19991340 Ver 1_Complete File_20011024

I TECHNICAL SPECIFICATIONS TABLE OF CONTENTS
' TITLE PAGE
TABLE OF CONTENTS
SECTION 1 - GENERAL REQUIREMENTS . . . . . .
' 1.1 SECTION INCLUDES . .
1.2 SUMMARY OF WORK .
1.3 MEASUREMENT AND PAYMENT .
SECTION
2.1 2 - TEMPORARY FACILITIES
SECTION INCLUDES
2.2 MEASUREMENT AND PAYMENT .
2.3 TEMPORARY SANITARY FACILITIES . . .
2.4 BARRIERS . . . . . . . . . . . . .
2.5 TRAFFIC CONTROL
' 2.6 STAGING AREA
2.7 COORDINATION WITH OWNER AND OTHER
C ONTRACTORS . . . . . . . . . . . . .
2.8 PROTECTION OF EXISTING FACILITIES,
' S TRUCTURES AND SERVICES
2.9 PROTECTION OF INSTALLED WORK . . .
2.10 TEMPORARY ACCESS . . . . . . . . .
2.11 PROGRESS CLEANING AND WASTE REMOVAL
2.12 EROSION CONTROL . .
2.13 FINAL CLEANING . . . . . . . . . .
SECTION 3 - QUALITY CONTROL . . . . . .
3.1 SECTION INCLUDES
3.2 MEASUREMENT AND PAYMENT . . . . . .
3.3 REFERENCES
' 3.4 PLANTING OBSERVATION
3.5 CONSTRUCTION OBSERVATION
3.6 SOIL TESTING . . . . . . . . . . .
3.7 CONCRETE TESTING . . . . . . . . .
' 3.8 NOTICE REQUIRED FOR TESTING . . .
SECTION 4 - SITE PREPARATION . . . . . . . .
4.1 SECTION INCLUDES . . . . . . . . .
4.2 MEASUREMENT AND PAYMENT . . . . .
' 4.3 UTILITY LOCATION AND PROTECTION .
4.4 SEDIMENTATION AND EROSION CONTROL .
4.5 CLEARING, GRUBBING, AND STRIPPING .
' 4.6 DEWATERING . . . . . . . . . . . .
SECTION 5 - EXCAVATION . . . . . . . . . . .
5.1 SECTION INCLUDES . . . . . . . . .
' 5.2
5.3 MEASUREMENT AND PAYMENT
REFERENCES
5.4 PREPARATION .
5.5 EXCAVATING . . . . . . . . . . . .
' 1.6
5.7 PLANTING PREPARATION
TOLERANCES

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SECTION 6 - FILLING, BACKFILLING AND COMPACTION
. 6
6.1 SECTION INCLUDES . . . . 6
6.2 MEASUREMENT AND PAYMENT
. . . . . 6
6.3 REFERENCES . . . . . . . . . . . . 6
6.4 FILL MATERIALS . . . . . . . . . . 6
6.5 PREPARATION . . . . . . . . . . . . 6
6.6 BACKFILLING, FILLING, AND SURFACE
P REPARATION . . . . . . . . . . . . . 6
6.7 COMPACTION AND QUALITY CONTROL . . 7
6.8 PROTECTION OF FINISHED WORK . . . . 8
6.9 TOLERANCES 8
SECTION 7 - CONCRETE CONSTRUCTION . . . . . . 8
7.1 SECTION INCLUDES . . . . . . . . . 8
7.2 MEASUREMENT AND PAYMENT 8
7.3 REFERENCES . . . . . . . . . . . . 8
7.4 QUALIFICATIONS . . . . . . . . . . 8

7.5 MATERIALS . . . . . . . . . . . . . 9
7.6 FORMS . . . . . . . . . . . . . . . 11
7.7 REINFORCEMENT . . . . . . . . . . . 11
7.8 CONCRETE MIX . . . . . . . . . . . 12
7.9 PLACING CONCRETE . . . . . . . . . 12
7.10 GROUTING . . . . . . . . . . . . . 13
7.11 CONCRETE TESTING . . . . . . . . . 13
7.12 FINISHING . . . . . . . . . . . . . 13
7.13 CONCRETE JOINTS . . . . . . . . . . 13
7.14 REMOVING FORMS . . . . . . . . . . 14
7.15 REPAIR OF CONCRETE . . . . . . . . 14
7.16 PROTECTION FROM COLD WEATHER . . . 14
7.17 CURING . . . . . . . . . . . . . . 15
7.18 CONTRACTOR WARRANTY . . . . . . . . 15
7.19 SUBMITTALS . . . . . . . . . . . . 15
SECTION 8 - OUTLET CONTROL STRUCTURE . . . . 16
8.1 SECTION INCLUDES . . . . . . . . . 16
8.2 MEASUREMENT AND PAYMENT . . . . . . 16
8.3 REFERENCES . . . . . . . . . . . . 16
8.4 MATERIALS . . . . . . . . . . . . . 17
8.5 CAST-IN-PLACE CONCRETE RISER . . . 19
8.6 OUTLET BARREL & CULVERT PIPE . . . 19
8.7 INTERNAL FLOW CONTROL DEVICE AND TRASH
R ACKS . . . . . . . . . . . . . . . . 20
8.8 EXTERNAL FLOW CONTROL DEVICE . . . 21
8.9 OUTLET HEADWALL . . . . . . . . . . 21
8.10 OUTLET PROTECTION APRON . . . . . . 21
8.11 SEEPAGE PROTECTION DIAPHRAGM . . . 21
8.12 CONTRACTOR WARRANTY . . . . . . . . 22
8.13 SUBMITTALS . . . . . . . . . . . . 22
SECTION 9 - SEDIMENT AND EROSION CONTROL
MEASURES . . . . . . . . . . . . . . . . 22
9.1 SECTION INCLUDES . . . . . . . . . 22
9.2 MEASUREMENT AND PAYMENT . . . . . . 22
9.3 REFERENCES . . . . . . . . . . . . 22
9.4 GENERAL . . . . . . . . . . . . . . 23
9.5 MATERIALS . . . . . . . . . . . . . 23
9.6 MANHOLES . . . . . . . . . . . . . 25
9.7 PLASTIC DRAINAGE PIPE . . . . . . . 25
9.8 OUTLET PROTECTION APRONS . . . . . 26
9.9 LEVEL SPREADERS . . . . . . . . . . 27
9.10 SEDIMENT FOREBAYS . . . . . . . . . 27
9.11 ACCESS ROAD 27
9.12 CONTRACTOR WARRANTY . . . . . . . . 27
9.13 SUBMITTALS . . . . . . . . . . . . 28
SECTION 10 - EMERGENCY SPILLWAY . . . . . . . 28
10.1 SECTION INCLUDES . . . . . . . . . 28
10.2 MEASUREMENT AND PAYMENT . . . . 28
10.3 REFERENCES . . . . . . . . . . . . 28
10.4 GENERAL . . . . . . . . . . . . . . 28
10.5 MATERIALS . . . . . . . . . . . . . 29
10.6 SUBGRADE PREPARATION . . . . 29
10.7 INSTALLATION OF WOVEN FILTER FABRIC
29
10.8 INSTALLATION OF ARTICULATED CONCRETE
BLOCKS . . . . . . . . . . . . . . 30
10.9 FINISHING 30
10.10 CONTRACTOR WARRANTY . . . . . . . . 30
10.11 SUBMITTALS . . . . . . . . . . . . 30
SECTION 11 - EMBANKMENT BLANKET DRAIN . . . . 31
11.1 SECTION INCLUDES . . . . . . . . . 31
11.2 MEASUREMENT AND PAYMENT . . . . . . 31
11.3 REFERENCES . . . . . . . . . . . . 31
11.4 GENERAL . . . . . . . . . . . . . . 31
11.5 MATERIALS . . . . . . . . . . . . . 31
11.6 EXECUTION . . . . . . . . . . . . . 32
11.7 CONTRACTOR WARRANTY . . . . . . . . 32
11.8 SUBMITTALS . . . . . . . . . . . . 32
SECTION 12 - WETLAND PLANTING . . . . . . . . 33
12.1 SECTION INCLUDES . . . . . . . . . 33
12
2 MEASUREMENT AND
. PAYMENT . . . . . . 33
12.3 REFERENCES . . . . . . . . . . . . 33
12.4 GENERAL . . . . . . . . . . . . . . 33
12.5 CONTAINER GROWN PLANTS . . . . . . 33
12.6 BARE ROOT PLANTS . 33
12.7 PLANT STAKES AND CUTTINGS . . . 33
12.8 PLANT SUBSTITUTION . . . . . . . . 34
12.9 PLANTING PREPARATION . . . . . . . 34
' 12.10 FULL WETLAND FOREST PLANTING . 34
12.11 SUPPLEMENTAL WETLAND FOREST PLANT ING
. . . . . 34

' 12.12
12.13 EMERGENT MARSH PLANTING . . . . .
PLANTING PERIODS . . . . . . . . 34
34
12.14 .
REMOVAL OF NUISANCE VEGETATION .
. 34
12.15 WATER FOR PLANTINGS . . . . . . . . 35

? 12.16
ECTION 1 SUBMITTALS
3 - PERMANENT . 35
SEEDING . . . . . . . 35
13.1 SECTION INCLUDES . . . . . . . . . 35
13.2 MEASUREMENT AND PAYMENT . . . . . 35
' 13.3 REFERENCES . . . . . . . . . . . .
. 35
13.4 GENERAL . 35
13.5 SEEDBED PREPARATION . . . . . . . . 35
13.6 SEEDING . . . . . . . . . . . . . . 36
13.7 SEEDING DATES . . . . . . . . . . . 36
' 13.8 SOIL AMENDMENTS . 36
13.9 MULCH . . . . . . . . . . . . . . . 36
ECTION 14 - SITE MAINTENANCE . . . . . . . . 36
? 14.1 SECTION INCLUDES . 36
14.2 MEASUREMENT AND PAYMENT . . . . . . 36
14.3 EXECUTION . . . . . . . . . . . . . 36
?ECTION 15 - TEMPORARY SEDIMENT 6 EROSION
CONTROL MEASURES . . . . . . . . . . . . 37
15.1 SECTION INCLUDES . . . . . . . . . 37
' 15.2
15.3 MEASUREMENT AND PAYMENT . . . . .
REFERENCES . 37
37
15.4 MATERIALS . . . . . . . . . . . . .
. 37
15.5 SILT FENCE . . . . . . . . . . . . 37
15.6 TEMPORARY SEEDING . . . . . . . . . 37

F?ll

SECTION 1 - GENERAL REQUIREMENTS SECTION 2 - TEMPORARY FACILITIES

1

1.1 SECTION INCLUDES
General requirements and information related
to the work including, summary of work,
measurement and payment, and reference to
SPECIAL CONTRACT PROVISIONS.
1.2 SUMMARY OF WORK
The WEDDINGTON ROAD WETLAND MITIGATION project
consists of the construction of a low earthen
embankment with internal drainage, inlet and
outlet flow control devices, and wetland
planting. Refer to the contract Drawings and
to these Specifications for project details.
1.3 MEASUREMENT AND PAYMENT
All measurement and payment for services
performed shall be as indicated in the SPECIAL
CONTRACT PROVISIONS. As such, they are not
defined in these technical Specifications.
2.1 SECTION INCLUDES
Required temporary facilities including site
access, temporary sanitary facilities,
barriers, traffic control, construction
staging area, Contractor coordination,
protection of existing facilities and
installed work, erosion control measures, and
general site cleaning.
2.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
2.3 TEMPORARY SANITARY FACILITIES
Provide and maintain required sanitary
facilities and enclosures. No permanent
sanitary facilities exist at the project site.
2.4 BARRIERS
Provide barriers to prevent unauthorized entry
END OF SECTION to construction areas, to allow for Owner and
Engineer access to site, and to protect
existing structures and adjacent properties
from damage due to construction operations.
2.5 TRAFFIC CONTROL
Provide traffic control as required to protect
the public safety. Conform to all
requirements of State, County, City, or local
laws and requirements for traffic control.
Conformance with contract documents does not
relieve the Contractor from responsibility for
public safety. Weddington Road and Gateway
Court are not currently open for public use,
however access is not currently restricted.
Construction operations are currently underway
on adjoining sites.
Project 97055-2 Page I
2.6 STAGING AREA
The Owner will designate an area for staging
of Contractor's equipment and construction
materials for the duration of construction.
This area shall be maintained so as to provide
a sightly appearance and a safe working
environment. No other area shall be used for
this purpose without the approval of the
Owner.
Storage of oil or fuel shall be confined to
the construction staging area. Refueling of
all vehicles and equipment shall occur only in
the staging area. Refueling of non-mobile
equipment located outside of the staging area
will be allowed with Owner approval. No
refueling shall occur within fifty feet of the
existing stream channel or the Rocky River.
The Contractor shall take appropriate measures
to ensure safe fueling procedures are
followed.
Contractor shall provide appropriate spill
prevention measures. The Contractor shall
Technical Specifications
' (c September 1999 Eddy Engineering, P.C. All rights reserved.

provide a spill containment plan for both the
staging area and the construction area. The
plan shall include prevention, containment,
and control of fuel or oil spillage from
equipment storage, refueling, maintenance, and
operation on site. The plan shall address
both mobile and non-mobile equipment used
during construction. Emergency spill cleanup
equipment for oil and fuel spills shall be
stored on site. The Contractor shall notify
the Owner, and all applicable agencies within
24 hours of any spill.
2.7 COORDINATION WITH OWNER AND OTHER
CONTRACTORS
Perform coordination with Owner and schedule
work to ensure limited disruption of daily
operations at adjoining construction sites,
and any other contractors on-site. Obtain
approval from Owner prior to the disruption of
any access to site utilities, structures, or
locations. Obtain Owner approval for the
disruption of any utility services without
regard to duration. Provide continuous
representation/point of contact for Owner
during all site activities. Coordinate for
access to construction site to reduce the
potential for disruption and lack of
productivity of other contractors on adjoining
sites and other contractors on-site. Access
to construction site shall be limited to the
entrance designated on the plans or designate
by the Owner. Only access points approved by
the Owner shall be used during construction.
2.8 PROTECTION OF EXISTING FACILITIES,
STRUCTURES AND SERVICES
The project vicinity to include existing
access routes will continue to be used for
daily operations by Owner and other
contractors throughout the duration of
construction. The Contractor shall protect
existing facilities, structures, and services
throughout the duration of construction and
provide special protection where specified in
individual specification sections. Provide
temporary and removable protection for
existing structures and service. Control
activity in immediate vicinity of facilities,
structures, and services to prevent damage.
Any facility, structure, or services disturbed
or damaged, either intentionally or
unintentionally, shall be removed and
reinstalled or repaired to the Owner's
satisfaction. Repairs to or replacement of
facilities, structures, or services shall be
performed at the expense of the Contractor.
Repairs and/or replacement shall occur without
additional cost to the Owner.
2.9 PROTECTION OF INSTALLED WORK
Protect installed work and provide special
protection where specified in individual
specification SECTIONS. Provide temporary and
removable protection for installed work and
products. Control activity in immediate work
area to prevent damage. Any installed work
disturbed or damaged, shall be removed and
reinstalled or repaired to the Engineer's
satisfaction. Repairs to or replacement of
installed work shall be performed at the
expense of the Contractor. Repairs and
replacement shall occur without additional
cost to the Owner.
2.10 TEMPORARY ACCESS
Contractor shall provide and maintain a gravel
access road to Gateway Court from approximate
station 15+00 on new embankment centerline.
Contractor shall grade temporary access to an
alignment and grade that will avoid existing
utilities, remain on property controlled by
the Owner, and be passable by passenger
vehicles and tandem axle dump trucks.
Alignment and grade shall be subject to
approval or rejection by the Engineer. Owner
may elect to leave access in place or require
it to be removed.
2.11 PROGRESS CLEANING AND WASTE REMOVAL
Maintain areas free of waste materials,
debris, and rubbish. Maintain site in a clean
and orderly condition. Collect and remove
waste materials, debris, and rubbish from site
daily and dispose off site. Remove temporary
utilities, equipment, facilities, and
materials prior to Final Application for
Payment inspection. Restore existing
facilities used during construction to
original condition.
2.12 EROSION CONTROL
Contractor shall be responsible for preventing
erosion on the site and sedimentation off the
site. Methods shall be employed as
recommended in the North Carolina Erosion and
Sediment Control Planning and Design Manual,
latest edition.
2.13 FINAL CLEANING
Execute final cleaning prior to final project
assessment. Clean site and all installed
work. Remove waste and surplus construction
materials, rubbish, and construction
facilities from the site.
END OF SECTION
Project 97055-2

3J September 1999 Eddy Engineering, P.C. All rights reserved.
Page 2
Technical Specifications
f]

SECTION 3 - QUALITY CONTROL
3.1 SECTION INCLUDES
Observation of construction, wetland forest
planting (both full and supplemental), and
emergent marsh planting. Independent testing
laboratory soil and concrete testing and
reporting.
3.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS. Unless
indicated otherwise, the Owner will arrange
and pay for initial planting observation,
soils testing, and concrete testing for
quality assurance. Re-observation testing
required because of non-conformance to plans
or Specifications shall be charged against any
money owed to Contractor. Contractor is
encouraged to perform quality control checks
and testing at Contractor's expense to reduce
the possibility of rejected work.
3.3 REFERENCES
For products or workmanship specified by
association, trade, or other consensus, comply
with requirements of the standard, except when
more rigid requirements are specified or are
required by applicable codes.
Conform to reference standard by date of issue
on date of Contract Documents, except where a
specific date is established by code.
1 SECTION 6 (Filling, Backfilling, and
Compaction) of these Specifications
SECTION 7 (Concrete Construction) of these
Specifications
' SECTION 12 (Wetland Planting) of these
Specifications
' When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
' 3.4 PLANTING OBSERVATION

The Owner will arrange and pay for an
independent wetland consultant to observe
wetland stream bank planting as required in
these Specifications. Reports will be
submitted concurrently to the Engineer, Owner,
and Contractor, indicating observations
indicating compliance or non-compliance with
Contract Documents.
Observation of planting operations does not
relieve Contractor of obligation to perform
Work to contract requirements. The Contractor
shall allow observation personnel access to
materials (see wetland plantings specified in
SECTION 12), and the construction site as
required.
Observer shall not have the authority to alter
planting or other parts of the work. Changes
may only be made by written change order
approved by the Owner.
3.5 CONSTRUCTION OBSERVATION
The Owner will arrange and pay for an
independent party to observe construction
operations as required in these
Specifications. Reports (either verbal or
written) shall be submitted concurrently to
the Engineer, Owner, and Contractor,
indicating observations indicating compliance
or non-compliance with Contract Documents.
Observation of construction operations does
not relieve Contractor of obligation to
perform Work to contract requirements. The
Contractor shall allow observation personnel
access to materials, and the construction site
as required.
3.6 SOIL TESTING
The Owner will arrange and pay for independent
soil laboratory testing as required in these
Specifications. Reports will be submitted
concurrently to the Engineer, Owner, and
Contractor, indicating observations and
results of tests and indicating compliance or
non-compliance with Contract Documents.
Testing or inspecting does not relieve
Contractor of obligation to perform Work to
contract requirements. The Contractor shall
allow testing personnel access to materials
and the construction site as required.
3.7 CONCRETE TESTING
The Owner will arrange and pay for slump, air
entrainment, and laboratory compressive
strength testing as required in these
Specifications. Results of slump and
compressive strength tests will be documented
and will be submitted concurrently to the
Engineer, Owner, and Contractor, indicating
observations and results of tests and
indicating compliance or non-compliance with
Contract Documents.
Concrete testing shall be performed in
accordance with these Specifications as
described in SECTION 7.11 (Concrete Testing).
Testing or inspecting does not relieve
Contractor of obligation to perform Work to
contract requirements.
3.8 NOTICE REQUIRED FOR TESTING
Contractor shall provide owner at least 24
hours notice for any work requiring concrete
testing, soil testing, or planting
observation.
END OF SECTION
1 Project 97055-2
Page 3
Technical Specifications
1 !0 September 1999 Eddy Engineering, P.C. All rights reserved.

SECTION 4 - SITE PREPARATION
4.1 SECTION INCLUDES
Site preparation shall consist of utility
location and protection, clearing, grubbing
and stripping of the work area, and
construction of any required temporary
construction access routes.
4.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
4.3 UTILITY LOCATION AND PROTECTION
The Contractor shall locate all existing
utilities and mark for identification.
Contractor shall provide means for protecting
utilities from any damage during site work.
Repair of damaged utilities shall be at
Contractor's expense. Coordination should be
made with Owner to locate and mark site
specific utilities. NC ONE CALL (1-800-632-
4949)
4.4 SEDIMENTATION AND EROSION CONTROL
Contractor shall be responsible for preventing
erosion on the site and sedimentation off the
site. Methods shall be employed as
recommended in the North Carolina Erosion and
Sediment Control Planning and Design Manual,
latest edition.
The Contractor shall control sedimentation
' runoff with methods approved by the Engineer
during the course of construction of this
Project.

Due to the magnitude of the clearing and
grubbing associated with this Project, an
Erosion Control Plan will be required.
Temporary sediment and erosion measures are
discussed in Section 15. The Contractor shall
conform to all the rules, regulations, laws,
and ordinances of the State of North Carolina,
and of all other authorities having
jurisdiction.
4.5 CLEARING, GRUBBING, AND STRIPPING
Conform to applicable code for environmental
requirements, disposal of debris, and erosion
and sedimentation control as described above.
Coordinate clearing work with utility owners
and operators as described above. Establish a
schedule for daily removal of debris from the
site. Debris may not be stockpiled on site.
Clear areas required for access to site and
execution of Work. Remove trees, stumps,
other wood, metal, or rubble debris within
work areas. Remove stumps, main root ball,
and all roots with a diameter greater than 2
inches. Leave area in a clean and neat
condition. Grade site surface daily to
control the direction of channelized flow and
prevent free standing surface water.
In areas where stream restoration will be
implemented, the existing top six inches of
soil should be removed and stored prior to
excavation, construction, or reconstruction
efforts.
4.6 DEWATERING
Comply with all rules, regulations, laws, and
ordinances of the State of North Carolina, and
of all other authorities having jurisdiction.
Provide without additional cost to the Owner
all labor, materials, equipment, and services
necessary to make the Work comply with such
requirements. Install all barriers, erosion
and sedimentation control, silt fences,
turbidity curtains, and other measures as
required to prevent off-site sedimentation.
Grade and ditch the site or provide sumps and
pumps as necessary to direct surface runoff
away from open excavations and subgrade
surfaces. Provide and maintain temporary
trenches, drain pipes, sumps, and other
equipment to keep all excavations dry.
Collect and remove all groundwater seepage,
surface runoff, and wastewater from
construction activities. All water pumped or
drained from the Work shall be disposed of in
a manner that will not result in undue
interference with other work or damage to
adjacent properties, other surfaces,
structures, and utilities.
Suitable temporary pipes, flumes, or channels
shall be provided for water that may flow
along or across the site of the Work. All
water due to the dewatering operation shall be
legally disposed of in accordance with all
applicable state and federal regulations and
other applicable regulations.
Under no circumstances place fill in
excavations containing standing water without
approval of the Engineer.
END OF SECTION
Project 97055-2 Page 4 Technical Specifications
O September 1999 Eddy Engineering, P.C. All rights reserved.

L ? I

SECTION 5 - EXCAVATION
5.1 SECTION INCLUDES
Provide all necessary equipment and labor to
excavate for construction of wetland
embankment, appurtenances, and other site work
as shown on the Drawings without damage or
interruption of utility service.
5.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
5.3 REFERENCES
Occupational Safety and Health Administration
- Construction Standards for Excavations, 29
CFR Part 1926.650-.652.
When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
5.4 PREPARATION
Locate, identify, and protect utilities that
remain from damage as described in SECTION
4.3. Notify utility companies and coordinate
for and/or install protection of utilities.
5.5 EXCAVATING
Protect all utilities and structures that may
be damaged by excavating work.
In areas where wetland embankment will be
constructed, the existing top six inches of
soil (or greater if deemed of sufficient
quality by the Engineer) shall be removed and
stored prior to construction. Excavate
subsoil to accommodate construction of wetland
embankment keyway, embankment, appurtenances,
and other site work as shown on the Drawings.
In areas where new wetlands will be
constructed, the existing top six inches of
soil (or greater if deemed of sufficient
quality by the Engineer) shall be removed and
stored prior to construction. These areas
shall be undercut 18" below the final grade
specified on the plans. These areas will be
backfilled to final grade with topsoil or
other suitable material (deemed of sufficient
quality by the Engineer) as described in
SECTION 6 (Filling, Backfilling and
Compaction).
Perform Work in accordance with Occupational
Safety and Health Administration (OSHA)-
Construction Standards for Excavations, 29 CFR
Part 1926.650-.652. Provide trench and
excavation protection as required. Slope
banks with machine to stable slope or flatter
until shored. Grade top perimeter of
excavation to prevent surface water from
draining into excavation. Where required to
protect utilities, perform excavation by hand.
Remove cemented subsoil, boulders, and rock.
Cemented subsoil, boulders, and rock shall be
defined as materials which can not be readily
broken down to less than 1/4 cu. yd. solid
volume by concentrated effort of a track-
mounted excavator, equivalent to a Caterpillar
320, equipped with rock teeth. Notify
Engineer if subsurface conditions require
excavation of larger cemented subsoil,
boulders, and rock, and discontinue Work in
affected area until notified to resume work.
If cemented subsoil, boulders, or rock greater
than ?i cu. yd. solid volume is encountered
above required excavation, Engineer may direct
adjustment in construction elevations.
Adjustment of elevations shall not be a basis
for additional payment.
Correct areas over excavated in accordance
with SECTION 6 (Filling, Backfilling, and
Compaction). Stockpile suitable excavated
material on-site for re-use in backfill.
Stockpile location shall be subject to Owner
approval.
5.6 PLANTING PREPARATION
Redistribute stockpiled top soil, new top
soil, or a combination of the two along
constructed embankment and in other areas
where permanent seeding will be implemented as
described in SECTION 13 (Permanent Seeding) of
these Specifications.
In areas where new wetlands will be
constructed, remaining stored topsoil shall be
evenly distributed to a depth sufficient to
obtain the final grade as shown on the
Drawings.
All areas where topsoil is distributed shall
be disked or harrowed to ensure soil aeration
and to increase the surface roughness prior to
planting or seeding.
5.7 TOLERANCES
Top surface of fill, backfill, topsoil, and
concrete sand blanket drain (where
applicable): Plus or minus one inch from
required elevations.
Top surface of wetland embankment (where
applicable): Plus or minus one inch from
required elevations.
Top surface of emergency spillway (where
applicable): Plus or minus one inch from
required elevations.
Top surface of constructed wetland undercut
(where applicable): Plus or minus one inch
from required elevations.
END OF SECTION
Project 97055-2

Page 5
0 September 1999 Eddy Engineering, P.C. All rights reserved.
Technical Specifications

SECTION 6 - FILLING, BACKFILLING AND
COMPACTION
6.1 SECTION INCLUDES
Provide all necessary equipment and labor to
perform filling, backfilling and compaction
necessary for construction of wetland
embankment, appurtenances, and other site work
as shown on the Drawings without damage or
interruption of utility service.
Replacement of removed topsoil shall be as
described in SECTION 5.6 (Planting
Preparation) of these Specifications.
6.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
6.3 REFERENCES
ASTM D698 - Test Methods for Moisture-Density
Relations of Soils and Soil-Aggregate
Mixtures, Using 5.5 lb. Rammer and 12-inch
Drop
ASTM D1556 - Test Method for Density of Soil
in Place by the Sand-Cone Method
ASTM D2922 - Test Methods for Density of Soil
and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
ASTM D3017 - Test Methods for Water Content of
Soil and Rock in Place by Nuclear Methods
(Shallow Depth)
ASTM D2487 - Classification of Soils for
Engineering Purposes
' When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
' 6.4 FILL MATERIALS

Soil excavated during construction and
stockpiled may be re-used as fill provided
that it can be conditioned and compacted as
specified. Supplement or replace excavated
soils with ordinary fill as needed to complete
work. Ordinary fill shall be any soil
classified as SM or SC under ASTM D2487 with a
plasticity index of 4 or greater.
Suitable borrow material may be available
within the vicinity of the project site but
must be identified by a Geotechnical Engineer
The Contractor shall obtain results of a
Standard Proctor test, Atterberg Limits test,
and classification in accordance with ASTM
D2487, and submit to the Engineer for
approval.
If soil excavated during cut operations is not
re-used, it shall be removed from the site to
an appropriate disposal facility at no
additional charge to Owner. The Contractor
shall be responsible for the payment of all
fees associated with transportation and
disposal of unusable materials. Material
Specifications for construction of the
embankment blanket drain are discussed in
Section 11 (Embankment Blanket Drain).
6.5 PREPARATION
Compact subgrade to density requirements for
subsequent backfill materials. Cut out soft
areas of subgrade not capable of compaction in
place or deemed insufficient by the Engineer.
Backfill with material and compact to density
equal to or greater than requirements for
subsequent fill material. All sections
prepared for construction of the embankment
shall be subject to approval of the Engineer
prior to the placement of any fill for the
construction of the keyway or embankment.
Construction of the keyway shall be as shown
on the plans. The final size and dimensions
of the keyway shall be determined by the
Engineer at the time of construction.
6.6 BACKFILLING, FILLING, AND SURFACE
PREPARATION
Backfill areas to contours and elevations with
unfrozen materials. Do not backfill over
porous, frozen, or spongy subgrade surfaces.
Employ a placement method that does not
disturb or damage other work. Place backfill
and fill in loose level lifts not to exceed
six inches in thickness before compaction.
Make gradual grade changes. Blend slope into
level areas. Slope grade minimum 2 inches in
10 feet, unless noted otherwise.
Earth fill in dams, levees and other
structures designed to restrain the movement
of water shall be placed so as to meet the
following additional requirements:
1. The distribution of materials throughout
each zone shall be essentially uniform and
the fill shall be free from lenses,
pockets, streaks or layers of material
differing substantially in texture or
gradation from the surrounding materials.
2. Backfill areas to contours and elevations
with unfrozen materials. Do not backfill
over porous, frozen, or spongy subgrade
surfaces. Employ a placement method that
does not disturb or damage other work.
Place backfill and fill in loose level
lifts not to exceed six inches in thickness
before compaction. Make gradual grade
changes. Blend slope into level areas.
Slope grade minimum 2 inches in 10 feet,
unless noted otherwise.
3. If the surface of any layer becomes too
hard and smooth for proper bond with the
succeeding layer, it shall be scarified
parallel to the axis of the fill to a depth
Project 97055-2
Page 6
Technical Specifications
I 0 September 1999 Eddy Engineering, P.C. All rights reserved.
of not less than 2 inches before the next
layer is placed.
' 4. The top surfaces of embankments shall be
maintained approximately level during
construction, except that a crown or cross-
slope of not less than 2% shall be
maintained to insure effective drainage,
and except as otherwise specified for drain
fill zones. If the Drawings or
Specifications require, or the Engineer
directs, that fill be placed at a higher
level in one part of an embankment than
another, the top surface of each part shall
be maintained as specified above.
' S. Dam embankments shall be constructed in
continuous layers from abutment to abutment
except where openings to facilitate
' construction or to allow the passage of
stream flow during construction are
specifically authorized in the Contract.
6. Embankments built at different levels as
described under SECTION 6.6-4 or -5 above
shall be constructed so that the slope of
the bonding surfaces between embankment in
place and embankment to be placed is not
' steeper than 2 feet horizontal to 1 foot
vertical. In areas where existing
embankment is to be flattened, topsoil
shall be removed as described in SECTION
' 5.5 (Excavating). New embankment material
shall be benched into existing slope as
shown on the plans. Short bench levels
shall be formed to a slope of 2H:1V or
1 flatter, based on existing slope conditions
as determined by the Engineer at the time
of construction. Benching shall be
constructed in such a fashion as to inhibit
the formation of preferential planes of
slope failure. The bonding surface of the
embankment in place shall be stripped of
all loose material, and shall be scarified,
moistened and recompacted when the new fill
' is placed against it as needed to insure a
good bond with the new fill and to obtain
the specified moisture content and density
in the junction of the in-place and new
' fill. Any variation to this method of
tying new fill into the existing embankment
shall be determined in the field at time of
construction by the Engineer.

Any pipes installed in the embankment as
part of the outlet control structure shall
be installed and bedded as described in
SECTION 8 (Outlet Control Structure).
Earth fill in areas where new wetlands will be
constructed shall be placed so as to meet the
following additional requirements:
Stockpiled topsoil shall be evenly
distributed to a depth sufficient to obtain
the final grade as shown on the Drawings.
2. The distribution of materials throughout
each zone shall be essentially uniform and
the fill shall be free from material
differing substantially in texture or
gradation from the surrounding materials.
Backfill areas to contours and elevations
with unfrozen materials. Employ a
placement method that does not disturb or
damage other work. Place Backfill and fill
in loose level lifts not to exceed twelve
inches in thickness. Make gradual grade
changes. Blend slope into level areas.
Slope grade minimum 2 inches in 10 feet,
unless noted otherwise.
All areas where topsoil is distributed
shall be disked or harrowed to ensure soil
aeration and to increase the surface
roughness prior to planting or seeding.
6.7 COMPACTION AND QUALITY CONTROL
For construction of wetland embankment,
maintain moisture content of backfill and fill
to within two percent of the optimum moisture
content by ASTM D698 for the particular soil
being placed. Compact to greater than or
equal to 95 percent of the maximum dry density
by ASTM D698 for the particular soil being
placed. Lift thickness shall not exceed 6".
For backfill around concrete structures (both
precast and cast-in place), maintain moisture
content of backfill and fill to within two
percent of the optimum moisture content by
ASTM D698 for the particular soil being
placed. Compact to greater than or equal to
95 percent of the maximum dry density by ASTM
D698 for the particular soil being placed.
Lift thickness shall not exceed 6" and shall
be placed uniformly around the entire outside
edge of the structure so as not to create a
non-uniform soil load condition. For load
bearing cast-in-place structures, no
backfilling shall be permitted until the
concrete has reached one-hundred per cent
(1008) of its specified 28-day strength.
For construction of blanket drain within
embankment, place filter sand to grade and
thickness as shown on plans. Filter sand
shall be compacted to a relative density of
70% or greater. Lift thickness shall not
exceed 6".
For construction of new wetland areas, place
topsoil or other approved material to grade
and thickness as shown on plans. Topsoil
shall be compacted to a relative density of
85% or greater. Lift thickness shall not
exceed 12".
Independent testing laboratory (SECTION 3 -
Quality Control) shall monitor backfill and
fill placement. In-place density tests shall
be performed at least every two feet in
elevation within the fill or backfill and
within the top one foot of fill or backfill
where the higher density requirement applies.
If tests indicate backfill or fill material
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0 September 1999 Eddy Engineering, P.C. All rights reserved.

does not meet specified requirements, remove,
replace, and retest backfill or fill.
6.8 PROTECTION OF FINISHED WORK
Protect finished work. Reshape and re-compact
fills subjected to vehicular traffic or
damaged by erosion.
6.9 TOLERANCES
Top surface of fill, backfill, topsoil, and
filter sand blanket drain (where applicable):
Plus or minus one inch from required
elevations.
Top surface of wetland embankment (where
applicable): Plus or minus one inch from
required elevations.
Top surface of emergency spillway (where
applicable): Plus or minus one inch from
required elevations.
Top surface of constructed wetlands (where
applicable): Plus or minus one inch from
required elevations.
END OF SECTION
SECTION 7 - CONCRETE CONSTRUCTION
7.1 SECTION INCLUDES
This SECTION consists of the general
requirements for the construction of all
incidental concrete whether of precast or
cast-in-place construction.
7.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
7.3 REFERENCES
The following Specifications and methods form
a part of this specification:
ACI 301 - Specifications for Structural
Concrete for Buildings
ACI 304 - Recommended Practice for Measuring,
Mixing, Transporting, and Placing Concrete
ACI 305R - Hot Weather Concreting
ACI 306R - Cold Weather Concreting
1
1
' Project 97055-2

ACI 308 - Standard Practice for Curing
Concrete
ACI 318 - Building Code Requirements for
Reinforced Concrete
ACI 347 - Recommended Practice for Concrete
Formwork
ACI SP-66 - American Concrete Institute -
Detailing Manual
ASTM A82 - Cold Drawn Steel Wire for Concrete
Reinforcement
ASTM C94 - Ready-Mix Concrete
ASTM D412 - Vulcanized Rubber and
Thermoplastic Rubbers and Thermoplastic
Elastomers - Tension
ASTM D994 - Preformed Expansion Joint Filler
for Concrete (Bituminous Type)
CRSI - Concrete Reinforcing Steel Institute -
Manual of Standard Practice
PS 1 - Construction and Industrial Plywood
When the Specifications or Drawings differ
from the requirements of the above- referenced
documents, the more stringent requirements
shall apply.
7.4 QUALIFICATIONS
This qualifications provision is a condition
of the Contract, of the essence of the
Contract, and as such, shall be taken into
account by the Contractor.
C September 1999 Eddy Engineering, P.C. All rights reserved.
Page 8
Technical Specifications
' 1. Reinforcing Steel Fabricator: The
fabricator shall have not less than five
(5) years experience in the fabrication of
' reinforcing steel and shall have previously
fabricated not less than five (5) projects
similar in scope to this project.
a. It is the intent of the Drawings and
these Specifications that reinforcing
steel for this project be fabricated in
an established first-class fabricating
shop employing qualified personnel and
accurate methods and equipment. These
requirements are of the essence for the
expeditious completion of the
' structural concrete work with an
absolute minimum of replacement of
reinforcing steel resulting from shop
errors.
' b. When directed by the Engineer, the
fabricator shall submit a written
description of fabrication ability,
including facilities, personnel and a
list of similar completed projects.
2. Reinforcing Steel Erector:
a. The erector shall have not less than
three (3) years experience in the
erection of reinforcing steel and shall
have previously erected not less than
three (3) projects similar in scope to
this project.
b. When directed by the Engineer, the
erector shall submit a written
' description of reinforcing steel
erection ability, including equipment,
personnel and a list of similar
completed projects.
' 3. The Concrete Producer:
The concrete producer shall have not less than
' five (5) years experience in the production of
structural concrete and shall have previously
supplied concrete for not less than five (5)
projects similar in scope to this project.

Batch Plants shall comply with the
requirements of "Guide for Measuring,
Mixing, Transporting, and Placing
Concrete," ACI 304R-89, with sufficient
capacity to produce concrete of the
quality specified in quantities
required to meet the construction
schedule. All plant facilities are
subject to inspection by testing
laboratories employed by the Owner and
the acceptance of the Engineer.
b. All concrete mixers, stationary or
transit-mix, shall be conventional
rotating or turbine type and shall be
equipped with revolution counters in
proper working order.
All equipment shall conform to the
requirements of "Standard Specification
for Ready-Mixed Concrete," ASTM C 94-
90, unless otherwise modified by these
project Specifications.
4. Testing Agencies:
The Owner will retain and pay for the services
of an independent testing laboratory or
qualified technician working under the direct
supervision of the Engineer to ensure that the
concrete test cylinders are prepared in
accordance with ASTM standards.
Testing agencies employed for concrete
testing and inspection services shall
conform to the requirements of
"Standard Practice for Use in the
Evaluation of Testing and Inspection
Agencies as Used in Construction," ASTM
E 329-90. When requested by the
Engineer, each testing agency shall
provide satisfactory evidence to the
Engineer that an inspection of its
facilities within the previous 30
months was made by the Cement and
Concrete Reference Laboratory of the
National Bureau of Standards, or
acceptable equivalent agency, and that
any deficiencies mentioned in the
report of that inspection have been
corrected. Accreditation as a Class I
or II Laboratory by BACTL (Board of
Accreditation of Concrete Testing
Laboratories, Inc.) will suffice as
evidence of the laboratory meeting
these ASTM requirements.
Test reports shall be furnished to the
Engineer in triplicate immediately
following each day's testing.
7.5 MATERIALS
1. Reinforcing Bars:
Bars shall be rolled from new billet-
steel of domestic manufacture
conforming to "Standard Specification
for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement," ASTM
A 615-90, Grade 60. Reinforcement
shall be furnished, fabricated and
placed in conformity with the shape and
dimensions shown on the plans and as
specified.
b. Welded wire mesh shall conform to
"Standard Specifications for Welded
Steel Wire Fabrics for Concrete
Reinforcement," ASTM A-185. Wire mesh
steel shall be Grade 60 unless
indicated otherwise.
Deformed bars must be used. Bars
deformed by cold twisting or bars from
re-rolled stock will not be acceptable,
except by special permission of the
Project 97055-2
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Technical Specifications
C September 1999 Eddy Engineering, P.C. All rights reserved.
1

Engineer. The Contractor's Proposal
shall be based on reinforcement steel
as specified, not on steel from re-
rolled stock.
d. Unless otherwise noted on the Drawings,
all reinforcing bars shall be bent cold
in the shop to the required
configuration. No field bending or
heating of reinforcing bars will be
permitted.
e. No bars partially embedded in concrete
shall be field bent.
2. Metal Accessories:
Only metal accessories conforming to the
following shall be used for the support of the
reinforcing bars:
a. High chairs with sand plates (HCP)
shall be used to support reinforcing
steel in footings and other members in
contact with the earth. Wire shall not
be less than #4 and plate shall not be
less than 20 gauge. HCP shall be
constructed with one, approximately
square, sand plate.
b. CRSI "Class 2 - Type B - Stainless
Steel Protected Bar Supports" shall be
provided to support all reinforcing
steel in members to be left permanently
exposed to view. Such supports shall
be constructed of stainless steel
containing not less than 16% chromium.
c. CRSI "Class 3 - Bright Basic Bar
Supports" shall be provided to support
reinforcing steel for all other
concrete members.
3. Ready-Mix Concrete:
In case ready-mixed concrete is used, it shall
conform to ASTM C 94. Batch Plants shall
comply with the requirements of "Guide for
Measuring, Mixing, Transporting, and Placing
Concrete," ACI 304R-89, with sufficient
capacity to produce concrete of the quality
specified in quantities required to meet the
construction schedule. All plant facilities
are subject to inspection by testing
laboratories employed by the Owner and the
acceptance of the Engineer. All equipment
shall conform to the requirements of "Standard
Specification of Ready-Mixed Concrete," ASTM C
94-90, unless otherwise modified by these
project Specifications. The Contractor shall
submit Aggregate Tests and a Concrete Mix
Design for approval by the Engineer.
Concrete shall be furnished, and placed in
conformity with the shape, dimensions and
consistency shown on the plans and as
specified. Cement, water, aggregate and
additives (air-entraining admixtures) shall
conform to ACI 318. Cement test certificates
shall be delivered to the Engineer upon
request. Aggregate shall not contain any type
of stone which is adversely effected by water
absorption or freezing.
a. Admixtures:
i. Calcium chloride or admixtures
containing calcium chloride shall
not be used.
ii. Air-entraining admixtures shall
be sulfonated hydrocarbons or
neutralized vinsol resin
conforming to "Standard
Specification for Air-Entraining
Admixtures for Concrete," ASTM C
260-86, unless otherwise modified
by these Specifications, and
shall be provided at the
manufacturer's recommended rate
to produce the specified air
entrainment in accordance with
table 3.4.1 of the ACI
Specifications.
iii. Water-reducing, retarding, or
accelerating admixtures shall
conform to "Standard
Specification for Chemical
Admixtures for Concrete," ASTM C
494-90, unless otherwise modified
by these Specifications. Such
admixtures shall be subject to
approval by the Engineer as to
manufacturer, type, and
proportions.
Project 97055-2 Page 10
b. Cement:
i. Portland cement shall conform to
ASTM "Standard Specifications
for Portland Cement," C150, Type
I and II. Fly ash may be used
as specified below.
Fly ash for use in Portland
cement concrete shall conform to
the requirements of ASTM C 618,
Standard Specification For Fly
Ash and Raw or Calcified Natural
Pozzolan For Use As a Mineral
Admixture in Portland Cement
Concrete. Specifically, it shall
conform to all requirements of
Table 1 and Table 2 as outlined
therein. Loss on ignition shall
not exceed 3%.
Only Class F fly ash will be
permitted for this project.
Under no circumstances will Class
C fly ash be used.
ii. High-Early Strength Portland
cement shall conform to ASTM
"Standard Specification for
Portland Cement," C150, Type III.
Technical Specifications
0 September 1999 Eddy Engineering, P.C. All rights reserved.

c. Aggregates for concrete shall conform
to ASTM C33" Standard Specification for
' Concrete Aggregates." Aggregates shall
be natural sand and gravel or be
prepared from stone, blast furnace
slag, gravel, or burned clay, or shale.
Maximum size of coarse aggregates shall
be as shown in SECTION 7.8 (Concrete
Mix).
' d. Water shall be clean, and free from
injurious amounts of oils, acids,
alkalis, organic materials, or other
deleterious substances.
1 7.6 FORMS

1

Forms shall be constructed with material (wood
or metal)of such strength and with sufficient
rigidity to prevent any appreciable deflection
between supports.
Forms shall be maintained true to the required
lines, grades and dimensions. Forms shall be
mortar-tight. The shape, strength, rigidity
and surface smoothness of forms that are to be
re-used shall be maintained at all times.
Forms shall be thoroughly cleaned of all dirt,
mortar and foreign material before being used.
Before concrete or reinforcement is placed,
all inside form surfaces shall be thoroughly
coated with commercial quality form oil or
other equivalent coating. Oil shall be of
colorless material that will not stain
concrete, absorb moisture, or impair natural
bonding or color characteristics of coating
intended for use on concrete. Any and all
loose soil at the bottom of excavations shall
be removed prior to the placement of concrete.
Provide a 1" (by 45 degree) chamfer along all
exposed concrete edges to prevent spalling or
chipping of concrete.
Earth cuts shall not be used as forms for
vertical surfaces for footings. All footings
shall be accurately formed with wood or metal
forms to the dimensions shown on the Drawings.
Bottoms of footings shall be graded uniformly
and level to the required elevations.
Disturbed bottoms will not be accepted. Where
required to provide a uniform grade, provide
coarse compacted sand, aggregate base course
material (ABC) or other similar acceptable
materials at no additional cost to the Owner.
Where possible, no foundations or slabs are to
be placed on fill material. If fill material
is necessary, the fill around and under
structures shall be prepared as described in
SECTION 6 (Filling, Backfilling, and
Compaction) of these Specifications.
7.7 REINFORCEMENT
Steel reinforcement shall be protected at all
times from damage and when placed in the work
shall be free from dirt, dust, loosed mill
1 Project 97055-2
1
'0 September 1999 Eddy Engineering, P.C. All rights reserved,
scale, loose rust, paint, oil or other foreign
materials.
Reinforcing steel shall be placed in
accordance with the CRSI Placing Manual,
unless otherwise required by the Drawings or
these Specifications. Reinforcement shall be
accurately placed as shown on plans and shall
be firmly and securely held in position by
wiring at intersections and by using metal bar
supports, precast mortar blocks or other
approved devices of sufficient strength and
location to resist distortion. Reinforcing
bars shall be tied at all intersections except
where spacing is less than 1 foot in both the
longitudinal and transverse directions, in
which case tying at alternate intersections
will be permitted. Tack welding or other
application of heat to the reinforcement shall
not be permitted, unless specifically required
by the Drawings or these Specifications.
All reinforcement shall be furnished or
spliced in lengths as indicated on the plans.
The splicing of bars will not be permitted
without the written approval of the Engineer
except where shown on the plans. All splices
in reinforcing bars shall be in accordance
with the lapped splice requirements of the ACI
Specifications and the CRSI Bar Splicing
Manual, but in not case less than 36 bar
diameters, unless otherwise noted on the
Drawings.
Mesh reinforcement shall be rolled flat before
placing concrete, unless otherwise shown on
the plans. Mesh reinforcement shall be held
in place against vertical and transverse
movement by means of devices satisfactory to
the Engineer.
Sheets of mesh shall overlap each other
sufficiently to maintain a uniform strength
and shall be securely fastened to each other
at the ends and edges. The lap shall be at
least the dimension of 1 mesh.
Placing of reinforcement during the placement
of concrete in a given member (or slab) will
not be permitted. Reinforcement in any member
(or slab) shall be placed and shall have been
inspected and approved by the Engineer before
the placing of concrete begins. Where
interior or exterior concrete surfaces will be
left permanently exposed to view the tie wires
shall be set in such a manner that ends of the
wires are directed into the concrete and not
toward the exposed concrete surfaces, so as to
maintain the specified minimum concrete cover.
Page I I
Technical Specifications
7.8 CONCRETE MIX
Properties and Location of Concrete:
' Location All Concrete
Minimum 28-Day
Compressive Strength 4000 psi
(6"x12" Cylinders)
Maximum Allowable
' Coarse Aggregate 1 '1" Stone
Size and Type
Slump 2"-q"
Total Air Content By 4 112% +/- 1 112%
Volume*
Maximum Water/Cement 0.95
Ratio**
* Air entrainment shall be adjusted based
on actual maximum aggregate size according
to ACI 318-95
** Including free surface moisture on
aggregate and liquid admixtures. WIC 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.

Concrete shall be mixed in accordance with ACI
304 and delivered in accordance with ASTM C94.
Concrete shall develop a minimum compressive
strength, as shown above, at 28 days, unless
otherwise noted. All concrete shall be air-
entrained. Air-entraining admixtures shall
consist of an approved substance which
provides the total air content by volume as
shown above. Selection of concrete
proportions shall be based on compressive
tests on laboratory trial batches, in
accordance with ACI 318. The results of these
tests and details of the proposed mix shall be
approved by the Engineer before the placement
of any concrete. The water content shall not
be increased beyond the amount shown in the
design mix unless an equal proportion of
cement is added.
7.9 PLACING CONCRETE
No concrete shall be placed until the
foundation, adequacy of the forms, and the
placing of reinforcement and other embedded
items have been inspected and approved by the
Engineer.
In preparation for placing concrete all debris
shall be removed from the interior of forms.
Earth or base course surfaces on which
concrete is to be placed shall be in a moist
condition immediately before placing concrete.
No concrete shall be placed on excessively wet
Project 97055-2
or frozen surfaces. Remove excess water and
foreign matter from forms and excavations.
Unless otherwise directed, wood forms, and
sand or sandy loam shall be thoroughly wetted
just prior to placing concrete.
Concrete shall be placed as to avoid
segregation of the materials and the
displacement of reinforcement. Deposit
concrete as nearly as practicable in its final
position to avoid segregation due to re-
handling or flowing. The concrete shall be
thoroughly worked during the placing with
either hand or mechanical (vibratory) methods.
Concrete shall be worked around reinforcement
and embedded fixtures, along surfaces and into
the corners of the forms. The working shall
be such as to bring mortar against the forms
to produce a smooth finish, substantially free
from water and air pockets or honeycombs.
If vibrators are used, they shall be operated
under experienced supervision and forms shall
be constructed to withstand their action.
Vibrating shall be supplemented by spading or
rodding. No forking or raking will be
permitted. "Jitterbugs" shall not be used.
No concrete shall be placed when the air
temperature, measured at the location of the
concrete operation in the shade away from
artificial heat, is below 40° E without
permission of the Engineer.
Concrete shall be placed in daylight unless an
adequate lighting system meeting the approval
of the Engineer is provided.
If additional concrete is to be placed against
hardened concrete of either existing or new
construction, care shall be taken to remove
all laitance and to roughen the surfaces of
the concrete to 1/4" roughness to ensure that
fresh concrete is deposited upon sound
concrete surfaces and an acceptable bond is
obtained. The existing concrete shall be
thoroughly wetted for a minimum of 2 hours
before the additional concrete is placed.
If concrete is to be placed by pumping, the
concrete mixes shall be proportioned for the
type of equipment to be used so as to have a
continuous flow of concrete through the
pumping system. A properly proportioned mix
design shall be submitted by the Contractor
for review by the Engineer prior to placement
of concrete. The pumping equipment shall be
so constructed that no aluminum or aluminum
alloy is used in the construction of that
portion of the pumping system that will come
into contact with the concrete. This shall
apply to the discharge pipes as well as the
pump itself. Proportioning, mixing and
conveying shall conform to the recommendations
of the American Concrete Institute Committee
Report 304.2R-91, "Placing Concrete by Pumping
Methods."
Page 12
Technical Specifications
«? September 1999 Eddy Engineering, P.C. All rights reserved.

1

1

Placement chutes shall be used when placing
concrete in forms over four (4) feet in
height. The termination of the chute will not
be greater than four feet above the foundation
or previously placed concrete.
7.10 GROUTING
In concrete slabs, walls, and where conditions
impair consolidation of concrete, or where
reinforcement is congested, the Contractor
shall first deposit in the forms batches of
neat Portland cement grout containing
proportions of one part cement to two parts of
sand with sufficient water for workability to
a depth of at least three inches.
The Contractor shall provide Portland cement
grout under all pre-cast concrete structure
bases. Bedding grout shall be placed solidly
between bearing surfaces and bases to insure
that no voids remain.
7.11 CONCRETE TESTING
The Owner will retain and pay for the services
of an independent testing laboratory or
qualified technician as described in SECTION
7.4, working with the Engineer to ensure that
the concrete testing is performed and test
cylinders are prepared in accordance with ASTM
standards.
Slump, air entrainment and compressive testing
of concrete will be conducted in accordance
with SECTION 3 (Quality Control) of these
Specifications. Concrete not attaining
specified slump, air entrainment, or
compressive strength shall be removed from the
site by the Contractor at no expense to the
Owner.
Slump shall be determined in accordance with
ASTM standards. When a slump test is made and
the results of the test exceed the specific
maximum, a check test will be made immediately
from the same batch or truck load of concrete.
If the average for the two tests results
exceeds the specified maximum slump, then the
batch or truck load which contains the batch
will be rejected. Sufficient slump tests
shall be made to ensure uniform consistency of
concrete.
Compressive strength of concrete will be
determined during construction in accordance
with ACI 318. Three (3) cylinders are to be
made and tested for each 50 yards (or fraction
thereof) of concrete placed with a minimum of
three cylinders per day. One cylinder is to
be tested at seven (7) days if requested by
the Engineer. At the time of preparation,
each cylinder mold shall be annotated with:
Test Cylinder Letter and Date of Sample;
Cylinder Number; structure from which sample
Test reports shall be furnished to the
Engineer in triplicate immediately following
each day's testing.
Retesting required because of non-conformance
to specified requirements shall be charged
against any money owed Contractor. Testing or
inspecting does not relieve Contractor of
obligation to perform Work to contract
requirements. Concrete not meeting the
Specifications shall be removed, disposed of
properly, and replaced with new adequate
concrete at no cost to Owner. Replacement
shall include all forms and reinforcing as
needed to complete the work.
7.12 FINISHING
Finished concrete surface elevation must be
within +/- ''i" of elevations shown on plans.
Finishing shall be accomplished with a
combination of equipment approved by the
Engineer. The concrete shall be screeded and
carpet float finished to the required cross-
SECTION by an approved float that minimizes or
eliminates hand finishing. Following the
floating of concrete, the surface shall be
further finished by broom finishing, or other
acceptable method which will produce a uniform
surface texture acceptable to the Engineer.
After final finishing, hand finishing may be
required on edges of pavement and/or joints
whenever irregularities in surface texture or
alignment occur. Hand finishing may be
permitted by the Engineer when the use of
mechanical equipment is impracticable. All
joints and edges shall be hand tooled unless
otherwise directed in the field. Care should
be taken in hand tooling and finishing
pavement edges in order to avoid ridges or
high places which will prevent water from
draining from surface. The use of excessive
water during finishing operations will not be
permitted.
The surface shall be finished with a rough
carpet float or other suitable device, leaving
the surface even, but distinctly sandy or
pebbled in texture. On surfaces which are to
be backfilled or otherwise covered, ordinary
surface finish will be considered as final
finish on all surfaces.
Immediately after the forms have been removed,
all pockets, depressions, honeycombs or other
defects shall be cleaned and filled with grout
as directed in SECTION 7.15.
7.13 CONCRETE JOINTS
Placing of concrete shall generally be carried
on as a continuous operation until the placing
of an individual SECTION is completed.
Construction joints shall be made as required

ri

construction, care shall be taken to remove
all laitance and to roughen the surfaces of
the concrete to 1/4 inch roughness to ensure
that fresh concrete is deposited upon sound
concrete surfaces and an acceptable bond is
obtained. Before placing concrete against
concrete that has hardened, the existing
surface shall be picked, brushed clean, and
coated with neat grout for a proper bond. The
existing concrete shall be thoroughly wetted
for a minimum of two hours before the
additional concrete is placed.
Contraction joints shall be spaced in
accordance with the Drawings. Individual
concrete pours shall be limited to the spacing
of contraction joints. The Contractor may
alter the placement of the contraction joints,
spaced no further than 15 feet, upon approval
of the Engineer.
Expansion Joint Filler, of bituminous
impregnated, preformed type conforming to
"Standard Specification for Preformed
Expansion Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)," ASTM D 1751-83,
shall be provided at locations indicated on
the Drawings and between all points of contact
between slabs and vertical surfaces, such as
column pedestals, foundation walls, grade
beams, and similar members, unless otherwise
noted on the Drawings. Joint filler shall be
provided between all horizontal concrete
surfaces at expansion and isolation joints,
unless otherwise noted on the Drawings.
7.14 REMOVING FORMS
Formwork for slabs and other members
supporting the weight of concrete shall remain
in place until the concrete has reached
eighty-five per cent (85%) of its specified
28-day strength, but in no case less than 7
days unless a pre-planned system of reshoring
satisfactory to the Engineer is provided. The
Contractor shall be solely responsible for
adequate shoring, backshoring or reshoring
necessary to safely support all construction
and lateral loads supported on previously
placed concrete construction. Other formwork
not supporting the weight of concrete may be
removed in accordance with ACI 347-78 (84).
Forms shall not be removed from freshly placed
concrete until it has hardened sufficiently to
resist spalling, cracking or any other damage.
7.15 REPAIR OF CONCRETE
Unless otherwise noted, the tolerances,
repairing, patching and finishing of concrete
' work shall be in accordance with the ACI
Specifications. Repair of imperfections in
formed concrete shall be completed within 24
hours of removal of forms.

Clean all exposed concrete surfaces and all
adjoining work which has been stained by the
leakage of concrete, to meet the approval of
the Engineer. Fins shall be neatly removed
from exposed surfaces. Surface imperfections
shall be treated by sack-rubbing, stoning or
grinding.
Surface defects which do not impair the
structural strength shall be carefully cut out
and refilled with fresh concrete. Cuts shall
not be less than 1" deep, and thoroughly
wetted just prior to filling with drypack
mortar (1:3 cement and sand mortar
approximately the same color as the concrete)
of stiff consistency and mixed approximately
the same as the adjoining work. Mortar shall
be mixed and placed as dry as practicable, and
finished flush with the adjacent surface.
Metal form ties shall be cut off at least 3/4"
deep in the concrete immediately after removal
of forms. Concrete that is damaged or
honeycombed must be removed to sound concrete
and replaced with drypack mortar.
Drypack filling shall be used for holes left
by pipes and pipe recesses, and for the narrow
slots cut for the repair of cracks. All
fillings shall be bonded and shall match the
adjacent concrete in color after curing.
After partial set, Contractor shall compress
and rub all exposed surfaces to produce a
finish similar in texture and color to
adjoining work.
7.16 PROTECTION FROM COLD WEATHER, HOT
WEATHER, AND ADVERSE WEATHER CONDITIONS
With written approval of a letter of request
to the Engineer from the Contractor,
"Recommended Practice for Cold Weather
Concreting," ACI 306R-88, may be followed for
placing concrete in cold weather. Adequate
equipment shall be provided for heating the
concrete materials and protecting the concrete
during freezing or near freezing weather.
Concrete materials and reinforcement, forms,
fillers and ground with which the concrete is
to come in contact, shall not be frozen and
shall be free from frost.
Whenever the temperature of the surrounding
air is below 401 F, the concrete shall have a
temperature of between 60° F and 900 F when
being placed and shall be immediately
protected from freezing until at least 3
curing days have elapsed. Concrete that has
not yet attained an age of 3 days (72 hours)
before the atmospheric temperature falls below
40° F, shall be immediately protected from
freezing until at least 3 curing days (72
hours) have elapsed. Insulating materials
such as burlap, plastic sheets or other
materials as approved by the Engineer shall be
utilized. When placed in the forms, concrete
shall be maintained at a temperature of not
less than 50° F for at least 3 days (72 hours)
for normal Portland cement concrete, 1 day (24
hours) for high-early-strength concrete, or
for as much more time as is necessary for a
proper rate of curing of the concrete. The
covering protection used in connection with
Project 97055-2
Page 14
Technical Specifications
0 September 1999 Eddy Engineering, P.C. All rights reserved.

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1

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1

curing shall remain in place, and intact, at
least 24 hours after artificial heating is
discontinued. No calcium chloride or other
accelerators or "anti-freeze" shall be used.
In addition to laboratory cured test
specimens, additional concrete test specimens
shall be cured under field conditions as
required and directed by the Engineer to check
the adequacy of curing and protection of the
concrete. Hot water shall be used for mixing
water when required to maintain minimum
specified concrete delivery temperatures.
When concrete is to be placed under conditions
of high ambient temperature, the concrete
shall be mixed, transported and placed in
accordance with the ACI "Recommended Practice
For Hot Weather Concreting," ACI 305R-91, and
the Contractor shall take appropriate steps to
prevent the concrete from exceeding 900 F. at
time of placement.
Protective covering which will protect the
freshly placed concrete from adverse weather
shall be readily available on site prior to
the beginning of concrete work. Concrete
damaged as a result of failure on the part of
the Contractor to adequately protect the
concrete from adverse weather conditions shall
be repaired or removed and replaced by the
Contractor as directed by the Engineer at no
cost to the Owner. A curing day shall be
defined as in SECTION 7.17.
7.17 CURING
Immediately after finishing operations have
been completed and surface water has
disappeared, the concrete shall be cured.
Protect all concrete and cement finishes
against injury from the elements and
defacement of any nature during construction
operations. All concrete slab and wall pours
made with normal Portland cement shall be
maintained in a moist condition for at least
the first seven days after placing, and high-
early-strength concrete, for at least the
first three days.
A curing day will be considered as any
consecutive 24 hour period, during which the
air temperature adjacent to the concrete in
question, does not fall below 40° F.
One of the following methods shall be used for
curing unless otherwise approved by the
Engineer:
1. Continuous water spray (slab only)
Covering with wet burlap, sand, wood
shavings, or moist backfill (slab only).
By placing SECTIONS of burlap spread in a
manner which will prevent damage to the
finished pavement surface. Overlaps will be
at least 6" wide. The amount of burlap to
be used shall be not less than 12 ounces
per running yard (based on a 40" width) and
may be either one layer of Class 4 burlap
or two layers of Class 1, 2 or 3 burlap.
The burlap shall be thoroughly saturated
prior to placing on the concrete and shall
be kept thoroughly wet throughout the
curing period.
Application of curing compound at a rate of
250 sq. ft, per gallon by spraying or
roller. Liquid membrane-forming curing
compounds shall be wax free resin-type
capable of retaining 95% of the moisture
for the specified curing period and shall
conform to "Standard Specification for
Liquid Membrane-Forming Compounds for
Curing Concrete," ASTM C 309-89, Type 1-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 these
surfaces.
4. Complete covering of walls with canvas or
visqueen with continuous wetting process.
Waterproof curing paper may be used for the
curing of flatwork only and shall be used
for curing purposes only one time. Where
curing paper is selected for final curing
of flatwork, Sisalkraft "Orange Label,"
Ludlow Papers, Inc., "Scuf-Champ," "Glas-
Kraft" Grade A, or equivalent concrete
curing paper conforming to "Standard
Specification for Sheet Materials for
Curing Concrete," ASTM C 171-69 (1986),
Type 1, Waterproof Paper, shall be used.
Polyethylene or similar plastic sheets
shall not be used for concrete curing.
When selected for final curing, the paper
shall be placed as follows:
Unroll curing paper over the entire
surface to be cured. Lap ends and
edges a minimum of four inches and seal
continuously with masking or pressure-
sensitive tape and provide sufficient
weights over paper to prevent
separation from concrete surface.
7.18 CONTRACTOR WARRANTY
Contractor shall warrant concrete cracking,
settlement, separation, and deterioration for
a period of one year after project completion.
Contractor is responsible for providing
workmanship and materials to satisfy warranty.
During the warranty period, repairs shall be
performed to provide a concrete surface free
from cracking, settlement, separation, and
deterioration at no additional charge to
Owner. Repairs, if needed, shall be designed
by a registered professional Engineer employed
by and paid by the Contractor.
7.19 SUBMITTALS
For review the Contractor shall submit data
for the following items specified
Project 97055-2

© September 1999 Eddy Engineering, P.C. All rights reserved.
Page 15
Technical Specifications
in this SECTION, if requested:
' 1. Concrete Mix Designs
2. Certificates of Analysis for Concrete
Aggregates
3. Cement Mill Reports
4. Proposed method of concrete curing and
trade names and manufacturer's data for
' proposed curing materials
5. Trade names and manufacturer's data for
proprietary items
1 6. Certificates of conformance for non-
shrink grout
7. Name of proposed independent testing
agency to prepare concrete mix designs
and to conduct the specified tests to
be provided by the Contractor
' 8. Shop and Placing Drawings:
a. Complete shop and placing
Drawings shall be prepared for
reinforcement in accordance with
the ACI Detailing Manual and the
CRSI Manual. Placing Drawings
shall show sufficient detail to
illustrate the reinforcing steel
placing procedure, including
placement of accessories. In
addition, all reinforced concrete
walls shall have the reinforcing
steel shown in wall elevations
with sufficient sections to
facilitate the accurate setting
' of reinforcing bars. Wall
openings and additional
reinforcement required at
openings shall be shown.
' b. The review of shop and placing
Drawings will be for size and
arrangement of the reinforcement
only. The Contractor shall
1 verify quantities and dimensions,
and any errors shown on the shop
and placing Drawings shall be the
responsibility of the Contractor.
' 9. Certifications of Materials: The
Contractor shall furnish to the
Engineer for review the following:
a. Certified mill test reports of
ladle analysis, tensile
properties and bend tests of each
' heat of steel from which
reinforcement is fabricated.
b. Certificates of conformance of
' stainless steel accessories.
END OF SECTION
I Project 97055-2
SECTION 8 - OUTLET CONTROL STRUCTURE
8.1 SECTION INCLUDES
This SECTION consists of the general
requirements for the construction of all
components of the outlet control structure.
8.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
8.3 REFERENCES
The following Specifications and methods form
a part of this specification:
NCDOT - Standard Specifications for Roads and
Structures
AASHTO M252 - Standard Specifications for
Corrugated Polyethylene Drainage Tubing
AASHTO M294 - Standard Specifications for
Corrugated Polyethylene Pipe, 305 to 915-mm
(12 to 36-in.) Diameter
ASTM A36 - Standard Specifications for
Structural Steel
ASTM A48 - Standard Specifications for Grey
Iron Castings
ASTM A126 - Standard Specification for Gray
Iron Castings for Valves, Flanges, and Pipe
Fittings
ASTM A276 - Standard Specifications for
Stainless and Heat-Resisting Steel Bars and
Shapes
ASTM A307 - Standard Specifications for Low-
Carbon Steel Externally Threaded Standard
Fasteners
ASTM B21 - Standard Specifications for Naval
Brass Rod, Bar, and Shapes
ASTM B584 - Standard Specifications for Copper
Alloy Sand Castings for General Applications
ASTM C33 - Standard Specification for Concrete
Aggregate
ASTM D2000 - Standard Classification System
for Rubber Products in Automotive Applications
ASTM D2487 - Standard Classification of Soils
for Engineering Purposes (Unified Soils
Classification System)
ASTM D3212 - Standard Specifications for
Joints for Drain and Sewer Plastic Pipes using
Flexible Elastomeric Seals
ASTM D3776 - Standard Test Methods for Mass
Per Unit Area (Weight) of Woven Fabric
Page 16
Technical Specifications
September 1999 Eddy Engineering, P.C. All rights reserved.
' ASTM D4491 - Standard Test Methods for Water
Permeability of Geotextiles by Permittivity
' ASTM D4632 - Standard Test Method for Grab
Breaking Load and Elongation of Geotextiles
ASTM D4833 - Standard Test Method for Index
' Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM F477 - Standard Specifications for
' Elastomeric Seals (Gaskets) for Joining
Plastic Pipe
ASTM F593/F594 - Standard Specifications for
Stainless Steel Bolts, Hex Cap Screws, and
Studs/Standard Specifications for Stainless
Steel Nuts
ANSI B18.22.1- Current Edition
AWWA C501 - American Water Works Association
' SECTION 5 (Excavation) of these Specifications
SECTION 6 (Filling, Backfilling, and
Compaction) of these Specifications
' SECTION 7 (Concrete Construction) of these
Specifications
When the Specifications or Drawings differ
from the requirements of the above- referenced
documents, the more stringent requirements
shall apply.
' 8.4 MATERIALS
Materials include those required for the
construction of the Cast-in-Place Concrete
' Riser, Outlet Barrel, Internal and External
Flow Control Devices, Outlet Headwall, Seepage
Collection Diaphragm, and Bentonite Seepage
Collars.
specified. Steel angles shall conform to ASTM
A36. Anchor bolts and studs shall conform to
SECTION lc of ASTM A307, Grade A. Unless
otherwise noted, Contractor shall furnish one
washer with each anchor bolt. Plain washers
shall conform to ANSI B18.22.1, Type A.
Internal concrete flashboards: Components
shall be furnished, fabricated and placed in
conformity with the shape and dimensions shown
on the plans and as specified in SECTION 7
(Concrete Construction).
Sluice gate: Assembly shall include the gate,
frame, stem, stem guides, and lift. Sluice
gate and installation shall meet the
requirements of AWWA C501, except as modified
herein. Gate shall be a self-contained rising
stem type manufactured by Waterman, Hydrogate
or Engineer approved equivalent. Gate shall be
rated for medium duty, regular service, normal
water and wastewater. The gate shall be a
flat back, 12" x 12" square opening gate with
a standard bottom. Gate components shall be
sized by the manufacturer to provide lift
capability for a maximum unseating head of 10
feet and ensure compatibility with local
conditions.
Gate components used in construction of gate
shall conform to the following ASTM
Specifications:
' Cast-in-place concrete (including concrete
flashboards): Shall be furnished, and placed
with the shape, dimensions, and consistency
shown on the plans and as specified in SECTION
' 7 (Concrete Construction).
Cast Iron Appurtances: Shall be furnished,
fabricated and placed in conformity with the
shape and dimensions shown on the plans and as
specified. Ductile iron or HDPE manhole steps
shall be cast in the manhole at a spacing of
12" on center. Manhole frame and covers shall
' bolt fasten and shall be designed for heavy
traffic. Iron shall be tough, dense and even
grained, cast in true symmetrical pattern,
free from defects. Steps shall be installed
' so as not to interfere with the installation
or function of internal or external flow
control devices or flow appurtenances.
' Steel and stainless steel components
(including trash racks): Shall be furnished,
fabricated and placed in conformity with the
shape and dimensions shown on the plans and as
fl
Gate Slide shall of grey iron, true to
pattern, straight, free from
imperfections, and conforming to ASTM
A126, Class B. It shall be a one piece
integral casting. The slide shall be
square in shape with integrally cast
vertical and horizontal reinforcing
ribs. A heavy reinforcing rib along
each side shall be provided to ensure
rigidity between side wedges. The
slide shall be designed to operate
under maximum specified unbalanced head
with the minimum safety factor of five.
Guide tongues along each side of the
slide shall be machined all over. A
nut pocket shall be cast on the
vertical centerline of the gate and
shall be provided with a threaded block
for attaching the stem to the slide.
Pads for side wedges and tip and bottom
wedges, when required, shall be
integrally cast on the slide and
machined to receive the adjustable
wedges. All cast iron shall have a
minimum thickness of 3/4 inch.
The gate frame and guides shall of grey
iron, true to pattern, straight, free
from imperfections, and conforming to
ASTM A126, Class B. It shall be a one
piece integral casting. Guide grooves
shall be machined on all contact faces.
Overall clearances with slide tongue
shall be not more than 1/8 inch. Faces
for mounting of wedging devices shall
be fully machined. Guide grooves shall
Project 97055-2
Page 17
Technical Specifications
' 0 September 1999 Eddy Engineering, P.C. All rights reserved.
'
be of such length as to support at
least one-half of the slide when it is
the full open position. Frames shall
' be self contained (SC) as listed in the
gate schedule. Frames with a spigot
back arrangement are not allowed. All
wall thimble mounted gates shall have a
square machined back frame. The frame
shall be fully machined and drilled to
match the wall thimble.
Wedges, Thrust Nut and Lift Nut -
' Bronze per ASTM B584, Alloy C86500 or
C86700. Each gate shall be provided
with a sufficient number of wedges to
provide a practical degree of
' watertightness. Side wedging devices
shall be designed to make full metal-
to-metal contact with the overhung
' portion of the frame mounted wedge
block. Wedges shall be fully
adjustable and keyed to prevent any
lateral rotation. Side wedges shall be
machined with angled faces and secured
' with a stud bolt to prevent any
slippage during operation of the gate.
Gate shall be designed with adjustable
top and bottom wedges attached to the
frame and slide. The top and bottom
' wedges shall be mounted in a machined
slot and bolted to the slide to prevent
lateral rotation. All contact faces of
wedges and wedge blocks shall be fully
' machined.
Seating Faces - Bronze, ASTM B21, Alloy
' C48200. Corrosion resistant seating
faces shall be mounted around the
perimeter of the slide and frame. They
shall be impacted into dovetail slots
' and held in position without use of
screws or other fasteners. After
mounting, they shall be machined to a
plane with a 63 micro-inch finish or
better. When the slide is in the fully
closed position and wedged in position
against the frame, maximum clearance
between seating faces shall not exceed
0.004 inch.

J
Stems and Stem Couplings - Stainless
Steel, ASTM A276 Type 304. Stem shall
be the rising type. Stem shall be
manufactured from stainless steel sized
to withstand the axial compressive and
tensile forces created during gate
operation under the specified
unbalanced heads and to transmit in
compression at least two times the
rated output of the lift with a 40-
pound effort on the crank or handwheel.
Threading on stems shall be rolled with
double lead threads of the Acme type.
Cut threads will not be allowed. The
contact surfaces of the threads shall
have a maximum 16 micro-inch finish.
Stem couplings shall have internal
threads for transmitting the full
thrust of the stem and shall be held in
place on the stem by bolts, or with
key simultaneously engaging the
coupling and both stems.
Wall Brackets and Stem Guide Brackets -
Cast Iron, ASTM A126, Class B. Stem
guides shall be fully adjustable heavy-
duty castings with bronze bushed
removable cast iron collars. They
shall be properly spaced to support the
stem as a long column, with maximum
spacing not exceeding 1/r of 200.
where:
1 = maximum unsupported length of
the stem, (INCHES)
r = radius of gyration of the
stem, (INCHES)
Pedestal, Gear Housing, and Lift Device
- Cast Iron, ASTM A126, Class B. The
lift shall be of the handwheel or
enclosed gear type. Gears shall be
steel with machine cut teeth designed
for smooth operation. The gearing and
lift nut shall be mounted in a cast-
iron housing which in turn shall be
supported by a cast-iron pedestal to
place the input shaft approximately 36
inches above the floor. Lubrication
fittings shall be provided in the gear
housing to permit lubrication of all
gears and bearings. A maximum effort
of 40 pounds shall be required to
operate the gate after it is unseated
from its wedging devices. All rising
stem gates shall be supplied with a
clear plastic stem cover. Lift shall
be suited for manual and motor
operation. Lift nuts shall be high
strength bronze. Oil bath lift housing
shall not be allowed. The lift shall
be furnished with a dial type position
indicator, showing full open and closed
position with at least 1/4 opening
intervals. Stem cover shall be
galvanized pipe.
Fasteners - Stainless Steel, ASTM
F593/F594, Alloy Group 1. All anchor
bolts, studs, assembly bolts, cap
screws, nuts and adjusting screws shall
be ample SECTION to withstand the force
created by operation of the gate under
full heads of water specified and shall
be stainless steel.
Flush Bottom Seal - Neoprene, ASTM
D2000
Flush Bottom Retainer - Stainless
Steel, ASTM A276 Type 304.
Sealant: Joint sealant shall consist of Butyl
Rubber conforming to Specifications of AASHTO
M198, Type B.
Project 97055-2
1
0 September 1999 Eddy Engineering, P.C. All rights reserved.
Page 18
Technical Specifications

1
1

Filter Sand: Shall conform to gradation
requirements of the modified gradation NCDOT
2S as per NCDOT standards.
Outlet Barrel: Pipe shall be AASHTO M294
Type S (Smooth Interior, Corrugated Exterior)
with a nominal internal diameter of 12 inches.
Manning's n-value for design shall not exceed
0.010. Pipe joints shall have a minimum pull-
apart strength of 400 pounds. Joints shall be
watertight in accordance ASTM D3212. Gaskets
shall be manufactured to meet the standards as
described in ASTM F477.
Nonwoven Geotextile: Geotextile shall be a
nonwoven fabric with a minimum weight of 6
ounces per square yard (ASTM D3776), a minimum
grab strength in either direction of 180
pounds (ASTM D4632), a minimum puncture
resistance of (ASTM D4833) of 85 pounds, and
permeability of (ASTM D4491) greater than 0.2
cm/sec. Fabric meeting these Specifications
shall still be subject to approval or
rejection by the Engineer. At the time of
installation, the fabric will be rejected if
it has defects, rips, holes, flaws,
deterioration, or damage incurred during the
manufacture, transportation, or storage.
8.5 CAST-IN-PLACE CONCRETE RISER
The Contractor shall furnish all labor, tools,
equipment, materials, supplies and other
requirements necessary for the installation of
the cast-in-place reinforced concrete riser
and reinforced concrete slab footing as shown
on the plans and described in SECTION 7
(Concrete Construction).
The anchor footing for the riser shall be cast
first in order to support subsequent riser
construction. The riser section will be cast
centered over the anchor footing with the
outlet barrel placed at the correct elevation
as shown by the Drawings. A built-up section
shall be placed around the outlet barrel for
anchorage purposes. All reinforcing shall be
placed in accordance with the Drawings.
Flashboards, reinforcing steel and anchoring
devices which are to be embedded in cast-in-
place concrete construction shall be delivered
to the project site in time to be installed
before the start of concrete work. Setting
Drawings, templates, and directions for the
installation of anchor bolts and other
embedded items shall be provided by the
Contractor. Materials shall not be unloaded
by dropping, throwing or otherwise carelessly
removing from delivery vehicles in such a
manner as to alter the configuration or damage
the materials. Damaged items shall be
replaced or repaired prior to erection.
Backfilling and compaction near cast-in-place
structures shall be performed as described in
SECTION 6.7 (Compaction and Quality Control).
Project 97055-2
8.6 OUTLET BARREL & CULVERT PIPE
The Contractor shall furnish all labor, tools,
equipment, materials, supplies and other
requirements necessary for the installation of
piping as described herein and shown on the
Drawings.
Engineer shall determine the pipe bedding
method at the time of construction. Pipe and
fittings shall be laid and located as shown on
the Drawings to ensure proper connection to
the cast-in-place riser structure at the
upstream end and the outlet control structure
at the downstream end. Subgrade preparation
for the pipe shall be performed immediately
prior to installing the pipe in the trench.
The trench shall be dug to the required
alignment and depth as shown on the Drawings
or directed by the Engineer, and only so far
in advance of the pipe laying as the Engineer
shall permit.
The width of the trench shall be kept at a
minimum. Except where improved bedding is
required, mechanical excavation of trenches
for the pipe shall not extend lower than 1"
above the finished subgrade elevation. The
remainder of the trench excavation shall be
made with hand tools and shall support the
full bottom segment of the pipe for the entire
length in such a manner that a uniform and
continuous bearing and support on solid and
undisturbed ground is provided for each pipe
for its entire length between bells. The
subgrade shall allow the pipe to be accurately
aligned with the adjacent pipe bell without
transmitting the weight of the pipe to the
receiving bell through the joint material,
Correction of a subgrade that is too low shall
be done only by placing and compacting
suitable material over the entire width of
trench and regrading. Bell holes shall be
excavated immediately prior to laying the pipe
and shall be only of sufficient size so that
no part of the pipe bell will be in contact
with the trench bottom.
It shall be the responsibility of the
Contractor to provide adequate bearing for all
pipe lines laid in uncertain soil conditions.
If the trench bottom should be softened by
flooding, rain or other causes, the unsuitable
material shall be removed and replaced with
suitable material properly shaped and tamped
to grade. The use of timber or other material
to support the pipe shall not be used.
Care shall be taken during loading,
transportation, unloading, and installation to
prevent damage to the pipes or fittings. All
pipe and fittings shall be carefully examined
before installing and no piece shall be
installed which does not conform to the
appropriate ASTM Specification. Any
defective, damaged or unsound material shall
be repaired or replaced as directed by the
Engineer.
Page 19
Technical Specifications
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1
All pipe shall be laid by experienced workmen
with straight lines, even grades, and all
joints shall be perfectly fitted. All pipe
fittings and accessories shall be carefully
lowered into the trench with suitable
equipment in a manner that will prevent damage
to pipe and fittings. Under no circumstances
shall pipe or accessories be dropped or dumped
into the trench. Pipes shall be laid to the
required lines and grades on prepared subgrade
or improved bedding. Any bed disturbed during
the installation of the pipe shall be repaired
prior to embedment of the pipe. The pipe
shall be installed with the bell ends in the
direction of laying. Pipeline for gravity
mains shall begin at the low end of the run
and all pipe shall be laid with the bells or
socket uphill.
All joints shall be sealed as per the
manufacturer's recommendations. All joints
shall be completely encased in nonwoven
geotextile a minimum of 24" in width, evenly
placed to extend at least 12" to either side
of the joint. The Contractor shall use care
so as not to disturb the geotextile joint
wrapping during backfill and compaction
operations.
All foreign matter or dirt shall be removed
from the interior and machined ends of pipe
and accessories before it is lowered into
position in the trench. When joined in the
trench, the pipe shall form a smooth line and
shall be fitted together so that the alignment
and scope are correct. Pipe shall not be
trimmed except for closure, and pipe not
making a good fit shall be removed. No pipe
shall be laid until the preceding length has
been completely aligned and secured. Pipe
shall be kept clean by means approved by the
Engineer, during and after laying.
No pipe shall be laid upon a foundation where
frost exists, nor any time when the Engineer
shall deem that there is a danger of formation
of ice, or the penetration of frost at the
bottom of the excavation.
If any defective pipe, joints, joint wrapping,
or fittings are discovered after installation,
they shall be removed and replaced with sound
pipe and fittings or shall be repaired by the
Contractor in an approved manner and at his
own expense. The installed pipe shall not be
disturbed in any manner and its proper grade
and alignment shall be maintained during pipe
joining, pipe embedment, and backfilling
operation.
The interior surface of all pipes shall be
cleaned when installed and shall be kept clean
until final acceptance. Temporary bulkheads
shall be placed in all open ends of pipelines
when pipe laying is not actively in progress.
The bulkheads shall be designed to prevent the
entrance of dirt or debris and shall not be
removed until pipe laying is resumed. When
danger of water entering the pipeline may
exist, the bulkheads shall be designed to
prevent the entry of water. Adequate
precaution shall be taken by the Contractor to
prevent the flotation of pipes in the event of
water entering the trench.
Embedment shall be defined as that portion of
the trench from the subgrade to an imaginary
line drawn 18" above the top of the pipe.
Embedment materials shall be the excavated
soil or borrow material, subject to the
Engineer's approval. Pipe embedment materials
shall be deposited by hand tools in layers not
to exceed 6" in uncompacted depth. Deposition
and compaction shall be done simultaneously
and uniformly on both sides of the pipe so as
to insure adequate lateral and vertical
stability of the installed pipe during
subsequent joining, embedment and backfill
operations. In no case will impact or
unbalance deposits of materials be allowed.
Backfill for pipelines shall be defined as
that portion of the trench from an imaginary
line drawn 18" above the top of the pipe to
the original ground surface. Backfilling in
general will be done with suitable excavated
materials. Debris, material not given to
adequate compaction, and stone over 1/4 cubic
foot will not be allowed within the trench
limits. If material excavated is not
suitable, special backfill of local suitable
soil shall be used.
8.7 INTERNAL FLOW CONTROL DEVICE AND TRASH
RACKS
The Contractor shall provide all labor,
materials, equipment, and services necessary
for the proper completion of all metal and
concrete fabrication work indicated on the
Drawings and specified herein. Components
shall be installed so as not to interfere with
the installation or function of steps or
external flow control devices. Fabricate
miscellaneous units to the sizes, shapes and
profiles shown or, of the required dimensions
to receive adjacent work. Where items are
shown on the Drawings, but not specifically
noted, they shall be of the size, arrangement
and quality for the proper completion of the
work.
Stainless steel anchor bolts, washers, angle
iron, and other anchorage devices which are to
be installed in or on the cast-in-place
concrete unit shall be installed after
stripping of the formwork in accordance with
SECTION 7.14. Under no circumstances may any
anchorage devices be installed in cast-in-
place concrete for at least 7 days. Setting
Drawings, templates, and directions for the
installation of anchor bolts and other
installed items shall be provided by the
Contractor.
The items shall be fabricated true to detail,
with clean, straight, sharply defined
profiles. Joints and connections shall be
Project 97055-2
Page 20
Technical Specifications
(0 September 1999 Eddy Engineering, P.C. All rights reserved.

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close fitting. Connections and accessories
shall be sufficient to safely withstand the
stresses to which they will be normally
subjected. Cutting, punching, drilling, and
tapping required for the attachment of items
to the other work coming into contact with the
miscellaneous metals shall be provided as
necessary to properly complete the work.
Joints between internal concrete flashboards
shall be sealed with Butyl Rubber sealant as
specified. Each trash rack shall have its
entire surface area coated with coal tar epoxy
to the thickness specified by the manufacturer
for its intended use.
Unless otherwise noted on the Drawings or
where anchors are to be built into concrete,
the items shall be secured to the work with
expansion bolts or toggle bolts. Items shall
not be fastened to wood plugs in the masonry
or concrete, but shall be attached to approved
metal devices built into the work.
Materials shall not be unloaded by dropping,
throwing or otherwise carelessly removing from
delivery vehicles in such a manner as to alter
the configuration or damage the materials.
Damaged items shall be replaced or repaired
prior to erection.
Fabricated steel and concrete items which are
stored at the project site shall be at least 9
inches above the ground on platforms, skids,
or other supports. Steel shall be protected
from corrosion. Other materials shall be
stored in a weathertight and dry place until
ready for use in the work. Packaged materials
shall be stored in their original, unbroken
package or container.
8.8 EXTERNAL FLOW CONTROL DEVICE
The Contractor shall provide all labor,
materials, tools and other items necessary to
furnish and install the following sluice gate
assembly as shown on the Drawings and
specified herein.
GATE SCHEDULE
Quantity 1
Required
Size Opening 12" x 12
(width x
height)
Gate Type (S/C or NS/C) S/C
Maximum Head Unseating 10
(ft.)
Bottom (Flush or Standard
Standard)
Operator (Manual or Manual
Electrical)
Cleaning and coating of gate shall be
performed at manufacturer's plant. Rust, mill
scale, dirt and grease shall be removed by
commercial blast cleaning methods. Paint
shall be manufacturer's standard.
All parts shall be installed and adjusted by
Contractor in a workmanlike manner. The
manufacturer shall furnish necessary Drawings
and detailed installation, operation and
maintenance instructions for all components.
Components shall be installed so as not to
interfere with the installation or function of
steps or internal flow control devices.
It shall be Contractor's responsibility to
handle, store, and install all parts and
adjust switches and controls in accordance
with the manufacturer's detailed written
recommendations. Stem threads shall be
lubricated prior to operation of the gate.
After installation and before the gates are
put into operation, a leakage test shall be
performed on all sluice gates in accordance
with AWWA C501. Excess leakage shall be
reduced to the allowable leakage as determined
by AWWA by adjusting the gate and its wedges.
8.9 OUTLET HEADWALL
The Contractor shall provide all labor,
materials, tools and other items necessary to
furnish and install the outlet control
structure as shown on the Drawings and
specified herein. Contractor shall perform
cast-in-place concrete work for outlet control
structure as specified in SECTION 7 (Concrete
Construction).
8.10 OUTLET PROTECTION APRON
Contractor shall install outlet protection
apron for outlet control structure as
specified in SECTION 9 (Sediment and Erosion
Control Measures).
8.11 SEEPAGE PROTECTION DIAPHRAGM
The Contractor shall provide all labor,
materials, tools and other items necessary to
furnish and install the seepage protection
diaphragm as shown on the Drawings and
specified herein. Seepage diaphragm shall be
constructed in two sections, an upper section
and a lower section. The seepage diaphragm
shall be constructed to form a smooth
transition/connection with the adjoining
embankment drainage blanket as described in
SECTION 11 of these Specifications.
Place filter sand to grade and thickness as
shown on plans. Filter sand shall be
compacted to a relative density of 70% or
greater. Lift thickness shall not exceed 6".
Install drain pipes for connection to outlet
protection structure. Care shall be taken to
avoid damage to barrel during placement and
compaction of filter sand.
Project 97055-2
Page 21
Technical Specifications
© September 1999 Eddy Engineering, P.C. All rights reserved.

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In the event that pipe is displaced or damaged
during the placement of the filter sand, the
filter sand shall be removed and the pipe
repositioned or replaced prior to the
placement of the filter sand. This will occur
at no additional cost to the Owner.
8.12 CONTRACTOR WARRANTY
Contractor shall warrant installed work
against cracking, settlement, separation, and
deterioration for a period of one year after
project completion. Contractor is responsible
for providing workmanship and materials to
satisfy warranty. During the warranty period,
repairs shall be performed to provide a
concrete surface free from cracking,
settlement, separation, and deterioration at
no additional charge to Owner. Repairs, if
needed, shall be designed by a registered
professional Engineer employed by and paid by
the Contractor.
8.13 SUBMITTALS
For review the Contractor shall submit data
for the following items specified
in this SECTION:
a. Trade names and manufacturer's
data for proprietary items.
b. Certificates of conformance of
specified gate devices.
C. Certificates of conformance of
steel and stainless steel
accessories.
d. Certificates of conformance of
aluminum accessories.
END OF SECTION
1
1
' Project 97055-2
SECTION 9 - SEDIMENT AND EROSION CONTROL
MEASURES
9.1 SECTION INCLUDES
Construction of outlet protection aprons for
primary spillway and inlet culverts at
forebays. Construction of access road along
new embankment crest. Construction of
forebays and associated manholes and drainage
pipe sections. Erosion control materials for
outlet weirs on sediment forebays.
Construction of level spreaders.
9.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
9.3 REFERENCES
The following Specifications and methods form
a part of this specification:
NCDOT - Standard Specifications for Roads and
Structures
AASHTO M294 - Standard Specifications for
Corrugated Polyethylene Pipe, 305 to 915-mm
(12 to 36-in.) Diameter
ASTM C33-92 - Concrete Aggregates
ASTM 42-90 - Obtaining and Testing Drilled
Cores and Sawed Beams of Concrete
ASTM C88 - Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM C127 - Standard Test Method for Specific
Gravity and Absorption of Coarse Aggregate
ASTM C478 - Standard Specifications for
Precast Reinforced Concrete Manhole Sections
ASTM C923 - Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM D698-78 - Moisture Density Relationships
of Soils
ASTM D3212 - Standard Specifications for
Joints for Drain and Sewer Plastic Pipes using
Flexible Elastomeric Seals
ASTM D3776 - Standard Test Methods for Mass
Per Unit Area (Weight) of Woven Fabric
ASTM D4491 - Standard Test Methods for Water
Permeability of Geotextiles by Permittivity
ASTM D4632 - Standard Test Method for Grab
Breaking Load and Elongation of Geotextiles
ASTM D4833 - Standard Test Method for Index
Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
Page 22
Technical Specifications
0 September 1999 Eddy Engineering, P.C. All rights reserved.
' ASTM F477 - Standard Specifications for
Elastomeric Seals (Gaskets) for Joining
Plastic Pipe
U.S. Federal Highway Administration (FHWA) and
U.S. Bureau of Reclamation (USSR) Report, FHW-
RD-89-199, Hydraulic Stability of Articulated
Concrete Block Revetment Systems During
Overtopping Flow
SECTION 5 (Excavation) of these Specifications
SECTION 6 (Filling, Backfilling, and
Compaction) of these Specifications
1 SECTION 7 (Concrete Construction) of these
Specifications
When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
9.4 GENERAL

1

17

Outlet protection aprons, level spreaders,
sediment forebays, manholes and drainage pipe,
and access road shall be constructed of the
materials specified in this section and as
shown on the Drawings. Pipes, aprons and
excelsior matting shall be laid true to the
grade shown on the Drawings. Each installed
apron shall make a smooth interface with the
adjoining outlet barrels and/or outlet
structures. Articulated concrete block
revetment system shall be installed true to
grade and in accordance with the
manufacturer's recommendations. Any portion
of any apron whether of rip rap or concrete
block construction which has its grade or
surface disturbed after placement shall be
repaired. Any portion thereof already in
place which is found to be defective or
damaged shall be repaired or replaced, as
directed by the Engineer, without additional
cost to the Owner.
9.5 MATERIALS
Precast concrete structures: Shall be
furnished, fabricated and placed in conformity
with the shape and dimensions shown on the
plans and as specified. Manholes shall be
precast concrete conforming to ASTM C478 of
the size and depth shown on the Drawings with
rubber gasket joints. Ductile iron or HDPE
manhole steps shall be cast in the manhole at
a spacing of 12" on center. Manhole frame and
covers shall bolt fasten and shall be designed
for heavy traffic. Iron shall be tough, dense
and even grained, cast in true symmetrical
pattern, free from defects. Steps shall be
installed so as not to interfere with the
installation or function of internal or
external flow appurtenances. Lift holes shall
not be cast into units.
Articulated Cellular Concrete Blocks: Shall be
cellular concrete blocks capable of assemblage
(b) Absorption not more than
2%.
Project 97055-2
Page 23
into an erosion protection mattress. The
Contractor shall submit the following items to
the Engineer a minimum of thirty (30) days
prior to installation:
(a) Testing result documenting that
the revetment system has a
minimum critical shear stress of
20 pounds per square foot (psf)
under controlled flow conditions
for hydraulic performance
characteristics in accordance
with FHWA-RD-89-199, utilizing a
2H:1V slope in the direction of
flow.
(b) Manufacturer's certification that
the revetment system design and
components meet the requirements
of this specification.
Articulated concrete block shall meet the
following:
(a) Block weight (min) 30 lbs/ft'
(b) % Open Area (assembled) 18-23%
(C) Critical Shear Stress (min)
20 lbs/ft' (as described in FHWA-
RD-89-199)
Concrete blocks meeting these Specifications
shall still be subject to approval or
rejection by the Engineer. At the time of
installation, the blocks will be rejected if
it has defects, cracks, flaws, deterioration,
or damage incurred during the manufacture,
transportation, or storage.
Rip rap when specified shall consist of field
stone or rough unhewn quarry stone. Rip Rap
shall be free from cracks, seams and other
defects conducive to accelerated weathering
due to the action of air and water.
Individual rock fragments shall be sound,
tough, dense and suitable in all other
respects for the purpose intended. The rock
fragments shall be angular to subrounded in
shape. While no specific gradation is
required, the various sizes of stone shall be
equally distributed within the required size
range. The size of an individual stone
particle will be determined by measuring its
long dimension. The least dimension of an
individual rock fragment shall be not less
than one-third the greatest dimension of the
fragment. All stone shall be NCDOT approved
and meet the approval of the Engineer.
Except as provided below, the rock shall have
the following properties:
(a) Bulk specific gravity
(saturated surface-dry
basis) not less than 2.5.
Technical Specifications
t ?Q) September 1999 Eddy Engineering, P.C. All rights reserved.
(c) Soundness: Weight loss in
5 cycles not more than 108
when sodium sulfate is
used or 158 when magnesium
' sulfate is used.
The bulk specified gravity and
absorption shall be determined by ASTM
C127. The test for soundness shall be
performed by ASTM C88 for coarse
aggregate modified as follows:
The test sample shall not be separated
into fractions. It shall consist of
5,000 +/- 300 grams of rock fragments,
reasonably uniform in size and shape
1 and weighing approximately 100 grams
each, obtained by breaking the rock and
selecting fragments of the required
size.
After the sample has been dried,
following completion of the final test
cycle and washing to remove the sodium
sulfate or magnesium sulfate, the loss
' of weight shall be determined by
subtracting from the original weight of
the sample the final weight of all
fragments which have not broken into
' three or more pieces.
The report shall show the percentage
' loss of weight and the results of the
qualitative examination.
Rock that fails to meet the
requirements stated in (a), (b) and
above, may be accepted only if similar
rock from the same source has been
demonstrated to be sound after 5 years
or more of service under conditions of
weather, wetting and drying, and
' erosive forces similar to those
anticipated for the rock to be
installed under this specification.

NCDOT Class B Erosion Control Stone: 5 to 12-
inch, widely graded, durable, crushed stone
conforming to applicable NCDOT standards (No
more than 58 of the material furnished can be
less than the minimum size specified, nor more
than 108 of the material can exceed the
maximum size specified). Concrete rubble
shall not be used.
NCDOT Coarse Aggregate Size #57: Shall conform
to gradation requirements of Table 1005-1,
NCDOT Specifications.
Drain Pipe: Pipe shall be AASHTO M294 Type S
(Smooth Interior, Corrugated Exterior) with a
nominal internal diameter as shown on the
plans. Manning's n-value for design shall not
exceed 0.010. Pipe joints shall have a
minimum pull-apart strength of 400 pounds.
Joints shall be watertight in accordance ASTM
D3212. Gaskets shall be manufactured to meet
the standards as described in ASTM F477.
Nonwoven Geotextile: Geotextile shall be a
nonwoven fabric with a minimum weight of 6
ounces per square yard (ASTM D3776), a minimum
grab strength in either direction of 180
pounds (ASTM D4632), a minimum puncture
resistance of (ASTM D4833) of 85 pounds, and
permeability of (ASTM D4491) greater than 0.2
cm/sec. Fabric meeting these Specifications
shall still be subject to approval or
rejection by the Engineer. At the time of
installation, the fabric will be rejected if
it has defects, rips, holes, flaws,
deterioration, or damage incurred during the
manufacture, transportation, or storage.
Woven Geotextile (recommended for use with
articulated concrete blocks): Geotextile shall
be a woven fabric with a minimum grab strength
in both directions of 200 lbs, and a minimum
apparent opening size (AOS) of 0 to 100. As
per the manufacturer's recommendations for use
with the articulated concrete blocks proposed
for use by the Contractor. Manufacturer's
certification of the compatibility of the
product with the proposed revetment system
design and that the fabric meets the
requirements of these Specifications. The
Contractor shall submit documentation to the
Engineer a minimum of thirty (30) days prior
to installation. Fabric meeting these
Specifications shall still be subject to
approval or rejection by the Engineer. At the
time of installation, the fabric will be
rejected if it has defects, rips, holes,
flaws, deterioration, or damage incurred
during the manufacture, transportation, or
storage. If manufacture's specification
differ from those above, the more stringent
requirements shall apply.
Matting for erosion control shall be excelsior
matting. Excelsior matting shall consist of a
machine produced mat of curled wood excelsior
a minimum of 47 inches in width. The mat
shall weigh 0.975 pounds per square yard with
a tolerance of plus or minus 10 percent. At
least 80 percent of the individual excelsior
fibers shall be 6 inches or more in length.
The excelsior fibers shall be evenly
distributed over the entire area of the
blanket. One side of the excelsior matting
shall be covered with an extruded plastic
mesh. The mesh size for the plastic shall be
a maximum of 1" x 1" square. Matting for
erosion control shall not be dyed, bleached,
or otherwise treated in a manner that will
result in toxicity to vegetation. Other
acceptable material manufactured especially
for erosion control may be used when approved
by the Engineer in writing before being used.
Wire staples shall be machine made of No. 11
gage (0.091" diameter) new carbon steel wire
formed into a "U" shape. The size when formed
shall be 12" in length with a throat of not
less than 1" in width.
Project 97055-2 Page 24 Technical Specifications
(0 September 1999 Eddy Engineering, P.C. All rights reserved.
9.6 MANHOLES
' The Contractor shall provide all labor,
materials, tools and other items necessary to
furnish and install the manholes at the
existing culverts as shown on the Drawings and
specified herein. Manholes shall meet ASTM
C478 Specifications. Manhole connectors shall
meet ASTM C923 Specifications.
Existing corrugated metal drainage pipes shall
' be modified as shown on the plans to create a
smooth transition with the new manholes.
Backfilling and compaction near precast
' concrete structures shall be performed as
described in SECTION 6.7 (Compaction and
Quality Control).

9.7 PLASTIC DRAINAGE PIPE
The Contractor shall furnish all labor, tools,
equipment, materials, supplies and other
requirements necessary for the installation of
piping as described herein and shown on the
Drawings. It shall be the Contractor's
responsibility to ensure connection of
drainage culverts to new manholes and that
positive drainage will occur.
Pipe and fittings shall be laid and located as
shown on the Drawings to ensure proper
connection to the precast manhole structures
and the outlet control structure at the
downstream end. Subgrade preparation for the
pipe shall be performed immediately prior to
installing the pipe in the trench. The trench
shall be dug to the required alignment and
depth as shown on the Drawings or directed by
the Engineer, and only so far in advance of
the pipe laying as the Engineer shall permit.
The width of the trench shall be kept at a
minimum. Except where improved bedding is
required, mechanical excavation of trenches
for the pipe shall not extend lower than 1"
above the finished subgrade elevation. The
remainder of the trench excavation shall be
made with hand tools and shall support the
full bottom segment of the pipe for the entire
length in such a manner that a uniform and
continuous bearing and support on solid and
undisturbed ground is provided for each pipe
for its entire length between bells. The
subgrade shall allow the pipe to be accurately
aligned with the adjacent pipe bell without
transmitting the weight of the pipe to the
receiving bell through the joint material.
Correction of a subgrade that is too low shall
be done only by placing and compacting
suitable material over the entire width of
trench and regrading. Bell holes shall be
excavated immediately prior to laying the pipe
and shall be only of sufficient size so that
no part of the pipe bell will be in contact
with the trench bottom.
It shall be the responsibility of the
Contractor to provide adequate bearing for all
Project 97055-2
pipe lines laid in uncertain soil conditions.
If the trench bottom should be softened by
flooding, rain or other causes, the unsuitable
material shall be removed and replaced with
suitable material properly shaped and tamped
to grade. The use of timber or other material
to support the pipe shall not be used.
Care shall be taken during loading,
transportation, unloading, and installation to
prevent damage to the pipes or fittings. All
pipe and fittings shall be carefully examined
before installing and no piece shall be
installed which does not conform to the
appropriate ASTM Specification. Any
defective, damaged or unsound material shall
be repaired or replaced as directed by the
Engineer.
All pipe shall be laid by experienced workmen
with straight lines, even grades, and all
joints shall be perfectly fitted. All pipe
fittings and accessories shall be carefully
lowered into the trench with suitable
equipment in a manner that will prevent damage
to pipe and fittings. Under no circumstances
shall pipe or accessories be dropped or dumped
into the trench. Pipes shall be laid to the
required lines and grades on prepared subgrade
or improved bedding. Any bed disturbed during
the installation of the pipe shall be repaired
prior to embedment of the pipe. The pipe
shall be installed with the bell ends in the
direction of laying. Pipeline for gravity
mains shall begin at the low end of the run
and all pipe shall be laid with the bells or
socket uphill.
All foreign matter or dirt shall be removed
from the interior and machined ends of pipe
and accessories before it is lowered into
position in the trench. When joined in the
trench, the pipe shall form a smooth line and
shall be fitted together so that the alignment
and scope are correct. Pipe shall not be
trimmed except for closure, and pipe not
making a good fit shall be removed. No pipe
shall be laid until the preceding length has
been completely aligned and secured. Pipe
shall be kept clean by means approved by the
Engineer, during and after laying.
No pipe shall be laid upon a foundation where
frost exists, nor any time when the Engineer
shall deem that there is a danger of formation
of ice, or the penetration of frost at the
bottom of the excavation.
If any defective pipe or fittings are
discovered after installation, they shall be
removed and replaced with sound pipe and
fittings or shall be repaired by the
Contractor in an approved manner and at his
own expense. The installed pipe shall not be
disturbed in any manner and its proper grade
and alignment shall be maintained during pipe
joining, pipe embedment, and backfilling
operation.
Page 25
Technical Specifications
' 0
September 1999 Eddy Engineering, P.C. All rights reserved.

The interior surface of all pipes shall be
cleaned when installed and shall be kept clean
until final acceptance. Temporary bulkheads
shall be placed in all open ends of pipelines
when pipe laying is not actively in progress.
The bulkheads shall be designed to prevent the
entrance of dirt or debris and shall not be
removed until pipe laying is resumed. When
danger of water entering the pipeline may
exist, the bulkheads shall be designed to
prevent the entry of water. Adequate
precaution shall be taken by the Contractor to
prevent the flotation of pipes in the event of
water entering the trench.
Embedment shall be defined as that portion of
the trench from the subgrade to an imaginary
line drawn 18" above the top of the pipe.
Embedment materials shall be the excavated
soil or borrow material, subject to the
Engineer's approval. Pipe embedment materials
shall be deposited by hand tools in layers not
to exceed 6" in uncompacted depth. Deposition
and compaction shall be done simultaneously
and uniformly on both sides of the pipe so as
to insure adequate lateral and vertical
stability of the installed pipe during
subsequent joining, embedment and backfill
operations. In no case will impact or
unbalance deposits of materials be allowed.
Backfill for pipelines shall be defined as
that portion of the trench from an imaginary
line drawn 18" above the top of the pipe to
the original ground surface. Backfilling in
general will be done with suitable excavated
materials. Debris, material not given to
adequate compaction, and stone over 1/4 cubic
foot will not be allowed within the trench
limits. If material excavated is not
suitable, special backfill of local suitable
soil shall be used.
9.8 OUTLET PROTECTION APRONS
Non-woven geotextile shall be placed under
entire outlet protection apron. The placement
surface shall be free of obstructions, debris,
and pockets of soft or low density material.
The fabric shall be laid smooth and free from
tension, stress, folds, wrinkles or creases.
Horizontal overlaps shall be a minimum of 12
inches with the upper fabric overlapping the
lower fabric. Vertical overlaps in fabric
shall be a minimum of 18 inches with the
upstream fabric overlapping the downstream
fabric. Outer edges of fabric shall be
anchored in trench at least one foot deep. No
more than 72 hours shall elapse from the time
the fabric is unwrapped to the time it is
covered with #57 stone. In the event that the
fabric is displaced or damaged during the
placement of rip rap, the rip rap shall be
removed and the fabric repositioned or
replaced prior to the placement of the rip
rap. This will occur at no additional cost to
the Owner.
A cushion layer of Size #57 stone, a minimum
Project 97055-2
of four inches, but not more than six inches,
shall be placed over fabric. Drop height
shall not be more than three feet. Class B
Erosion Control Stone shall be placed over
cushion layer to depth indicated on the plans
and in the following table:
Outlet Protection Aprons
Outlet Forebay Forebay
Control 1 2
Structure
Apron Length 8 30 20
(feet)
Upper 3 9 6
Apron Width
(feet)
Lower Apron 5 33 22
Width
(feet)
NCDOT #57 6 6 6
Layer
Thickness
(inches)
Erosion Class B Class 1 Class B
Control
Stone Type
Erosion 12 30 24
Control
Stone
Thickness
(inches)
The completed rip rap shall be at least the
thickness indicated in the above table and on
the plans. Drop height shall be not more than
two feet. At locations where rip rap is
required at barrel outlets, the rip rap shall
be placed immediately after completion of the
barrel installation.
Unless otherwise directed by the Engineer, the
stone shall be placed on a slope as indicated
on the plans. The stone shall be graded so
that the smaller stones are uniformly
distributed throughout the mass. The
Contractor may place the stone by mechanical
methods, augmented by hand placing where
necessary, provided that when the rip rap is
completed it forms a properly graded, dense,
neat layer of stone.
If subgrade elevation is low over any portion
of outlet protection apron, the outlet
protection apron shall be brought to grade by
increasing thickness of Erosion Control Stone.
Thickness of cushion layer shall not be
increased.
Each outlet protection apron shall be
installed such that the downstream end of the
apron provides a smooth transition to the
existing grade or channel bed.
Page 26
Technical Specifications
1 0 September 1999 Eddy Engineering, P.C. All rights reserved.

0
1

9.9 LEVEL SPREADERS
Grade area to be lined as shown on Drawings.
Surface shall be free of obstructions, debris,
and pockets of soft or low density material.
Cover area with stockpiled topsoil to a depth
of not less than 4 inches. Final grade with
topsoil shall be as shown on Drawings.
Topsoil shall be prepared with fertilizer and
lime, and seeded as described in SECTION 13
(Permanent Seeding) of these Specifications.
Install excelsior erosion control matting
perpendicular to the longitudinal axis of the
level spreader. The matting shall be laid
smooth and free from tension, stress, folds,
wrinkles or creases. When matting material is
unrolled, netting material should be on top
with blanket material in contact with the
soil. (Note: Some excelsior matting has
netting on both sides) Horizontal overlaps
shall be a minimum of 12 inches with the upper
matting overlapping the lower matting.
Vertical overlaps in matting shall be a
minimum of 12 inches with the upstream matting
overlapping the downstream matting.
The top (embankment side) and bottom (wetland
side) edges of the matting shall be anchored
in trench at least 12 inches deep as shown on
plans to prevent undercutting of the matting.
Matting shall extend over flow crest of level
spreader a minimum of 2 feet as shown on
Drawings. Matting trench and wire staples
shall be constructed and installed as shown or
plans. Wire staples shall be installed not
more than 3 feet apart (3' on centers) and
staggered, with a minimum of 3 stakes per
square yard of matting over the entire lined
area. Staples shall be driven perpendicular
to the soil surface. Staples shall be driven
flush with soil surface to reduce potential
for movement of the erosion control matting.
Staples shall be installed in parallel rows on
3' centers and in trenches at the top and
bottom of the slope as shown on Drawings.
Along all laps (both vertical and horizontal)
in the matting, install a common row of
staples at the seam, installing staples on l'
(12") centers. All staples shall be driven so
that the throat of the staple is perpendicular
to the axis of the stream as shown in plans.
All standard anchoring staples shall be 18" in
length. Staples shall be driven in with a
wooden mallet. Care shall be taken to avoid
damage to matting material.
9.10 SEDIMENT FOREBAYS
Forebays shall be constructed so as to provide
a minimum average depth of 3 feet below the
outlet weir. Forebays shall be constructed to
a minimum internal size of 40 feet by 40 feet
at the top inside of the embankment.
Construction shall be in accordance with
procedures as outlined in the North Carolina
Erosion and Sediment Control Planning and
Design Manual.
Project 97055-2
Prepare subgrade as described in SECTION 6
(Filling, Backfilling, and Compaction) of
these Specifications. Excavate cut-off trench
as shown on Drawings. Non-woven geotextile
shall be placed under entire forebay weir
spillway. The placement surface shall be free
of obstructions, debris, and pockets of soft
or low density material. The fabric shall be
laid smooth and free from tension, stress,
folds, wrinkles or creases. Horizontal
overlaps shall be a minimum of 12 inches with
the upper fabric overlapping the lower fabric.
Vertical overlaps in fabric shall be a minimum
of 18 inches with the upstream fabric
overlapping the downstream fabric. Outer
edges of fabric shall be anchored in trench at
least one foot deep. No more than 72 hours
shall elapse from the time the fabric is
unwrapped to the time it is covered with #57
stone. In the event that the fabric is
displaced or damaged during the placement of
rip rap, the rip rap shall be removed and the
fabric repositioned or replaced prior to the
placement of the rip rap. This will occur at
no additional cost to the Owner.
A drainage layer of NCDOT #57 stone, shall be
installed beneath weir as shown on Drawings.
Class B Erosion Control Stone shall be placed
over cushion layer to depth indicated on the
plans.
Unless otherwise directed by the Engineer, the
stone shall be placed on a slope as indicated
on the plans. The stone shall be graded so
that the smaller stones are uniformly
distributed throughout the mass. The
Contractor may place the stone by mechanical
methods, augmented by hand placing where
necessary, provided that when the rip rap is
completed it forms a properly graded, dense,
neat layer of stone. The completed rip rap
shall be at least the thickness indicated in
the above table and on the plans. Drop height
shall be not more than two feet.
If subgrade elevation is low over any portion
of the weir spillway, the spillway shall be
brought to grade by increasing thickness of
Erosion Control Stone. Thickness of drainage
layer shall not be increased.
9.11 ACCESS ROAD
Access road shall be constructed to grade and
line as shown in the plans. Articulated
concrete pavers or a 6" layer of NCDOT ABC
stone shall be installed as detailed in
Section 10 of these Specifications and on the
plans.
9.12 CONTRACTOR WARRANTY
Contractor shall warrant installed work
against deterioration for a period of one year
after project completion. Contractor is
responsible for providing workmanship and
materials to satisfy warranty. During the
warranty period, repairs shall be performed to
Page 27
Technical Specifications
I O September 1999 Eddy Engineering, P.C. All rights reserved.
provide a outlet protection to the same
standard as was originally designed at no
additional charge to Owner. Repairs, if
' needed, shall be designed by a registered
professional Engineer employed by and paid by
the Contractor.
9.13 SUBMITTALS
For review the Contractor shall submit data
for the following items specified
' in this SECTION:
a. Trade names and manufacturer's
data for proprietary items.
' b. Certificates of conformance of
all other construction materials
c. Certificates of conformance of
' all pre-cast concrete structures
END OF SECTION
' Project 97055-2
SECTION 10 - EMERGENCY SPILLWAY
10.1 SECTION INCLUDES
Pre-cast concrete matting, cushion layer
stone, and geotextile for embankment emergency
spillway.
10.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
10.3 REFERENCES
The following Specifications and methods form
a part of this specification:
NCDOT - Standard Specifications for Roads and
Structures
ASTM C88 - Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM C127 - Standard Test Method for Specific
Gravity and Absorption of Coarse Aggregate
ASTM D3776 - Standard Test Methods for Mass
Per Unit Area (Weight) of Woven Fabric
ASTM D4491 - Standard Test Methods for Water
Permeability of Geotextiles by Permittivity
ASTM D4833 - Standard Test Method for Index
Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM D4632 - Standard Test Method for Grab
Breaking Load and Elongation of Geotextiles
SECTION 5 (Excavation) of these Specifications
SECTION 6 (Filling, Backfilling, and
Compaction) of these Specifications
SECTION 7 (Concrete Construction) of these
Specifications
When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
10.4 GENERAL
The emergency spillway shall be constructed of
the materials specified in this section and as
shown on the Drawings. The spillway shall be
laid true to the grade shown on the Drawings.
The spillway shall make a smooth interface
with the adjoining (left and right) embankment
sections. Any portion of the spillway which
has its grade or surface disturbed after
placement shall be repaired. Any portion
thereof already in place which is found to be
defective or damaged shall be repaired or
replaced, as directed by the Engineer, without
additional cost to the Owner.
Page 28
Technical Specifications
September 1999 Eddy Engineering, P.C. All rights reserved.
10.5 MATERIALS
Materials include articulated concrete blocks
and woven geotextile.
Articulated Cellular Concrete Blocks: Shall be
cellular concrete blocks capable of assemblage
' into an erosion protection mattress. The
Contractor shall submit the following items to
the Engineer a minimum of thirty (30) days
prior to installation:
' (a) Testing result documenting that
the revetment system has a
minimum critical shear stress of
' 20 pounds per square foot (psf)
under controlled flow conditions
for hydraulic performance
characteristics in accordance
with FHWA-RD-89-199, utilizing a
2H:1V slope in the direction of
' flow.
(b) Manufacturer's certification that
the revetment system design and
' components meet the requirements
of this specification.
Articulated concrete block shall meet the
' following:
(a) Block weight (min) 30 lbs/ft'
' (b) % Open Area (assembled) 18-23%
(c) Critical Shear Stress (min)
20 lbs/fts (as described in FHWA-
RD-89-199)

u

Concrete blocks meeting these Specifications
shall still be subject to approval or
rejection by the Engineer.
At the time of installation, the blocks will
be rejected if it has defects, cracks, flaws,
deterioration, or damage incurred during the
manufacture, transportation, or storage.
Woven Geotextile (recommended for use with
articulated concrete blocks): Geotextile shall
be a woven fabric with a minimum grab strength
in both directions of 200 lbs, and a minimum
apparent opening size (AOS) of 0 to 100. As
per the manufacturer's recommendations for use
with the articulated concrete blocks proposed
for use by the Contractor. Manufacturer's
certification of the compatibility of the
product with the proposed revetment system
design and that the fabric meets the
requirements of these Specifications. The
Contractor shall submit documentation to the
Engineer a minimum of thirty (30) days prior
to installation. Fabric meeting these
Specifications shall still be subject to
approval or rejection by the Engineer. At the
time of installation, the fabric will be
rejected if it has defects, rips, holes,
flaws, deterioration, or damage incurred
during the manufacture, transportation, or
storage. If manufacture's specification
differ from those above, the more stringent
requirements shall apply.
Wire staples shall be machine made of No. 11
gage (0.091" diameter) new carbon steel wire
formed into a "U" shape. The size when formed
shall be 6" in length with a throat of not
less than 1" in width.
Materials for concrete construction are as
described in SECTION 7.4.
10.6 SUBGRADE PREPARATION
Areas on which woven fabric and articulated
concrete blocks are to be placed shall be
constructed to the lines and grades shown on
the Drawings. The subgrade for the
articulated concrete blocks shall be free of
voids, pits, or depressions and shall be
proof-rolled to minimum of 90% of the ASTM
D698 density. Voids, pits or depressions
shall be brought to grade by backfilling in
accordance with the applicable portions of the
project Specifications. All obstructions,
such as roots and projecting stones larger
than 1 inch remaining on the surface, shall be
removed and all of the soft or low density
pockets of material removed must be filled
with selected material and compacted to a
minimum of 90% of the ASTM D698 density.
Excavation and preparation for anchor
trenches, side trenches and toe trenches or
aprons shall be done in accordance to the
lines, grades and dimensions shown on the
Drawings. Immediately prior to placing the
filter fabric and articulated concrete block,
the prepared area shall be inspected by the
Owner's representative and approval obtained
before any fabric or mattresses are placed
thereon.
10.7 INSTALLATION OF WOVEN FILTER FABRIC
Filter fabric shall be installed in accordance
with the manufacturer's recommendations, and
as stated elsewhere herein. Adjacent layers
of filter fabric shall have a minimum of two
feet of overlap. Fabric shall be secured with
6"xl"x6" wire staples prior to placement of
articulated concrete blocks. Woven geotextile
shall be placed under entire emergency
spillway. The placement surface shall be free
of obstructions, debris, and pockets of soft
or low density material. The fabric shall be
laid smooth and free from tension, stress,
folds, wrinkles or creases. Horizontal
overlaps shall be a minimum of 12 inches with
the upper fabric overlapping the lower fabric.
Vertical overlaps in fabric shall be a minimum
of 18 inches with the upstream fabric
overlapping the downstream fabric. Outer
edges of fabric shall be anchored in trench at
least one foot deep. No more than 72 hours
shall elapse from the time the fabric is
unwrapped to the time it is covered with
articulated concrete block. In the event that
the fabric is displaced or damaged during the
Project 97055-2 Page 29 Technical Specifications
(0 September 1999 Eddy Engineering, P.C. All rights reserved.
placement of the articulated concrete block, 10.11 SUBMITTALS
the articulated concrete block shall be
removed and the fabric repositioned or For review the Contractor shall submit data
' replaced prior to the placement of the rip for the following items specified
rap. This will occur at no additional cost to in this SECTION:
the Owner.
a. Trade names and manufacturer's
10.8 INSTALLATION OF ARTICULATED CONCRETE data for proprietary items.
' BLOCKS
b. Certificates of conformance of
Articulated concrete blocks shall be placed all other construction materials

within the limits shown on the Drawings. The .
' articulated concrete blocks shall be placed on END OF SECTION
the woven fabric in such a manner as to
produce a relatively planar surface. No more
' than 200 linear feet of woven fabric shall be
laid before being covered with concrete
blocks, and any fabric installed more than 2
days shall be lifted and the surface of the
slope inspected for any slope defects. The
' Owner may require any uncovered fabric to be
lifted after heavy rainfall to inspect for
slope damage. The Contractor shall furnish a
certificated from the manufacturer of
authorized representative thereof stating that
the blocks were inspected and appear ro be
installed correctly. Final acceptance and
approval of the installation will be made by
the Owner. The Contractor shall save the
Owner harmless from liability of any kind
arising from the use of any patented or
unpatented invention used in the performance
' of this work. Articulating blocks shall be
installed by hand. No overlapping of blocks
will be accepted and no blocks shall project
vertically more than 1 inch beyond the
adjacent blocks. All placement of blocks
shall be in accordance with the manufacturer's
recommendations and the Contractor's approved
shop Drawings. Individual concrete blocks
which are hand-placed shall be installed as
recommended by the manufacturer.
10.9 FINISHING
' The voids of the articulated concrete blocks
for the limits shown of the Drawings shall be
filled with topsoil. The soil should then be
seeded in accordance with Section 13
(Permanent Seeding)
10.10 CONTRACTOR WARRANTY
' Contractor shall warrant installed work
against deterioration for a period of one year
after project completion. Contractor is
responsible for providing workmanship and
' materials to satisfy warranty. During the
warranty period, repairs shall be performed to
provide a outlet protection to the same
standard as was originally designed at no
' additional charge to Owner. Repairs, if
needed, shall be designed by a registered
professional Engineer employed by and paid by
the Contractor.
Project 97055-2 Page 30 Technical Specifications
? September 1999 Eddy Engineering, P.C. All rights reserved.

1

SECTION 11 - EMBANKMENT BLANKET DRAIN
11.1 SECTION INCLUDES
Erosion control stone, cushion layer stone,
concrete sand, and geotextile for construction
of embankment blanket drain.
11.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
11.3 REFERENCES
The following Specifications and methods form
a part of this specification:
ASTM C33 - Standard Specification for Concrete
Aggregate
ASTM D4491 - Standard Test Methods for Water
Permeability of Geotextiles by Permittivity
ASTM D4833 - Standard Test Method for Index
Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM D4632 - Standard Test Method for Grab
Breaking Load and Elongation of Geotextiles
NCDOT - Standard Specifications for Roads and
Structures
When the Specifications or Drawings differ
from the requirements of the above-referenced
documents, the more stringent requirements
shall apply.
11.4 GENERAL
An internal blanket drain has been selected
for construction along the downstream side of
the embankment. The embankment blanket drain
shall be constructed of the materials
specified in this SECTION and as shown on the
Drawings. Drain shall be laid true to the
grade shown on the Drawings. Any portion of
the drain which has its grade or surface
disturbed after placement shall be repaired.
Any portion thereof already in place which is
found to be defective or damaged shall be
repaired or replaced, as directed by the
Engineer, without additional cost to the
Owner.
11.5 MATERIALS
Materials include, rip rap, cushion layer
stone, geotextile and modified gradation NCDOT
2S filter sand.
Rip rap when specified shall consist of field
stone or rough unhewn quarry stone. Rip Rap
shall be free from cracks, seams and other
defects conducive to accelerated weathering
due to the action of air and water.
Individual rock fragments shall be sound,
tough, dense and suitable in all other
respects for the purpose intended. The rock
Project 97055-2

D September 1999 Eddy Engineering, P.C. All rights reserved.
fragments shall be angular to subrounded in
shape. While no specific gradation is
required, the various sizes of stone shall be
equally distributed within the required size
range. The size of an individual stone
particle will be determined by measuring its
long dimension. The least dimension of an
individual rock fragment shall be not less
than one-third the greatest dimension of the
fragment. Ail stone shall meet the approval
of the Engineer. Rip Rap shall be NCDOT
approved and shall conform to the materials
properties as described in SECTION 9.5.
NCDOT Class B Erosion Control Stone: 5 to 12-
inch, widely graded, durable, crushed stone
conforming to applicable NCDOT standards (No
more than 5% of the material furnished can be
less than the minimum size specified, nor more
than 10% of the material can exceed the
maximum size specified). Concrete rubble
shall not be used.
NCDOT Coarse Aggregate Size #57: Shall conform
to gradation requirements of Table 1005-1,
NCDOT Standard Specifications.
Nonwoven Geotextile: Geotextile shall be a
nonwoven fabric with a minimum weight of 6
ounces per square yard (ASTM D3776), a minimum
grab strength in either direction of 180
pounds (ASTM D4632), a minimum puncture
resistance of (ASTM D4833) of 85 pounds, and
permeability of (ASTM D4491) greater than 0.2
cm/sec. Fabric meeting these Specifications
shall still be subject to approval or
rejection by the Engineer. At the time of
installation, the fabric will be rejected if
it has defects, rips, holes, flaws,
deterioration, or damage incurred during the
manufacture, transportation, or storage.
Page 31
Technical Specifications

Filter Sand: Shall conform to gradation
requirements of the modified gradation NCDOT
2S as per NCDOT standards.
U.S. Std.
Sieve Size Min.
Percent
Passing
by Weight Max.
Percent
Passing
by Weight
2"
1-1/2"
1"
3/4"
Ill,
3/8" 100.0
#4 95.0
#8 80.0 100.0
#16 45.0 95.0
#30 25.0 75.0
#50 5.0 30.0
#100 0.0 5.0
#200 0.0
A Class B Erosion Control Stone shall be
placed over cushion layer to depth indicated
on plans. Unless otherwise directed by the
Engineer, the stone shall be placed on a slope
as indicated on the plans. The stone shall be
graded so that the smaller stones are
uniformly distributed throughout the mass.
The Contractor may place the stone by
mechanical methods, augmented by hand placing
where necessary, provided that when the rip
rap is completed it forms a properly graded,
dense, neat layer of stone. The completed rip
rap shall be at least the thickness indicated
on the plans. Drop height shall be not more
than two feet.
11.7 CONTRACTOR WARRANTY
Contractor shall warrant installed work
against deterioration for a period of one year
after project completion. Contractor is
responsible for providing workmanship and
materials to satisfy warranty. During the
warranty period, repairs shall be performed to
provide a outlet protection to the same
standard as was originally designed at no
additional charge to Owner. Repairs, if
needed, shall be designed by a registered
professional Engineer employed by and paid by
the Contractor.
11.8 SUBMITTALS

7

accordance with their natural habits of
growth.
All plants shall be free from plant diseases
and insect pests. All shipments of plants
shall comply with all nursery inspection and
plant quarantine regulations of the states of
origin and destination, as well as with
Federal regulations governing interstate
movement of nursery stock. If nursery stock
from other states is used, the stock shall be
accompanied by a tag or certificate stating,
in effect, that the nursery stock has been
inspected and certified by an authorized
official of the state of origin as apparently
free from injurious plant pests.
All plants shall be subject to inspection at
any time by the Engineer. Any such inspection
before or during planting operations, however
shall not be construed as final acceptance of
the plants involved.
8.5 CONTAINER GROWN PLANTS
Container grown plants shall be healthy,
vigorous, well-rooted, and shall have become
established in the container in which they are
delivered. These plants shall have been in
the established container long enough for the
fibrous roots to have developed so that the
root mass will retain its shape and hold
together when removed from the container. The
container shall be a 1 gallon container,
sufficiently rigid to firmly hold the soil
protecting the root during transporting,
handling, and planting, and the soil shall not
be allowed to become frozen.
8.6 BARE ROOT PLANTS
Bare root plants if approved for use by the
Engineer shall have a heavy fibrous root
system which has been developed by proper
cultural treatment. They shall be dug,
packaged, transported, and handled in a manner
that will prevent injury to or drying out of
the trunks, branches, or roots, or freezing of
the roots.
8.7 PLANT STAKES AND CUTTINGS
Plant stakes and cuttings if approved for use
by the Engineer shall consist of freshly cut
live plants of select stock which has been
developed by proper cultural treatment.
Stakes and cuttings shall be 3/8" to ;i"
diameter and between 12 and 18 inches long.
They shall be carefully cut from mother-stock
plantings. Plant materials shall be packaged,
transported, and handled in a manner that will
prevent injury, drying out, or freezing.
8.8 PLANT SUBSTITUTION
No change in the specified plants (species,
I?Illlllflllllll
and shall include a listing of the sources
which have been contacted in an attempt to
secure the specified plant material. Requests
for substitutions shall include botanical
name, common name, size, caliper, and furnish
description of the proposed substitute. No
increase in compensation will be made to the
Contractor as a result of the use of the
approved substitute plants.
8.9 PLANTING PREPARATION
In areas where stream restoration will be
implemented, preparation for restoration
planting operations shall be as described in
SECTION 7 (Channel Protective Linings) of
these specifications.
Where container grown plants will be planted
through the excelsior matting, holes shall be
made by neatly cutting a 12" by 12" "+" in the
matting. For container grown plants, the cut
hole shall not exceed 12" in diameter, and
anchored with four 18" wire staples. Staples
shall be spaced evenly around the edge of the
cut hole not less than 6" from the ends of the
cuts in the matting material. Staples shall
be driven perpendicular to the soil surface.
Staples shall be driven flush with soil
surface to reduce potential for movement of
the erosion control matting. Holes made in
preparation for shrub species planting shall
be as shown on construction plans.
Where bare root plants, plant stakes, and
plant cuttings shall be planted through the
excelsior matting, holes shall be made by
neatly punching a hole in the matting with a
dibble bar, (a heavy metal tool with a blade
and a foot petal). The dimensions of the hole
shall not exceed 3" in any direction, taking
care not to damage the surrounding matting.
The edges of the hole shall be anchored with
two 12" wire staples. Staples shall be placed
on the upstream and downstream sides of the
hole not less than 6" from the cut edge of the
matting material. Staples shall be driven
perpendicular to the soil surface. Staples
shall be driven flush with soil surface to
reduce potential for movement of the erosion
control matting.
8.10 STREAM BANK PLANTING
Container grown and bare-root plants should be
planted in holes large enough to accommodate
all the roots. Tamp the surrounding soil
firmly to eliminate air pockets.
Where plant stakes and plant cuttings shall be
planted, they shall be installed at a 45 to 60
degree angle in the direction of stream flow.
The buds of stakes and plant cuttings should
point upward and about 2 inches of wood should
be exposed above the ground surface. Tamp the
surrounding soil firmly to eliminate air
10/24 101 15:37 N0.207 05/05
2??L'd ?Fi101
vu vas
U.S. ARMY CORPS OF ENGWEERS i>>`i; wrist
IMT.MIINGTON DISTRICT
Action Id. 200030392 County Cabarrus
CKWI2AL Pamir (REGIONAL AND NATIONWIDE) VERIFICATION
Property owner: T-andex, Ind., Attn.- Mr. Bill Nalbone
Address: 5555 Conaotrd Parkway South, Suite 420
Rarrisburgs NC 28075
Telephone No..
Sin arA Locattou of prtrj=r (wx=r.-body, road name/number, town, cfa.):
IL3.acre Kings Grant Tract - Utility We - Located between the Rocky Riiva (tA the north)
and Concord Milk Blvd. (to the South); near Concord -
Dewriptlott of Activity-
Install approx. 2,213 LN of sewer line across portlow of the above referenced property. As
a result of the project, approx. 40 LF of stream channel (UT-Rocky R.) and <0.1 acre of
wetland will he temporarily impacted. 'Me purpose of the utility line is to support future
developrnmt on the property.
Applicable Law: , X . Section 444 (Cleats Water Act, 33 U. S.C.1344).
(check all alai apply) Section 10 (River and Harbor Act of J A99).
Authorization: Reilonat General Permit Number.
2 Natibawkie Permit Number.
Your work Is authorized by thlr Itogional Oenersl (POP) or Nationwide Paratit (NWP) provided it is
accornplisbed in uric t aceotdanca with flat attached condltlow and your submitted plaits. if your activitiy is
subject to Sex:dua 404 (if Seatio6404 block above b checked), before beginning work you must also receive
a Section 401 water quality c*ri4ic:ation from the N.C. Division of Environmental Management, teleplwne
[phone].
Please read and carefully comply with die attached ovrtditions of the ROP or NWP. Any violation of the
eonditiat>!c of the RGP or the NWP referenced above may subject the parminee tti a stop work order. a
resioration order, and/or approptriAte legal action.
This Vgartment of the Arm,,- !"aP ar NWP vtrificadon doo not relieve flzc perminee of the respomibility
to &&in any other rewirad Fod,aml, State, or local amnivals/permits. The perrniucc mny need w contact
appropriate State and 1%-41 agencies before begiruting work,
if there are any quouions regdrdiAg this authurizatlon or any of the condidauns of the Comral Partwi or
Nationwide Peradt, please eontabt the Corps Ragtttacory Of6ciai specified below.
Date December 4.2000
Corps Regulsltory Official 5tdve chap' Z'elttp 000 No, li281-22J Q14
Rxpiration Date of Vat;ifi=dotl_ D_MVber 4..?
cc! EelkicIL-n c Corparaddn
4"- AW No Sol
-.. .n , 1- Nat
zo/zo.d TT09 SSb VOL, X3CNtn 90:TT 0002-TT-03C

~,.,e
~ ~ _ ~l~ ~~~1~ ~

~1~ ~~~1~
~FC~~F
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V V JL~ ~ ~ ~ 1 ~ 1VJL~~~~~~~~1~ ~~~~E
\']CINI'1'S \f9P
e~"lJ l~ ~ JL 9 l~ JL ~ ~~~~~~1~
CONTE NTENTS:
OWNER: ENGINEER:
1. C CITY OF CONCORD EDDY ENGINEERING, P.C. 2' E DEPARTMENT OF p.0. BOX 61367 3. W ENGINEERING RALEIGH, NC 2'7661 4. W P.O. BOX 308 5. E1 CONCOFZD, NC 28026 X919) 954-1802 6 E (704) "786-6161 '7. C 8. C 9. C 10. N WETLANDS CONSULTANT: 11. W 12. E ENVIRONMENTAL SERVICES, INC, 13. E 1100 WAKE FOREST ROAD, SUITE 200 14. W Dnr L~rru rTr ~~r~r~n ~Vti ini COVER, TABLE OF CONTENTS & VICINITY MAP ' ~
EXISTING SITE PLAN
WETLAND MITIGATION PLAN
WETLAND PLANTING PLAN
EMBANKMENT CROSS-SECTIONS I
EMBANKMENT CROSS-SECTIONS II
CONTROL STRUCTURE DETAILS I
CONTROL STRUCTURE DETAILS II
CONTROL STRUCTURE DETAILS III
NEW MANHOLE DETAILS
WETLAND PLANTING SCHEDULES & DETAILS
EMERGENCY SPILLWAY & LEVEL SPREADER DETAILS
EROSION CONTROL APRONS & FOREBAY DETAILS
WETLANDS LOCATION I
1n7~mT nrmc rnrnmTnrT TT
( U`$ e,~o dd JL lb1-~1Jrilk.-Xll9 IN V-/ d d ll_r JL Uri 1 N 1J Ki L ~'.l V ri l Y U 1 V 11
0
0 0 Project No.:
N A
[phone] 0 EDDY ENGINEERING I 97055-2 • l ' Designed: Drawn: F S P.O. BOX 61367 RALEIGH, NC 27661 (919 954-1602 FAX [phone]
0 JLE PKS Project:
0 REVIEW COMMENTS INCORPORATED ISSUED FOR CONSTRUCTION SEAL Weddington Road Wetland Mitigation Site Scale: 1 09/24/99 JLE 17604 NTS
T m Location: Client: 0 PRELIMINARY REVIEW 12/08/98 JLE i; -
'•;F Concord, NC City of Concord Sheet Na.:
0 e September 1999 Eddy Engineering, P.C. All rights reserved. REV. DESCRIPTION DATE APPROVED ~y " ~O~ Sheet Title: I 0 F 15
0 „~so COMER, TABLE OF CONTENTS, VICINtTY MAP REVISIONS

h~ ~r
s
i
77..
Existin 9 . i
~ Stream s s
~r- Channel

ss ss ss
~ x ~
r j
i
~ f J~~~,
/ S5 ,.~j' ~i

\ ~ I y.:
~ I S5 a o 0p h
t ~ h~ ~ ~ ~i ~ ,
~
~ ; y5 w
Exi in Concrete 9 ~
ox Culverts 5~ i i
i ~
l , ~ / ~~r 55
i ~ ~ ~ ~ t ~ ~ h
Existin Sanitar g Y SB3 .
1 ~ ~ Sewer ~ n e
I ~ / I ~ ;
' f ~ ~ _ ~ 4
/ _ _ ~ ~ I ' ~ ~ ~
e ~ w
I I \ / j
1 i; i
I IT ' ~ "T` ~
I~t :t
~ ~ ~
~ d d Delineated Wetland Boundar Y
~ ~ See Sheets 14 and 15 for ~ ~
I Jurisdictional Delineated Wetland
Boundar ~ `,j y

iF .
r' I
Existin 36 CMP Cu vert, i~ ~
.S. Invert Elev. 585.31 D Existin Sanitar g y
Sewer Main
~,T.
\ ef' 1 k
~ ~
~ ~ ~ximate „ A r~ ~p
~ ~ Existin 18 CM g , . 18 CMP Culvert i - Floodwa
~ G D.S. Invert EI. , y art EI. 586.00
~ Boundar Y
A r x. w i 0 0 pp w Outlet
Protecti n A ror ~ o p ~n A ron
p

~ ~ ~ 8$4 " ~ (in De Bated
Ex~~~t~n 24 C P Culvert g
l~~etland D.S. Invert El v. 593.00
A E~oundar Y
h `~~3. j A rox. w Outlet p~
Prot ect~on ron p
~ ~ \
\ ~ ~ 884...,. Q
\
~
~ ~ ~ ~ ~ ~ ~
..u. ~ ~ 1 ~ . r
'--..583 , 583 . , i , !
~ ~ .5 i ~ 84 ~ ~ ~V _ l 584 ~ y ,
~ ~ ses ~ ~ a . - ~ S j ~ ~ ~ ~
syo\ / ~ _~e /
Sys , _ . ~ so I \ . I ?
~ ~ xistin ~6 E ~i g
w., f I
_.w_ CMP Culvert
r ~
i
L
J E stun Sediment ~ ~ l
9 ~
o~ ~ B c i Ba i n to berm v e o ed.
Existin g ~ / ~ I; \
Embankment ~ ~ ~ . s--~ 5
/ ~ ~ Ss
II I G
1
. . ~ e an ase on o o ra ~c I I
I '
ma re are os , uc e , ~ I
n c u er an. ro er Ex~ ~n San~tar p 9 Y_ ~nitar ~ Y
a
Sewer Line 0 oun arses s a e con ~rme ;r Line
r r ~ e on ac o prior o cons ruc ion.
0
3
Project No.:
0 60 120
EDDY ENGINEERING P.C. 97055-2 Designed: Drawn: P.O. BOX 61367 RALEIGH, NC 27661 [phone] FAX [phone] JLE PKS
SCALE, FEET 0 Project.
N SEAL Weddin ton Road Wetland Mitigation Site Sale: 1 REVIEW COMMENTS INCORPORATED, ISSUED FOR CONSTRUCTION 09/24/99 JLE g
n rv - o0 Contour e a 17604 NTS Location: Client:
m O PRELIMINARY REVIEW 12/08/98 JLE Concord, NC City of Concord Sheet No.: sF
September 1999 Eddy ngin rin9 c E ee P.C. All ri9its reserved. ~ REV. DESCRIPTION' DATE APPROVED L. Qy Sheet Title: 2 0F 1 E 5
0 REVISIONS all's EXISTING SITE PLAN

\ s i ~ r ~
From PB 2 to Station 4+50 i - ~ -
= 1 Distance 70.53 ~ s~ \ Cente Whole op Elev. 58 .64,
a ~ Pro osed Embankment To -
p p A ~m th ~ 150 36 6 W 1 ~ 'ect Benchmark (P #2),
v 1 Fr m i Ele . 59 .00 a Stat on ~ NC Coordin
~ ~ s~ 0+00 to Station 4+00
PI STA. ~ w N 1490895.
See Detail Sheet 5. ~5~ ~ -ss 593409.31 ~
4+50.00 C~
ss ss s v.
r / ~ r~ 1 st
r ~ /
~l ~ I f. I / I

~ ~ -f- a Pro ed Embankment
~ o Top Ele 586.75 From ~
lid Center Manhole To Elev. 590.83 ~ , ~ ; p Station 5+~0 to 15+00,
l=; \ h0
Pro ect Benchmark PB 1 , ~ ~ ~ See Detail Shee 5 & 6. Rive r
SIC Grid Coordinates. ~ 1490559.22 o 00 ~
i ~ ~ ~ o o
59 1 8.4 I; ~ E 3 2 8 ~ ~ a a
Offset Embankment Centerline 25 feet ~ ~
Grade to Elev. i ~ n..~.._.,
i ; , ; 584.80 Follow ~ o~ i~ Existing
~ o ~ ~ ~ Sewer
Wetlan . d _ ~ / Main
- i ~ ~ \ o
i , ~ Y ~ .
;l ~ x ;
~
! k
k ~ ! Outlet Control Structure,
,aI =I , ~ ~ Top of Weir Elev. 583.80,
1 ~ ~ i g+o ~ ` ~ ~ ~ ~ , Centerline @ STA 10+00.
' Level Elow S reader See ~.J m p ) a ~ o_ See Details Sheets 7, 8, & 9.
~ ~ I Detaii Sheet 1 1. ~ ~ i r I ~ 1_ k
_
i~~ i i X11 ~ -
From PB 1 Station ~ ~ L

I. 0+00 Distance = 1.95 > ,
Az 1 m u ~ h - ~ 147 3 6 ~ Jul ~ ; ,
~ i ~ ~ ~Ok~ Approximate
~ 1 ~ 'Rip Rap Outlet Flood way
- Sediment Foreba 1 ~1, ~v--,. 1, F'~rotection, See Detail Bondary
5, y v ~ 1 Sheet 13.
See Derail Sheet 13.
5Bg
'r
11 k0
Modified torm Drain tem S Ss
ee etail S e 1 S et 0 ~ Temporary
Silt Fence
984 1
im n F r Sed e t o eba 2 y
See Detail Sheet 13. ,z+~~ 1 ~1
''S
5, Emergency S~~illway Stucture,
~ ~ 5 ~ 6~°~.. k 1 Top of Spillw~ry Elev. 585.00,
k ~ Centerline @ Sta. 13+50.
~ "
EXIStIn ~ ~ A See Detail Sheet 12.
g ~
Embankment ~ X3}00 ~ 1 Gi ade to Elevation
~ ~ ~ ~ <5
~ 584.80, Follow ~
\ ~ _ Wetland Boundary. 1 1
._.„u \ ~ ~5~0
\6 ~G ~1
/
14'~~~
1
1 1
Modified Storm Drain S stem y
See Detail Sheet 10
15+ n
Access _ ccess Contractor Shall Confirm Existing
R d oa Road Sewer Location Does Not Conflict
~ mss w/ Proposed Work.
MOTE:
Contractor Shall Confirm curve ed y New Access Road
~ocati n f Pr n, o s o o ect Be ~ hmarks
J bevel Flow S reac Spreader, ~ (Contours Not Shown),
p PB 1 8c PB 2
See Detail Sheet Sheet 12. to be located and
v designed by others
o rope a Proposed
Embankn .mbankment
0
0 Project No,:
60 120
a P.C* 97055-2 EDDY~. a, Designed. Drawn. S P.O. BOX 61367 RALEIGH, NC 27661 [phone] FAX [phone]
SCALE, FEET Project: JLE PKS
N 0 SEAL Weddington Road Wetland Mitigation Site Scale: REVIEW COMMENTS INCORPORATED, ISSUED FOR CONSTRUCTION 09/24/99 JLE NTS
Contour Interval - o0 17604 ~f Location: Client: 0 PRELIMINARY REVIEW 12/08/98 JLE
y Concord, NC City of Concord Sheet No.: ,,.FNG
Se em ~er 1X99 Eddy En9ine~ringP.C. all ri is r~c 0 nese ad . REV. DESCRIPTION DATE APPROVED y ,o'O QQ ' . Sheet Title: 3_ O F 1 5 \.'O ft L. E
0 REVISIONS WETLAND MITIGATION PLAN '

`s \ itlTj
' ~ 7
~~c.; ,
~f ~ S S~.c
~ ~ ~ ;
z7
57
fs
-
SS SS
Existin ~
g ~ < ~ . i
Stream
Channel ;
i ~ i
i ~ ~ r~- -a
o o
X fi, 0
` ~R / ~ \ ~ / ~ ~ ~R
X
p r ~ O O
1 ~ ~ p O
~ V
l~' ~ F1
1 i r / , ~
~ 'elf r ' ~ O O 55 EX~St~n i g o
- X ~ Sewer ~ SB3 9
I - . - ain
~ ~ o ~
~ ~ , i ~ ~ : J
~ ~ k ~
o I J ~
L L.: ~

I Existin Concrete ` ~
9 s o Full Wetland Forest Plantinc i in - ~ Plant 9
Box Culverts
~ II W Hand Bon r Fo ow e u da , i Y ~dar , 0 y .~o : ; 9
See Detail Sheet 11. ~s;
0.72 Acres A rox. I pp i4 -'1
-
i
~
P n erma ent Poo A rox~mate ~t Pool w pp
Floodwa
m r n M r h Planti Eeet as g h Plant~n Y 9~
See Detail Sheet Bondar Sheet 11. f- y

, ~ A r A rc t ~ 0.23 c es p p j~ s A rox. pp
l^ \ 't S'.. fit, 0~
~~k
a r i` ~ I
ull Wetland Forest Forest Plantin g~
F(IwW In B~ 0 o eta d k Hand Boundar y~
. - ~
See Detail Sf^ ~4 ~ e t a ~ I Sheet 11. ' `
1.30 Acres Acres A rox. pp
00 12~
.

A~~,
.
. .
.
A ~ a- -eea_.
ses Ses
_ _

~ ~ • . asp -
XiStin E g
r m Strea
nnel Cha
55 ntractar Shall Confirm Existin Co
g
i n Does blot Conflict Sewer ~ocat o
P Work. w ro osed
55
e
0
Y a
d
4
Project No,:
o Set.. p "
0 60 120 EDDY ENGINEERING C 97055-2 ' Designed: Drawn:
C P.O. BOX 61367 RALEIGH, NC 27661 [phone] FAX [phone] JLE PKS
0 SCALE, FEET Project:
N 0 REVIEW COMMENTS INCORPORATED ISSUED FOR CONSTRUCTION 09/24/99 JLE SEAL Weddington Road Wetland Mitigation Site scale: 17604 NTS
Contour Interval - o0 m Location: Client: 0 PRELIMINARY REVIEW 12/08/98 JLE Concord, NC City of Concord Sheet o.:
REV. DESCRIPTION DATE APPROVED / ad, ,y Sheet Ttle: 4 OF 15
September 1999 Eddy Engineering, P.C. All rights reserved. Q© L. E
0 REVISIONS WETLAND PLANTING PLAN

EMBANKMENT CROSS-SECTION PROFILE PROFILE TYPICAL
STA, 0+00 to STA. 4+00 4+00
~ ~ j
~ To o Emb nkemn i p ~ i ~ ~
592 Elev. 591. ~ 592
A rox. 21' P , 10 Appr x. 24 ~
cries / Lo ation ~ ~ V ries w Loc tion I
i
590 ~ i
New Embankment Downst eam ~ 590 I
M S ope 3H:1 V, S lect Fi I w~ i 6 a M i
Y Nin. 4 a er T soil 1 6 ayer CDOT C ~ i
Y P i oe o e or icu a ew m m m ~ ps ream I
Co cre Pro ect Co Crete aver, ee Slope 3 :1V, S lect Fi I w ~ ~ Pro ect Sp cial ~ in. 4" er o soil I
588 ~ ~ P 588
i ~ ~ ~
i i ; ~ i i i
i I ~
j ~ I i I I ~ ~ ~ I
586 i ! ~ i~ i i
i 586
- - I ~ i Nor al Wat r Surf ce
~ Elevati n 583 80
~
- ' ~ Appr ximat Existi ' i ~ i - ~ I
584 g uae , I
~ ~ 584
i
i
582 ' I I I ~ ~
~ 582 i
Und rcut as Dire ed 1 V 2 Ni . i
by Engine r at Tie j
i i - n o re c , rox. ~mensions ua aPP ~ ,
r . ~ 2 Min. ~ Side to a Dete mined by Engineer After ~ ~ ! ~ I
580 i Removal of Exis ing To soil. F 580
i
i
i f J i ~ ,
(0+26) (0+24) (0+22 0+20 0+18 0+16 0+14 0+12 0+10 0+08 0+06 0+04 0+02 0+0
( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( 0 0+02 0+04 ~ ) ) 0+04 0+06 0+08 0+10 0+12 0+14 0+16 0+18 0+20 0+22 0+24 0+26 0+28 0+30
- EMBANKMENT R - C OSS SECTION PROFILE PROFILE TYPICAL
STA. 5+00 to STA. 15+00 15+00
592 ' 592
I
i
j ~ ~ I ~ ~ ~
590 ~ ~ I ' I
Ap rox. 5' i i ~ 590 ' ~ i APP ,ox. 1
~ 1 i cries w/ L cation 12 Vhries /Location
~ i
i ~ i
Top f Em ankem t,
Elev 586. 588 5as
~ New Emb an ment ownst am i ' N w Emb nkme t Upst eam
SI pe 4H 1 V, Se ect Fill w~ H I H 1V S e a Se ect Fill w i j P N ~
~ ~ i
Appr x. 6' I j
586 i i
I i a er ~ 586
A rx 1 pP o . 2 'y Stone or Atticulat,td ~
Concrete Pbver, Sze ~
Pro sions
No mal W ter Su ace I
584 Elev ion 5 3.80
4 i , _ 58 ; ~I I~ i
.t. ttYr: a~ ':>F4 d~ a...M' :~1•.,.p ~.4: n".~~~,'iY3!'~ M.'w a,:., •F+. :4;... •a1:< n rLr'.t~ at . .4 .~;.rw d~''r:+a«'..'k r.':.~ r~. • .r, ,ti, ~,:r'••,'. ~ - i
' ~ ~I
582 ' Bla ket D ain, Se App ximat Existi g 582
etail S eet 1 Groun Surfa a 1V 'Min I Min
i
C Ilector Trench See Under ut as Directe u -o enc , pprox. amen ions, c ua ~
~ D tail Sh et 12. by E gineer of Tim 2 Min, Siz to b Dete fined y Engi eer A er i j 2 Min. ~ ~ i
580 f Con tructio . Re oval f Exist n To oil. I 9 ~ ~ 580
I i I I I I I I ~ I i ~i ~ i I i i i i i
I I ~ ~ I
m 0+26 0+24 0+22 0+20 0+18 +1 ( ) ( ) ( ) 0 6 0+14 0+12 0+10 0+08 + ( ) ( ) ( ) ( ) ( ) o os o+04 0+02 0+00
a a 0+00 0+02 0+04 0+06 0+08 0+10 0+12 0+14 0+16 0+18 0+20
0
P
0 O
C +i++++ IIUf1N r~ Project No.:
C
0 EDDY ENGINEERING 97055-2 S • ) ' 'Designed: Drawn.
N Q P.O. BOX 61367 RALEIGH, NC 27661 [phone] PAX [phone] Project: PKS
N O r REVIEW COMMENTS INCORPORATED, ISSUED FOR CONSTRUCTION 09/24/99 JLE ; SEAL Weddington Road Wetland Mitigation Site Scale:
P 17604 NTS Location: Client: 0 PRELIMINARY REVIEW 2/08/98 JLE Concord, NC City of Concord Sheet No.:
c September 1999 Eddy Engineering, P
Q P.C. All rights reserved. 0 REV. ? •••a'` Qy DESCRIPTION DATE APPROVED Sheet Title: 5OF15
REVISIONS '~~~a+a++++++` EMRARKMENT CROSS-SECTIONS I