures in parentheses are for top bars (horizontal reinforcement placed such that
more than twelve inches of fresh concrete is cast in the member below the
reinforcement). Other figures are for all other bars.
Stagger splices in alternate bars. Splices shall be in accordance with ACI 318 and
ACI 301.
E. Protection of Reinforcement: Reinforcement of footings and other principal structural
members in which the concrete is deposited on the ground shall have not less than 3
inches of concrete between the reinforcement and the ground contact surface. If
concrete surfaces after removal of the forms are to be exposed to the weather or
water or be in contact with the ground, the reinforcement shall be protected with not
less than 2 inches of concrete for bars greater than 5/8-inch in diameter and 1-1/2
inches for bars 5/8-inch or less in diameter. Measure protective cover from the
outside edge of the steel.
F Concrete protective covering for reinforcement of surfaces not exposed directly to
the ground, water, or weather shall be not less than 3/4 inch for slabs and walls and
not less than 1-1/2 inch for beams, girders, and columns.
G. Do not use heat to field bend bars.
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H. When required and approved in writing by the Engineer, welding of reinforcing shall
conform to "Recommended Practice for Welding Reinforcing Steel, Metal Inserts and
Connections in Reinforced Concrete Construction (ANS D12.1)". No tack welding will
be permitted.
3.15 TESTING
A. Field Poured Specimens:
1. Provide one set of specimens for compressive strength tests for each 100
cubic yards, or fraction thereof, of each class of concrete, placed each day.
Not less than four specimens shall be made for each test. Specimens shall be
made and cured in accordance with ASTM C31. When in the opinion of the
Engineer there is a possibility of the air temperature falling below 40 degrees
F, additional specimens shall be taken and cured in the field under conditions
similar to those of the concrete in the structure. Test specimens in accordance
with ASTM C39.
a. The standard age of specimens at test shall be 28 days. Of the four
specimens made for each test, two shall be tested at 28 days for
acceptance and one shall be tested at 7 days for information. The fourth
specimen shall be a reserve.
b. The strength level of the concrete will be considered satisfactory so long
as the averages of all sets of three consecutive strength test results
(average of two cylinders tested at 28 days) equals or exceeds the
specified strength fc and no individual strength test result falls below
the specified strength fc by more than 500 psi. When the test results do
not conform to these requirements, the Engineer shall have the right to
require changes in the mix design and conditions of temperature and
moisture necessary to secure the required strength.
c. Tests shall be performed by an independent laboratory approved by the
Owner and Engineer.
d. Test reports shall be submitted to the owner and engineer.
B. Drilled Cores:
1. Where there is a question as to the quality of the concrete in the structure, the
Engineer may require additional testing in accordance with ASTM C42 for that
portion of the structure where the questionable concrete has been found. If the
results of these additional tests meet the requirements of the specifications,
the Owner shall pay for the costs of the tests. If the results of the additional
tests fail to meet the requirements of the specifications, the Contractor shall
pay for the tests. Concrete failing to meet the specifications shall be removed
and replaced at no additional cost to the Owner.
C. Air Entrainment shall be as specified. Test air content in accordance with AASHTO
T152, T121, or T156. Test shall be at the frequency required by the Engineer.
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D. Test slump plus or minus 1 inch as determined by AASHTO T119. Make test from
each delivery before placing concrete. Slump tests shall be made in the presence of
the Engineer's representative. Concrete not meeting the slump standards specified
shall be modified, if possible, to meet the standards or shall be rejected by the
Engineer's representative and removed from the project.
END OF SECTION
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