20010944 Ver 3_Stormwater Plans_20080422

01- ogA4 V3
TECHNICAL SPECIFICATIONS
RIVER'S EDGE APARTMENTS
STORMWATER MANAGEMENT PLAN
CUMBERLAND COUNTY, NORTH CAROLINA
S&EC Project No. 6820.D2-
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"lull ill Rebecca S. Peterson, P.Vc.
N.C. License No. 31266
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
TABLE OF CONTENTS
SECTION 1 - GENERAL REQUIREMENTS 1
1.1 SECTION INCLUDES 1
1.2 SUMMARY OF WORK 1
1.3 WORKFORCE EXPERIENCE 1
1.4 MEASUREMENT AND PAYMENT 1
1.5 CONSTRUCTION DOCUMENTS 1
SECTION 2 - TEMPORARY FACILITIES 1
2.1 SECTION INCLUDES 1
2.2 MEASUREMENT AND PAYMENT 1
2.3 TEMPORARY SANITARY FACILITIES 1
2.4 TRAFFIC CONTROL 1
2.5 STAGING AREA 1
2.6 COORDINATION WITH OWNER 1
2.7 PROTECTION OF EXISTING FACILITIES,
STRUCTURES AND SERVICES 2
2.8 PROTECTION OF INSTALLED WORK 2
2.9 PROGRESS CLEANING AND WASTE REMOVAL 2
2.10 FINAL CLEANING 2
SECTION 3 - QUALITY CONTROL 2
3.1 SECTION INCLUDES 2
3.2 MEASUREMENT AND PAYMENT 2
3.3 REFERENCES 2
3.4 CONSTRUCTION OBSERVATION 2
3.5 PLANTING OBSERVATION 2
3.6 SOIL TESTING 2
3.7 CONCRETE TESTING 3
SECTION 4 - SITE PREPARATION 3
4.1 SECTION INCLUDES 3
4.2 MEASUREMENT AND PAYMENT 3
4.3 UTILITY LOCATION AND PROTECTION 3
4.4 SEDIMENTATION AND EROSION CONTROL 3
4.5 CONSTRUCTION LAYOUT 3
4.6 CLEARING, GRUBBING, AND STRIPPING 3
4.7 DEWATERING 4
SECTION 5 - EXCAVATION 4
5.1 SECTION INCLUDES 4
5.2 MEASUREMENT AND PAYMENT 4
5.3 REFERENCES 4
5.5 EXCAVATION
5.6 PLANTING PREPARATION
5.7 TOLERANCES
SECTION 6 - FILLING, BACKFILLING, AND
COMPACTION
6.1 SECTION INCLUDES
6.2 MEASUREMENT AND PAYMENT
6.3 REFERENCES
6.4 FILL MATERIALS
6.5 PREPARATION
6.6 BACKFILLING, FILLING, AND SURFACE
PREPARATION
6.7 COMPACTION AND QUALITY
6.8 PROTECTION OF FINISHED WORK
6.9 TOLERANCES
SECTION 7 - CONCRETE CONSTRUCTION
7.1 SECTION INCLUDES
7.2 MEASUREMENT AND PAYMENT
7.3 REFERENCES
7.4 QUALIFICATIONS
7.5 MATERIALS
7.6 FORMS
7.7 REINFORCEMENT
7.8 CONCRETE MIX
7.9 PLACING CONCRETE
7.10 GROUTING
7.11 CONCRETE TESTING
7.12 FINISHING
7.13 CONCRETE JOINTS
7.14 REMOVING FORMS
7.15 REPAIR OF CONCRETE
7.16 PROTECTION FROM COLD WEATHER, HOT
WEATHER, AND ADVERSE WEATHER
CONDITIONS
7.17 CURING
7.18 SUBMITTALS
SECTION 8 - OUTLET CONTROL STRUCTURES
8.1 SECTION INCLUDES
8.2 MEASUREMENT AND PAYMENT
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5.4 PREPARATION 4
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8.3 REFERENCES 13 SECTION 11- PERMANENT SEEDING
8.4 MATERIALS 13 11.1 SECTION INCLUDES
8.5 PRECAST CONCRETE RISERS 14 11.2 MEASUREMENT AND PAYMENT
8.6 OUTLET BARRELS 14 11.3 REFERENCES
8.7 TRASH RACK AND ANTI-VORTEX DEVICE 16 11.4 GENERAL
8.8 EXTERNAL FLOW CONTROL DEVICE 16 11.5 SEEDBED PREPARATION
8.9 OUTLET FLARED-END SECTION 16 11.6 SEEDING
8.10 BIORETENTION UNDERDRAIN COLLECTION 11.7 SEEDING DATES
SYSTEMS 16 11.8 SOIL AMENDMENTS
8.11 SUBMITTALS 17 11.9 MULCH
SECTION 9 - BIORETENTION AREA PLANTING 18 SECTION 12 - TEMPORARY SEDIMENT AND
9.1 SECTION INCLUDES 18 ERO SION CONTROL
9.2 MEASUREMENT AND PAYMENT 18 12.1 SECTION INCLUDES
9.3 REFERENCES 18 12.2 MEASUREMENT AND PAYMENT
9.4 GENERAL 18 12.3 REFERENCES
9.5 PLANT SUBSTITUTION 18 12.4 MATERIALS
9.6 PLANTING PREPARATION 18 12.5 SILT FENCE
9.7 CONTAINER GROWN PLANTS 18 12.6 EROSION CONTROL MATTING
9.8 BALL & BURLAP PLANTS 18 12.7 TEMPORARY SEEDING
9.9 PLANT INSTALLATION 18 SECTION 13 - PERMANENT SEDIMENT AND
ERO SION CONTROL MEASURES
9.10 PLANTING PERIODS 18
13.1 SECTION INCLUDES
9.11 SUBMITTALS 19
13.2 MEASUREMENT AND PAYMENT
9.12 REMOVAL OF NUISANCE VEGETATION 19
13.3 REFERENCES
9.13 WATER FOR PLANTINGS 19
13.4 GENERAL
SECTION 10 - STORMWATER WETLAND

PLANTING
19 13.5 MATERIALS
10.1 SECTION INCLUDES 19 13.6 OUTLET PROPTECTION APRON
10.2 MEASUREMENT AND PAYMENT 19 13.7 SEDIMENT FOREBAYS
10.3 REFERENCES 19 13.8 EMERGENCY SPILLWAY
10.4 GENERAL 19 13.9 FINISHING
10.5 PLANT SUBSTUTION 20 13.10 SUBMITTALS
10.6 PLANTING PREPARATION 20 SECTION 14 - SITE MAINTENANCE
10.7 CONTAINER GROWN PLANTS 20 14.1 SECTION INCLUDES
10.8 BALL & BURLAP PLANTS 20 14.2 MEASUREMENT AND PAYMENT
10.9 SHALLOW LAND PLANTING 20 14.3 EXECUTION
10.10 SHALLOW WATER (EMERGENT) PLANTING 20
10.11 PLANTING PERIODS 20
10.12 REMOVAL OF NUISANCE VEGETATION 20
10.13 WATER FOR PLANTINGS 20
10.14 SUBMITTALS 20
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SECTION 1 - GENERAL REQUIREMENTS
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 (if applicable based on
contractual agreement(s) between Owner and Contractor).
1.2 SUMMARY OF WORK
The RIVER'S EDGE APARTMENTS STORMWATER
MANAGEMENT PLAN consists of the earthwork and construction
of two stormwater bioretention areas and one stormwater wetland and
the subsequent planting of these devices. Refer to the Construction
Drawings and to these Specifications for project details.
1.3 WORKFORCE EXPERIENCE
The Contractor is required to have the appropriately experienced
personnel on site to operate equipment and insure that the
construction sequence and installation procedures are followed as
determined by the Engineer. Contractor personnel should be familiar
with general grading, pipe installation procedures, and landscape
planting methods.
1.4 MEASUREMENT AND PAYMENT
All measurement and payment for services performed shall be as
indicated in the SPECIAL CONTRACT PROVISIONS (if
applicable) or as agreed upon in the construction contract. As such,
they are not defined in these Technical Specifications.
' 1.5 CONSTRUCTION DOCUMENTS
As described and referred to in these Specifications, Contract
Documents or Construction Documents will include the Construction
Drawings and Technical Specifications..
END OF SECTION
' S&EC Project No. 6820.D2 Page 1
River's Edge Apartments - Stormwater Management Plan
SECTION 2 - TEMPORARY FACILITIES
2.1 SECTION INCLUDES
Required temporary facilities including site access, temporary
sanitary facilities, barriers, traffic control, construction staging area,
protection of existing facilities and installed work, erosion control
measures, and general site cleaning.
2.2 MEASUREMENT AND PAYMENT
See CONTRACT PROVISIONS if applicable.
2.3 TEMPORARY SANITARY FACILITIES
Provide and maintain required sanitary facilities and enclosures. No
permanent sanitary facilities exist at the project site.
2.4 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.
2.5 STAGING AREA
Areas will be designated on the site for staging of Contractor's
equipment and construction materials for the duration of construction.
These areas shall be maintained so as to provide a sightly appearance
and a safe working environment. No other areas shall be used for this
purpose without the approval of the Owner and Engineer.
Storage of oil or fuel shall be confined to the construction staging
areas. Refueling of all vehicles and equipment shall occur only in the
staging areas. Refueling of non-mobile equipment located outside of
the staging areas will be allowed with Engineer approval. No
refueling shall occur within fifty feet of any excavation, the stream
channel or any other surface water or wetlands. The Contractor shall
take appropriate measures to ensure safe fueling procedures are
followed.
Contractor shall provide appropriate spill prevention measures. The
Contractor shall provide a spill containment plan for both the staging
areas 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.
2.6 COORDINATION WITH OWNER
Perform coordination with Owner and schedule work to ensure
limited disruption of daily operations of Owner. Obtain approval
from Owner prior to the disruption of any access to site utilities,
structures, or locations. Coordinate 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 to Owner. Access to construction site shall be limited to
the entrance designated by the Owner. Only access points approved
by the Owner shall be used during construction.
TECHNICAL SPECIFICATIONS
March 2008
2.7 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 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 services where necessary.
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.
2.8 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.
2.9 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.
2.10 FINAL CLEANING
Execute final cleaning prior to final project walkthrough with
Agencies, Owner, and Engineer. Clean site and all installed work.
Remove waste and surplus construction materials, rubbish, temporary
sanitary, and construction facilities from the site.
SECTION 3 - QUALITY CONTROL
3.1 SECTION INCLUDES
Observation of construction, bioretention planting, stormwater
wetland planting, independent testing, laboratory soil and concrete
testing and reporting.
3.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
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 herein or are required by
applicable codes.
FILLING, BACKFILLING, AND COMPACTION of these
Specifications
CONCRETE CONSTRUCTION of these Specifications
STORMWATER WETLAND PLANTING of these Specifications
BIORETENTION AREA PLANTING of these Specifications
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements I
shall apply. All conflicts will be brought to the attention of the
Engineer for resolution prior to construction.
3.4 CONSTRUCTION OBSERVATION
The Owner has engaged the Engineer or his representative to
periodically observe construction operations as required in these
Specifications. 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. The
Contractor shall notify the Engineer a minimum of 48 hours in
advance of key construction components as described in the
Construction Sequence as shown on the Drawings.
3.5 PLANTING OBSERVATION
END OF SECTION The Owner has engaged the Engineer or his representative to observe
planting operations as required in these Specifications. 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 and the construction site as
required. The Contractor shall notify the Engineer a minimum of 48
hours in advance of key construction components as described in the
Construction Sequence as shown on the Drawings.
3.6 SOIL TESTING
The Owner may arrange for independent soil laboratory testing as
required in these Specifications. Reports will be submitted
concurrently to the Engineer, Owner, and Contractor, documenting
observations and results of tests and indicating compliance or
non-compliance with Contract Documents immediately following
testing.
Testing or inspecting does not relieve Contractor of obligation to
perform Work to contract requirements. The Contractor shall allow
S&EC Project No. 6820.132 Page 2 TEC14NICAL SPECIFICATIONS '
River's Edge Apartments - Stormwater Management Plan March 2008
testing personnel access to materials and the construction site as
required.
3.7 CONCRETE TESTING
The Owner may arrange 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, documenting observations and results of tests and
indicating compliance or non-compliance with Contract Documents
immediately following testing.
Concrete testing shall be performed in accordance with these
Specifications as described in CONCRETE TESTING. Testing or
inspecting does not relieve Contractor of obligation to perform Work
to contract requirements.
' END OF SECTION
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 and temporary
sediment and erosion control measures.
4.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
4.3 UTILITY LOCATION AND PROTECTION
The Contractor shall locate or arrange for the location of 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
The Engineer has assumed that land disturbance associated with this
project is included in the previously approved Erosion and Sediment
Control Plan prepared by others. The Contractor shall confirm this
assumption prior to construction. The site Contractor will be
responsible for the installation, inspection, repair, and
supplementation of all erosion control measures. 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.
At a minimum, these temporary erosion and sediment control
measures as described in TEMPORARY SEDIMENT AND
EROSION CONTROL shall be installed. 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 CONSTRUCTION LAYOUT
The Contractor is responsible for the construction surveying and
layout. The maintenance and preservation of the construction stakes
is the responsibility of the Contractor. The replacement of damaged
or disturbed construction stakes or supplemental staking will be the
Contractor's responsibility. The Contractor is required to have a laser
level or other equivalent equipment available on site during the entire
period of construction to check grade/elevations as construction
progresses.
4.6 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.
' S&EC Project No. 6820.132 Page 3 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008
In areas where grading will be implemented, the existing top four
inches of soil should be removed and stockpiled prior to excavation
or construction efforts.
4.7 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 shall fill or other construction materials be
placed in excavations containing standing water without approval of
the Engineer.
SECTION 5 - EXCAVATION
5.1 SECTION INCLUDES
Provide all necessary equipment and labor to excavate for
construction of stormwater bioretention areas, stormwater 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 if applicable.
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 from damage as described in
SITE PREPARATION. Notify utility companies and coordinate for
and/or install protection of utilities where necessary. The Contractor
shall notify the Engineer a minimum of 48 hours in advance of key
construction components as described in the Construction Sequence
as shown on the Drawings.
5.5 EXCAVATION
Protect all utilities and structures that may be damaged by excavating
END OF SECTION work. In areas where grading will be implemented, the existing top
six inches of soil should be removed and stored prior to construction
or reconstruction efforts. Excavated areas shall be constructed to line,
slope, and dimension described in the Drawings. Boundaries of
graded areas will be graded such to form a smooth blended interface
with the surrounding ground surface.
In areas where bioretention areas (including underdrain) and
stormwater wetland (to include open water pools, forebays, and
connecting channels) 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 bioretention areas, wetland
embankment keyway, embankment, appurtenances, and other site
work as shown on the Drawings.
These areas shall be undercut 12" to 18" below the final grade
specified on the Drawings. These areas will be backfilled to final
grade with topsoil or other suitable material (deemed of sufficient
quality by the Engineer) as described in FILLING, BACKFILLING
AND COMPACTION.
Excavate subsoil to accommodate bioretention areas, and other site
grading as shown on the Drawings. 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.
S&EC Project No. 6820.D2 Page 4 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008 ,
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
50,000 lb. class Excavator, 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 '/2 cu. yd. solid volume is encountered
above required excavation,
Engineer may direct adjustment in construction elevations based on
site and sub-surface conditions encountered during construction.
Adjustment of elevations shall not be a basis for additional payment.
Correct areas over excavated in accordance with FILLING,
BACKFILLING, AND COMPACTION. Stockpile select excavated
material on-site for re-use in backfill where appropriate. Stockpile
location shall be subject to Owner and Engineer approval. Excess
material not utilized during construction shall be removed from the
site and disposed of at the Contractor's expense. No additional
payment will be made for material haul and disposal.
5.6 PLANTING PREPARATION
The stockpiled topsoil should be redistributed as directed by the
Engineer along the outside rim of the bioretention areas, along
constructed embankment and in other areas where permanent seeding
as described in PERMANENT SEEDING and wetland planting as
described in STORMWATER WETLAND PLANTING of these
Specifications in preparation of stabilization operations as described
in TEMPORARY SEDIMENT & EROSION CONTROL of these
Specifications. No topsoil shall be placed in the bioretention area,
only along the outside edge.
In area where stormwater wetland 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.
5.7 TOLERANCES
Top surface of bioretention graded areas (where applicable): Plus or
minus two inches from required elevation.
Top surface of stormwater 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 stormwater wetland undercut (where applicable): Plus
or minus three inches from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus two inches
from required elevations.
END OF SECTION
S&EC Project No. 6820.D2 Page 5
River's Edge Apartments - Stormwater Management Plan
SECTION 6 - FILLING, BACKFILLING, AND COMPACTION
6.1 SECTION INCLUDES
Provide all necessary equipment and labor to perform filling,
backfilling of bioretention areas, construction of stormwater 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
TEMPORARY SEDIMENT & EROSION CONTROL,
BIORETENTION AREA PLANTING, AND STORMWATER
WETLAND PLANTING of these Specifications.
6.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
6.3 REFERENCES
ASTM D2487 - Classification of Soils for Engineering Purposes
(Unified Soils Classification System).
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)
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements
shall apply.
6.4 FILL MATERIALS
Material 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.
Waste areas may be available in the immediate vicinity of the project
site. Coordination with the Owner for waste areas is the
responsibility of the Contractor. If soil excavated during cut
operations is not re-used and no waste areas are available onsite, 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.
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.
Fill media for bioretention areas shall be of the consistency and
specification shown on the Drawings. Fill media shall be tested at
the Contractors expense. Results of soils tests shall be provided to
TECHNICAL SPECIFICATIONS
March 2008
the Engineer and Owner for review and approval. No variance from
specifications shall be allowed without the approval of the Engineer.
Material specifications for construction of the seepage protection
diaphragm are given in OUTLET CONTROL STRUCTURES.
6.5 PREPARATION
Within trenches excavated for bioretention areas and stormwater
wetland outlet pipe or structure installation, compact subgrade to
density requirements for subsequent backfill materials. Cut out soft
areas of subgrade not capable of compaction in place. Backfill with
ordinary fill material and compact to density equal to or greater than
requirements for subsequent fill material. No other areas within the
footprint of the bioretention areas shall be compacted.
For stormwater wetland embankment construction, 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 embankment.
6.6 BACKFILLING, FILLING, AND SURFACE
PREPARATION
Loose materials within excavated bioretention areas shall be removed
by hand as necessary to reduce potential for compaction of in-situ
soils.
Bioretention media material shall be placed loosely in even lifts of no
greater than 12 inches within excavated bioretention areas. No
compaction effort shall be applied. Drop height of material shall not
exceed 2 feet. Care shall be taken not to disturb riser, barrel, or
under-drain system during backfilling operations.
For trenches excavated for pipe placement, backfill areas to contours
and elevations with unfrozen materials. For backfilling of trench
excavated for pipe installation and other low points, lift thickness
shall not exceed 12". Do not backfill over porous, frozen, or spongy
subgrade surfaces. Employ a placement method that does not disturb
or damage other work. Slope grade minimum 2 inches in 10 feet,
unless noted otherwise. Make gradual grade changes. Blend slope
into level areas. 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.
Earth fill in embankments, 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
S&EC Project No. 6820.D2 Page 6
River's Edge Apartments - Stormwater Management Plan
proper bond with the succeeding layer, it shall be scarified '
parallel to the axis of the fill to a depth 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 '
ensure effective drainage, and except as otherwise specified
for drain fill zones. If the Drawings or Specifications
require, or 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.
5. 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. Any pipes installed in an embankment as part of an outlet '
control structure shall be installed and bedded as described
in OUTLET CONTROL STRUCTURE and as shown on the
Drawings.
Earth fill in areas where the stormwater wetland will be constructed '
shall be placed so as to meet the following additional requirements:
1. 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.
4. 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.
Independent testing laboratory, described in QUALITY CONTROL,
may monitor backfill and fill placement. If tests indicate backfill or
fill material does not meet specified requirements, remove, replace,
and retest backfill or fill.
6.7 COMPACTION AND QUALITY
No compaction effort shall be applied within the footprint of the
bioretention areas or to the bioretention media, other than described
in Section 6.5. Compaction above and beneath bioretention
riser/barrel systems shall be performed using the appropriate
equipment. Compacted areas shall be trafficked with the equipment
minimum of two passes in both directions for each compacted soil
lift.
For construction of the stormwater 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
TECHNICAL SPECIFICATIONS
March 2008
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 (100%) of its
specified 28-day strength.
For construction of the stormwater wetland area, place topsoil or
other approved material to grade and thickness as shown on
Drawings. Topsoil shall be compacted to a relative density of 85
percent or greater. Lift thickness shall not exceed 12".
6.8 PROTECTION OF FINISHED WORK
Protect finished work. Reshape and re-compact fills subjected to
vehicular traffic or damage by erosion.
6.9 TOLERANCES
Top surface of graded bioretention areas (where applicable): Plus or
minus two inches from required elevation.
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 (where applicable): Plus or minus
three inches from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus two inches
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 304R - Guide for Measuring, Mixing, Transporting, and Placing
Concrete
ACI 305R - Recommended Practice for Hot Weather Concreting
ACI 306R - Recommended Practice for Cold Weather Concreting
ACI 308 - Standard Practice for Curing Concrete
ACI 318 - Building Code Requirements for Reinforced Concrete
ACI 347 - Recommended Practice for Concrete Protect finished
Formwork
ACI SP-66 - American Concrete Institute - Detailing Manual
ASTM A 82 - Cold Drawn Steel Wire for Concrete Reinforcement
ASTM A 185 - Standard Specifications for Welded Steel Wire
Fabrics for Concrete Reinforcement
ASTM A 615 - Standard Specification for Deformed and Plain Billet-
Steel Bars for Concrete Reinforcement
ASTM C 33 - Standard Specification for Concrete Aggregates
ASTM C 94 - Standard Specification for Ready-Mix Concrete
ASTM C 150 - Standard Specification for Portland Cement
ASTM C 171 - Standard Specification for Sheet Materials for Curing
Concrete
ASTM C 260 - Standard Specification for Air-Entraining Admixtures
for Concrete
ASTM C 309 - Standard Specification for Liquid Membrane-
Forming compounds for Curing Concrete
ASTM C 494 - Standard Specification for Chemical Admixtures for
Concrete
ASTM C 618 - Standard Specification for Fly Ash and Raw or
Calcified Natural Pozzolan for Use as a Mineral Admixture in
Portland Cement Concrete.
S&EC Project No. 6820.D2 Page 7 TECHNICAL SPECIFICATIONS
' River's Edge Apartments - Stormwater Management Plan March 2008
ASTM C 1116 - Standard Specification for Fiber-Reinforced
Concrete and Shotcrete
ASTM D 412 - Standard Test Methods for Vulcanized Rubber and
Thermoplastic Rubbers and Thermoplastic Elastomers - Tension
ASTM D 994 - Preformed Expansion Joint Filler for Concrete
(Bituminous Type)
ASTM D 1751 - Standard Specification for Preformed Expansion
Joint Filler for Concrete Paving and Structural Construction
(Nonextruding and Resilient Bituminous Types)
ASTM E 329 - Standard Practice for Use in the Evaluation of Testing
and Inspection Agencies as Used in Construction
CRD-0572-74 - Corps of Engineers Specifications for Polyvinyl
Chloride Waterstops
CRSI - Concrete Reinforcing Steel Institute -Manual of Standard
Practice
PS 1 - Construction and Industrial Plywood
QUALITY CONTROL of these Specifications
FILLING, BACKFILLING AND COMPACTION of these
Specifications
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
Contractor.
1. The Concrete Producer:
The concrete producer shall have not less than 5 years
experience in the production of structural concrete and shall
have previously supplied concrete for not less than 5 projects
similar in scope to this project.
a. Batch Plants shall comply with the requirements of ACI
304R, 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 Owner
and the acceptance of 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.
c. All equipment shall conform to the requirements of
ASTM C 94, unless otherwise modified by these
project Specifications.
2. Testing Agencies:
Owner may, at its discretion, retain and pay for the services of
an independent testing laboratory or qualified technician
working under the direct supervision of Engineer to ensure that
the concrete test cylinders are prepared in accordance with
ASTM standards.
S&EC Project No. 6820.D2 Page 8
River's Edge Apartments - Stormwater Management Plan
a. Testing agencies employed for concrete testing and
inspection services shall conform to the requirements of
ASTM E 329. When requested by Engineer, each
testing agency shall provide satisfactory evidence to
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.
b. Test reports shall be furnished to Engineer in triplicate
immediately following each day's testing.
7.5 MATERIALS
1. Reinforcing Bars:
a. Bars shall be rolled from new billet-steel of domestic
manufacture conforming to ASTM A 615, Grade 60.
Reinforcement shall be furnished, fabricated and placed
in conformity with the shape and dimensions shown on
the Drawings and as specified.
b. 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 Engineer.
Contractor's Proposal shall be based on reinforcement
steel as specified, not on steel from re-rolled stock.
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 ACI 304R, 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 Owner and the
acceptance of Engineer. All equipment shall conform to the
requirements of ASTM C 94, unless otherwise modified by ,
these project Specifications. Contractor shall submit
Aggregate Tests and a Concrete Mix Design for approval by
Engineer. ,
TECHNICAL SPECIFICATIONS
March 2008 ,
' Concrete shall be furnished, and placed in conformity with the
shape, dimensions and consistency shown on the Drawings and
' as specified. Cement, water, aggregate and additives (air-
entraining admixtures) shall conform to ACI 318. Cement test
certificates shall be delivered to Engineer upon request.
Maximum aggregate size shall be 1 '/2 " unless otherwise noted.
' 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 ASTM C 260, 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 4.2.1 of ACI 318.
iii. Water-reducing, retarding, or accelerating
' admixtures shall conform to ASTM C 494, unless
otherwise modified by these Specifications. Such
admixtures shall be subject to approval by
Engineer as to Manufacturer, type, and
' proportions.
b. Cement:
i. Portland cement shall conform to ASTM C 150,
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. 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 and under no circumstances will Class
' C fly ash be used.
ii. High-Early Strength Portland cement shall
conform to ASTM C 150, Type III.
c. Aggregates for concrete shall conform to ASTM C 33.
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 follows: for footing, 1 '/z ", for all
other concrete, 3/4", except masonry fill, 3/8".
d. Water shall be clean, and free from
injurious amounts of oils, acids, alkalis, organic
materials, or other deleterious substances.
7.6 FORMS
' Forms shall be construction 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 may be used as forms for vertical surfaces for footings. In
such cases, cuts shall be approved by Engineer prior to the placement
of reinforcement and concrete. Unless so directed, 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 materials and labor to obtain grade as directed by Engineer at
no additional cost to 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 FILLING,
BACKFILLING, AND COMPACTION of these Specifications or as
directed by Engineer.
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
scale, loose rust, paint, oil or other foreign materials.
Field bending of reinforcing bars shall be permitted with the use of
appropriate bending apparatus. All bars shall be cold bent. Heat
shall not be applied during bending.
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 Drawings 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 Drawings. The splicing of bars will not be permitted without
the written approval of Engineer, except where shown on the
Drawings. 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 48 bar diameters,
unless otherwise noted on the Drawings.
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 observed and
approved by 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.
' S&EC Project No. 6820.D2 Page 9
River's Edge Apartments - Stormwater Management Plan
TECHNICAL SPECIFICATIONS
March 2008
7.8 CONCRETE MIX
Properties and Location of Concrete:
Property Specification
Minimum 28-Day Compressive
"
" 4000 psi
Strength (6
x12
Cylinders)
Maximum Allowable Coarse 1
5" Stone
Aggregate Size and Type .
Slump 2"-4"
Total Air Content By Volume* 4'/2%+/- 1 ''/2%
Maximum Water/Cement 0.45
Ratio**
*Air entrainment shall be adjusted based on actual maximum
aggregate size according to ACI318
** Including free surface moisture on aggregate and liquid
admixtures. Water Cement (WIC) ratio is maximum
permissible ratio for concrete when strength data from f eld
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 C 94. All concrete shall be air-entrained.
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
Engineer before the placement of any concrete. Water shall not be
added 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 observed and approved by 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 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 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° F without permission of Engineer.
Concrete shall be placed in daylight unless an adequate lighting
system meeting the approval of Engineer is provided.
Additional concrete to be placed against hardened concrete of either
existing or new construction shall be done in accordance with
CONCRETE JOINTS of these Specifications. 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 Contractor for review
by 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, "Placing Concrete by
Pumping Methods."
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, 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.
Contractor shall provide Portland cement grout under all pre-cast
concrete structure bases, if applicable, as described in these
Specifications and as shown on the Drawings. Contractor shall clean
the base surface prior to placement of grout. Bedding grout shall be
placed solidly between bearing surfaces and bases to ensure that no
voids remain.
7.11 CONCRETE TESTING
Owner may, at its discretion, retain and pay for the services of an
independent testing laboratory or qualified technician, as described in
QUALIFICATIONS of these Specifications, who will work with
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 may, at
Owner's discretion, be conducted in accordance with QUALITY
CONTROL of these Specifications. Concrete not attaining specified
slump or compressive strength shall be removed from the site by
Contractor at no expense to 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. Slump shall
S&EC Project No. 6820.D2 Page 10 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008 '
under no circumstances exceed 4". A slump test will be made with
the collection of every compressive strength sample.
Compressive strength of concrete, if required, 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 per sample is to be tested at seven (7) days if requested by
Engineer. Remaining cylinders are to be tested at 28 days, unless
otherwise directed by 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 was
taken; Slump; and Inspector's Name.
Test reports shall be furnished to 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 +/-'/z" of
elevations shown on Drawings. Finishing shall be accomplished with
a combination of equipment approved by 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 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 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 REPAIR OF CONCRETE of these
Specifications.
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 during construction only as shown
on the Drawings and shall be formed true to line and square.
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
S&EC Project No. 6820.D2 Page 11
River's Edge Apartments - Stormwater Management Plan
surfaces and an acceptable bond is obtained. If the concrete surface
to be cast against can not be adequately roughened, then the existing
surface shall be picked, brushed clean, and coated with neat grout for
a proper bond.
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 Engineer is provided. 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.
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
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 Engineer from
Contractor, ACI 306R 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 40° F, the
concrete shall have a temperature of between 60° F and 90° 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
TEC14NICAL SPECIFICATIONS
March 2008
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 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 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 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 305R, and Contractor shall take appropriate
steps to prevent the concrete from exceeding 90°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 Contractor to adequately protect the concrete from
adverse weather conditions shall be repaired or removed and replaced
by Contractor as directed by Engineer at no cost to Owner. A curing
day shall be defined as in CURING of these Specifications.
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 Engineer:
1. Continuous water spray (slab only)
2. 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.
3. 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 ASTM C 309, Type 1-D, and
S&EC Project No. 6820.D2 Page 12
River's Edge Apartments - Stormwater Management Plan
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.
5. 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, concrete curing paper conforming to ASTM C
171, 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 4 inches and seal
continuously with masking or pressure-sensitive tape
and provide sufficient weights over paper to prevent
separation from concrete surface.
7.18 SUBMITTALS
For review Contractor shall submit data for the following items
specified in this Section if requested:
1. Concrete Delivery Tickets for all concrete
2. Concrete Plant Certification that all concrete meets
requirements of these specifications
END OF SECTION
TECHNICAL SPECIFICATIONS
March 2008
SECTION 8 - OUTLET CONTROL STRUCTURES
8.1 SECTION INCLUDES
This section consists of the general requirements for the construction
of all components of the two bioretenton outlet control structures to
include, but not limited to the pre-cast concrete riser structure, the
outlet barrel (CPP), and the underdrain collection system as well as
the construction of all components of the stormwater wetland primary
spillway structure to include, but not limited to the riser structure
with anchor slab, the reinforced concrete pipe (RCP) barrel, outlet
flared-end section with locking collar, and the seepage collection
diaphragm.
8.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
8.3 REFERENCES
The following Specifications and methods form apart of this
specification:
NCDOT - Standard Specifications for Roads and Structures
ASTM C76 - Standard Specification for Reinforced Concrete
Culvert, Storm Drain, and Sewer Pipe
ASTM C443 - Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets
ASTM C478 - Standard Specification for Precast Reinforced
Concrete Manhole Sections
AASHTO M252 - Standard Specifications for Corrugated
Polyethylene Drainage Tubing
ASTM A36 - Standard Specifications for Structural Steel
ASTM A276 - Standard Specifications for Stainless and Heat-
Resisting Steel Bars and Shapes
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
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
AWWA C501 -American Water Works Association
S&EC Project No. 6820.D2 Page 13
River's Edge Apartments - Stormwater Management Plan
EXCAVATION of these Specifications
FILLING, BACKFILLING, AND COMPACTION of these
Specifications
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
bioretention outlet control structure (including the riser and barrel),
and underdrain collection system, and stormwater wetland primary
spillway structure (including the riser, barrel, and flared-end section),
and seepage collection diaphragm.
Precast concrete structures (manhole structures and concrete chairs):
Shall be furnished, fabricated and placed in conformity with the
shape and dimensions shown on the Drawings and as specified.
Manhole sections 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. 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 external flow control devices or flow appurtenances.
Concrete shall be capable of withstanding the loads applied during
gate operation at maximum unseating head of IS feet. Lift holes
shall not be cast into units. Concrete Chairs used for installation of
reinforced concrete pipe may be cast either onsite or offsite.
Reinforced Concrete Pipe (Outlet Barrel): Pipe shall be ASTM C76,
Class III Reinforced Concrete Pipe with a nominal internal diameters
as shown on the Drawings.
Rubber Gasket Joints: Joints for Reinforced Concrete Pipe shall be
rubber gasket joints as per ASTM C443.
Valve and Pipe: Pipe shall consist of ductile iron with a nominal
internal diameter as shown on the Drawings and shall conform to
ANSI/AWWA C150/A21.50 and ANSI/AWWA C151/A21.51
Pressure Class 350. The valve shall be a cast iron gate valve sized to
fit the pipe with no leaking. A handwheel compatible with the valve
stem shall be provided.
Drain Pipe and Fittings: Shall be AASHTO M252 Type S or SP
(Smooth Interior, Corrugated Exterior) with a nominal internal
diameter of 4 inches. Use perforated pipe inside seepage diaphragm
and solid pipe outside seepage diaphragm. Maximum 0.5 inch
perforations.
Hypalon Bands: Shall have a minimum thickness of 36 mils. Band
shall be bonded to concrete with a 2-inch epoxy strip both top and
bottom. Apply epoxy to both surfaces. Bond Hypalon to itself in
accordance with manufacturer's recommendations. Only one splice
allowed per band.
Nonwoven Geotextile Fabric: 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
TECHNICAL SPECIFICATIONS
March 2008
will be rejected if it has defects, rips, holes, flaws, deterioration, or
damage incurred during the manufacture, transportation, or storage.
Bioretention Underdrain Nonwoven Geotextile Fabric: Geotextile
shall be a nonwoven fabric with a minimum weight of 4 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.
(4-ounce nonwoven geotextile to be used in bioretention area
underdrain installation only. All other references to nonwoven
geotextile should use 6-ounce fabric referenced on Sheet 13).
NCDOT Coarse Aggregate Size #57: Shall conform to gradation
requirements of Table 1005-1, NCDOT Specifications.
8.5 PRECAST CONCRETE RISERS
BIORETENTION AREAS:
The Contractor shall furnish all labor, tools, equipment, materials,
supplies and other requirements necessary for the installation of the
bioretenion risers as shown on the Drawings.
All joints on the riser shall be sealed with joint binder and wrapped
externally with a hypalon band.
Pumps shall be utilized to keep the excavation free of standing water
during construction.
The Contractor may utilize a layer of crushed stone in the excavation
for leveling purposes. Stone thickness shall not exceed 4 inches.
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.
STORWATER WETLAND:
The Contractor shall furnish all labor, tools, equipment, materials,
supplies and other requirements necessary for the installation of the
stormwater wetland riser in the cast-in-place reinforced concrete slab
footing, and the reinforced concrete pipe cradle as shown on the
Drawings and described in CONCRETE CONSTRUCTION.
The anchor footing for the riser shall be cast in two steps, the first to
provide a foundation for the support of the precast riser units, the
second to anchor the riser base and outlet barrel to the anchor footing.
Once the lower portion of the footing has cured sufficiently, the
surface shall be cleaned and the base of the precast riser unit shall be
placed in a neat Portland cement grout on the footing. The riser unit
shall be placed in wet grout. Bedding grout shall be placed solidly
between bearing surfaces and bases to insure that no voids remain.
The base shall be drilled and doweled using reinforcing steel as
shown on the Drawings prior to the placement of the second section
the concrete anchor slab.
Precast concrete units 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 bars and other embedded items shall be provided by the
Contractor. Materials shall not be unloaded by dropping, throwing or
S&EC Project No. 6820.D2 Page 14
River's Edge Apartments - Stormwater Management Plan
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.
8.6 OUTLET BARRELS
BIORETENTION AREAS:
The Contractor shall furnish all labor, tools, equipment, materials,
supplies and other requirements necessary for the installation of the
corrugated plastic pipe (CPP) outlet barrel as described herein and
shown on the Drawings.
Each joint shall be wrapped with nonwoven geotextile as specified
below. Joints shall be overlapped with nonwoven geotextile a
minimum of 12" wide, centered on the joint. Geotextile wraps shall
be taped on both sides of joint to reduce the potential for movement
during backfill operations.
Subgrade preparation for the pipe shall be performed immediately
prior to placement of pipe with required joint gaskets 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. Correction of a subgrade that is too low shall be done only
by placing and compacting suitable material (approved by the
Engineer) over the entire width of trench and regrading.
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.
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 bedding
disturbed during the installation of the pipe shall be repaired prior to
resuming the placement of the pipe and placement of the concrete
cradle. The pipe shall be installed with the bell ends in the direction
of laying. Pipeline for gravity means 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 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.
If any defective pipe or fittings are discovered after installation, they
shall be removed and replaced with sound pipe and fittings or shall be
TECHNICAL SPECIFICATIONS
March 2008
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 during backfill operations or 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 system during subsequent,
embedment and backfill operations. In no case will impact or
unbalanced 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 " in diameter will not be allowed within
the trench limits. If material excavated is not suitable, special backfill
of local suitable soil shall be used.
STORMWATER WETLAND:
' The Contractor shall furnish all labor, tools, equipment, materials,
supplies and other requirements necessary for the installation of
reinforced concrete pipe (RCP) and supporting concrete cradle as
described herein and shown on the Drawings.
Each joint shall be wrapped with nonwoven geotextile as specified
below. Joints shall be overlapped with nonwoven geotextile a
minimum of 24" wide, centered on the joint. Geotextile wraps shall
be taped on both sides of joint to reduce the potential for movement
during concrete placement or backfill operations.
Concrete cradle, reinforced concrete pipe with concrete support
chairs, and pipe fittings shall be placed, laid and located as shown on
the Drawings to ensure proper connection to the precast manhole
structure at the upstream end and the outlet control structure at the
downstream end. Subgrade preparation for the pipe cradle shall be
' performed immediately prior to forming, placing of pipe support
devices and reinforcing steel, and placement of pipe with required
joint gaskets 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 I" 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 concrete
pipe cradle for the entire length in such a manner that a uniform and
continuous bearing and support on solid and undisturbed ground is
' S&EC Project No. 6820.D2 Page 15
River's Edge Apartments - Stormwater Management Plan
provided for the concrete cradle and in turn each pipe for its entire
length between bells. The subgrade shall allow the pipe, and
concrete support chair devices 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 (approved by the Engineer) over the entire width of trench
and regrading.
It shall be the responsibility of the Contractor to provide adequate
bearing for the concrete cradle, concrete support chairs, and 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. Only pre-cast concrete support chairs shall be
used to support the pipe in place prior to the placement of reinforcing
steel and concrete. 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 concrete support chairs placed on prepared subgrade or
improved bedding. Any bedding disturbed during the installation of
the pipe shall be repaired prior to resuming the placement of the pipe
and placement of the concrete cradle. The pipe shall be installed with
the bell ends in the direction of laying. Pipeline for gravity means
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 concrete support chairs or portion of the concrete pipe cradle 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.
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
TECHNICAL SPECIFICATIONS
March 2008
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 during the placement of the concrete pipe cradle or 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 and pipe cradle so as to insure
adequate lateral and vertical stability of the installed pipe system
during subsequent, embedment and backfill operations. In no case
will impact or unbalanced 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" in diameter 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 TRASH RACK AND ANTI-VORTEX DEVICE
The Contractor shall provide all labor, materials, equipment, and
services necessary for the proper completion of work and any
necessary fabrication work associated with the Stormwater Wetland
and as 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. Contractor shall install a
pre-fabricated device 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 precast concrete unit
shall be installed in the unit prior to the installation of precast unit on
the underlying section of riser. 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 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.
Unless otherwise noted on the Drawings or where anchors are to be
built into concrete, the items shall be secured to the work with
chemical adhesive anchor bolts. Items shall not be fastened to wood
plugs in the masonry or concrete.
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 items which are stored at the project site shall be at
least 4 inches above the ground on platforms, skids, or other supports
and shall be protected from corrosion. Other materials shall be stored
S&EC Project No. 6820.D2 Page 16
River's Edge Apartments - Stormwater Management Plan
in a weather-tight 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 on the stormwater wetland riser
the following valve assembly on the stormwater wetland outlet
structure as shown on the Drawings and specified herein.
VALVESCHEDULE
Size Body Operator
Qty.
Rqd. Inside
Dia. Type Material (Manual or
Electric)
1 6-inch Gate Cast Iron Manual
The valve shall be subject to approval or rejection by the Engineer
before installation. The valve shall be installed in accordance with
manufacturer's recommendations. The valve shall be installed and
adjusted by Contractor in a workmanlike manner. A handwheel
compatible with the valve stem shall be provided.
It shall be Contractor's responsibility to handle, store, and install gate
valve and pipe sections in accordance with the manufacturer's
suggestions. Stem threads shall be lubricated prior to operation of the
gate.
After installation and before the valve is put into operation, a leakage
test may be required at the option of the Engineer in accordance with
AW WA C501. Excess leakage shall be reduced to the allowable
leakage by means acceptable to the Engineer.
8.9 OUTLET FLARED-END SECTION
The Contractor shall provide all labor, materials, tools and other
items necessary to furnish and install on the stormwater wetland
barrel the outlet flared-end section as shown on the Drawings and
specified herein. Contractor shall perform cast-in-place concrete
work for outlet control structure as specified in CONCRETE
CONSTRUCTION.
8.10 BIORETENTION UNDERDRAIN COLLECTION SYSTEMS
The Contractor shall provide all labor, materials, equipment, and
services necessary for the proper completion of work and any
necessary fabrication work indicated on the Drawings and specified
herein. Contractor shall install the underdrain collection systems for
the two bioretention areas to the sizes, shapes and profiles shown.
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. Underdrain collection systems shall be
constructed in the presence of the Engineer.
Trench excavated for the underdrain system shall be approved by the
Engineers prior to the placement of system materials. The trench
shall be dug to the required alignment and depth as shown on the
Drawings or as 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 to a minimum. Loose material shall be removed
by hand.
TECHNICAL SPECIFICATIONS
March 2008
' 4-ounce geotextile fabric shall be placed in the trench free of tears
and folds. Fabric shall be placed against trench walls to eliminate
' voids and reduce the potential for tearing of fabric during backfill
operations. Aggregate shall be carefully placed in trench in lift
thicknesses of not more that 3 inches. Install drain pipes for
discharge to the outlet control structure as shown on the Drawings.
' Solid pipe segment 2 feet in length shall be used to connect perforated
pipe to riser structure.
Care shall be taken during loading, transportation, unloading, and
installation to prevent damage to the pipes or fittings. All pipe 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 perfectly fitted. The pipe shall be installed
with the bell ends in the direction of laying. Drain pipes shall be
installed at a minimum slope of 0.5%. Perforated pipe shall be
installed inside the underdrain collection system with solid pipe
installed at the interface with the outlet structure.
¦ Care shall be taken to avoid damage to drain pipes, riser, or outlet
barrel during construction of underdrain collection system. All
' foreign matter or dirt shall be removed from the interior and ends of
the pipe and accessories before it is placed into the trench.
Backfilling of aggregate around pipe shall be performed by hand in
layers not to exceed 3 inches. Aggregate shall be placed uniformly
' and simultaneously on both sides of the pipe so as to insure adequate
lateral and vertical stability of the installed pipe during subsequent
embedment and backfill operations. In no case will impact or
unbalanced deposits of aggregate materials be allowed. All pipe
' joints shall be securely taped in place to avoid separation during
backfilling.
The upstream end of each collection pipe shall be connected to a
' vertical section of non-perforated pipe to allow for system flushing
and cleanout. The cleanout pipe shall be of sufficient length to
extend a minimum of 1.0 feet above the top of the mulch layer. The
Contractor shall secure the cleanout pipe in such a fashion that it
remains in place during backfill of planting media. The top of the
cleanout pipe shall be fitted with a removable but secure cap.
Upon completion of pipe installation and trench backfilling with
' aggregate the fabric shall be tightly closed over the trench. Overlaps
shall be made along the top and ends of the trench such that at no
point along the underdrain collection system does aggregate come in
direct contact with the surrounding soils or the bioretention medium.
Additional fabric shall be used as necessary or as directed by the
Engineer.
In the event that pipe or other installed work is displaced or damaged
during the construction of the underdrain system, the materials shall
be removed and the pipe or work repositioned or replaced prior to
reconstruction. Reconstruction shall be performed at the Contractor's
expense.
8.11 SUBMITTALS
For review the Contractor shall submit data for the following items
specified in this section if requested:
1. Trade names and manufacturer's data for proprietary items.
1 2. Certificates of conformance of all pre-cast concrete structures.
3. Certificates of conformance of corrugated plastic pipe.
4. Certificates of conformance of reinforced concrete pipe.
5. Certificates of conformance of specified gate devices.
6. Certificates of conformance of steel accessories.
7. Certificates of conformance of stainless steel accessories.
8. Certificates of conformance of ductile iron pipe.
END OF SECTION
' S&EC Project No. 6820.D2 Page 17
River's Edge Apartments - Stormwater Management Plan
TECHNICAL SPECIFICATIONS
March 2008
SECTION 9 - BIORETENTION AREA PLANTING
9.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement planting
plan.
9.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
9.3 REFERENCES
The following Specifications and methods form a part of this
specification:
NCDOT - Standard Specifications for Roads and Structures.
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements
shall apply.
9.4 GENERAL
All plants shall be as called for by theses Specifications. Botanical
names referred to in the Drawings are taken from "Hortus Third", the
Baily Hortorium (1976 MacMillan Publishing Co., Inc.). All plants
delivered shall be true to name. Each plant, or group of the same
species, variety, and size of plant, shall be legibly tagged with the
name and size of the plant. All plants shall be first-class
representatives of their species.
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 stock.
If stock from other states is used, the stock shall be accompanied by a
tag or certificate stating, in effect, that the 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.
9.5 PLANT SUBSTITUTION
No change in the specified plants (species, variety, size, caliper, etc.)
will be made without written approval of the Engineer. All requests
by the Contractor for substitutions shall be presented in writing 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.
9.6 PLANTING PREPARATION
Along the outside rim of the bioretention area, preparation for
planting operations shall be as described in SEDIMENT &
EROSION CONTROL of these Specifications.
Where perimeter plants shall be planted through slope protection
matting, holes shall be made by neatly punching a hole in the matting.
The dimensions of the hole shall not exceed more than 2" greater than
the pot or root ball diameter in any direction, taking care not to
damage the surrounding matting.
9.7 CONTAINER GROWN PLANTS
Container grown plants if desired for use by the Contractor 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 of
the size shown on the Drawings or larger, 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.
9.8 BALL & BURLAP PLANTS
Contractor shall be responsible for furnishing, installing, and
maintaining ball and burlap (B&B) trees as shown on the Drawings
and in locations as directed by the Engineer. Work includes
providing all materials necessary to prepare plant bed and install B &
B trees.
The planting stock for B & B trees should be grown by nurseries
within 200 miles of the project site. Plant stock may be obtained '
from nurseries beyond the 200-mile limit with the approval of the
Planting Plan Designer. All B & B trees shall have a 2.5-inch
minimum caliper stem and show no signs of recent stress.
9.9 PLANT INSTALLATION
No planting shall be done when the temperature is below 32°F, when
soil to be excavated for the plant hole is frozen, when the sides or
bottom of the plant hole are frozen, or when the soil to be used for
backfilling is frozen or too wet. In digging, loading, transporting,
unloading, planting, or otherwise handling plants, the Contractor
shall exercise utmost care and use adequate precautions to prevent
injury to or drying out of the trunk, branches, or roots as well as
prevent freezing of the plant roots.
The planting hole shall be deep and wide enough to permit roots to
spread out and down without J-rooting and be at least two times the
diameter of the rootball taking care not to plant the tree too deeply.
The rootball shall be placed on solid soil and not loose backfill.
Planting medium shall be replaced around the tree and lightly tamped
to eliminate air pockets. The plant stem should be upright upon
completion of installation. Trees over five feet tall will require
staking.
9.10 PLANTING PERIODS
The installation of plant material shall be performed in mid to late
fall, between October 15 and March 15 (best planting period
February 1 to March 1) to allow plants to stabilize during the dormant
period and set root during the spring.
S&EC Project No. 6820.D2 Page 18
River's Edge Apartments - Stormwater Management Plan
TECHNICAL SPECIFICATIONS
March 2008 ,
9.11 SUBMITTALS
Contractor shall submit purchase certificates including quantities,
size, species, supplier and supplier locale (or other proof) of all
species planted to the Engineer.
9.12 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of
specified plant species. See SPECIAL CONTRACT PROVISIONS.
9.13 WATER FOR PLANTINGS
' The contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of I" per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 213.200. See SPECIAL CONTRACT
PROVISIONS.
' END OF SECTION

11

n
C

S&EC Project No. 6820.D2 Page 19
' River's Edge Apartments - Stormwater Management Plan
SECTION 10 - STORMWATER WETLAND PLANTING
10.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement planting
plan.
10.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
10.3 REFERENCES
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The following Specifications and methods form a part of this
specification:
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.
10.4 GENERAL
All plants shall be as called for by these Specifications. Grading of
plants, type and minimum dimensions of containers shall conform to
the Specifications contained in the latest edition of American
Standard for Nursery Stock. Plants shall not be cut back from larger
sizes to meet sizes called for on the Drawings. Botanical names
referred to in the Drawings are taken from "Hortus Third", the Baily
Hortorium (1976 MacMillan Publishing Co., Inc.). All plants
delivered shall be true to name. Each plant, or group of the same
species, variety, and size of plant, shall be legibly tagged with the
name and size of the plant.
All plants shall be first-class representatives of their species. The
root system shall be vigorous and well-developed. The branch
systems shall be of normal development, and free from disfiguring
knots, sun scald injuries, abrasions of the bark, dead or dry wood,
broken terminal growth, or other objectionable disfigurements. Trees
shall have reasonably straight stems, and shall be well branched and
symmetrical in 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 Owner,
Engineer, or a party to be named by the Owner. Any such inspection
before or during planting operations, however shall not be construed
as final acceptance of the plants involved.
TECHNICAL SPECIFICATIONS
March 2008
10.5 PLANT SUBSTUTION
No change in the specified plants (species, variety, size, caliper,
furnish, etc.) will be made without written approval of the Engineer.
All requests by the Contractor for substitutions shall be presented in
writing 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. Bare rooted plants
may be used in lieu of container grown plants provided written
approval for such use has been obtained from the Engineer.
10.6 PLANTING PREPARATION
In areas where stormwater wetland planting will be implemented,
preparation for planting operations shall be as described in
BIORETENTION AREA PLANTING AND STORMWATER
WETLAND PLANTING of these Specifications.
Where container grown plants will be planted, holes made in
preparation for tree and shrub species planting shall be as shown on
Construction Drawings.
Bare root plants shall be planted in holes made by neatly punching a
hole into existing grade 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.
10.7 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 or larger,
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.
10.8 BALL & BURLAP PLANTS
Contractor shall be responsible for furnishing, installing, and
maintaining ball and burlap (B&B) trees as shown on the Drawings
and in locations as directed by the Engineer. Work includes
providing all materials necessary to prepare plant bed and install B &
B trees.
The planting stock for B & B trees should be grown by nurseries
within 200 miles of the project site. Plant stock may be obtained
from nurseries beyond the 200-mile limit with the approval of the
Planting Plan Designer. All B & B trees shall have a 2.5-inch
minimum caliper stem and show no signs of recent stress.
10.9 SHALLOW LAND PLANTING
Where stormwater wetland planting is directed, areas shall be planted
with container grown or ball and burlapped tree, shrub, and
herbaceous species as shown on Construction Drawings. Planting
shall be spaced as shown on the Drawings.
Container grown and ball and burlapped plants should be planted in
holes large enough to accommodate all the roots as described on the
Drawing details. Tamp the surrounding soil firmly to eliminate air
pockets.
Planting records shall be maintained in the assigned pattern to ensure
appropriate percentages of each plant species as described in the
Construction Drawings.
Care should be taken to avoid planting species too deep or too
shallow, and to avoid damage to root systems during planting.
Planting depth should be in accordance with listed references,
supplier recommendations, and planting details.
10.10 SHALLOW WATER (EMERGENT) PLANTING
Where emergent marsh planting is directed, areas shall be planted
with tubers/rhizomes of selected plant species as shown on
Construction Drawings. Stems shall be planted at spacing shown on
Drawings.
Where tubers/rhizomes planting is directed, plants shall be placed in
shallow holes to that only sprouts are showing above the soil. Plant
species shall be planted in cyclical pattern as shown on planting plan
to allow for thorough intermixing of shrub species. Planting records
shall be maintained to ensure appropriate percentages of each plant
species as described in the Construction Drawings.
Care should be taken to avoid planting species too deep or too
shallow, and to avoid damage to root systems during planting.
Planting depth should be in accordance with listed references and
supplier recommendations.
10.11 PLANTING PERIODS
The installation of bare root, container grown ball and burlapped
plants shall be performed in mid to late winter, between December 1 '
and March 1 (best planting period February 1 to March 1) to allow
plants to stabilize during the dormant period and set root during the
spring.
10.12 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of
specified plant species. See SPECIAL CONTRACT PROVISIONS.
10.13 WATER FOR PLANTINGS
The contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of 1" per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 2B.200. See SPECIAL CONTRACT
PROVISIONS.
10.14 SUBMITTALS
Contractor shall submit purchase certificates (or other proof) of all
species planted.
END OF SECTION
S&EC Project No. 6820.132 Page 20 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008 ,
SECTION II - PERMANENT SEEDING
11.1 SECTION INCLUDES
Permanent seeding for permanent site stabilization.
11.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
11.3 REFERENCES
The following Specifications and methods form a part of this
specification:
North Carolina Ecosystem Enhancement Program (EEP) - Guidelines
for Riparian Buffer Restoration
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements
shall apply.
11.4 GENERAL
Permanent seeding shall be executed in temporary lined areas and all
other areas which are disturbed during construction activities. In
areas where Channel Protective Lining will be installed, seedbed
preparation and seeding shall be performed prior to the placement of
erosion control matting (See CHANNEL PROTECTIVE LININGS
AND IN-STREAM STRUCTURES).
11.5 SEEDBED PREPARATION
Complete grading before topsoiling or preparing seedbeds. Avoid
creating steep slopes. Excess stockpiled topsoil not used in
construction of Channel Protective Lining shall be redistributed
across areas to be seeded. Where topsoil is unavailable, seedbeds
may be prepared directly on the exposed finished grade or topsoil
may be imported.
If topsoil is used, it should be spread to a uniform depth of four to six
inches and bonded to the subsoil by loosening with a disc, harrow, or
chisel plow. Areas where seeding will occur on exposed finished
grade shall be disked or harrowed to ensure soil aeration and to
increase the surface roughness prior to planting.
Apply lime and fertilizer evenly across seedbed and work into the top
4-6 inches of soil by discing or other suitable means. Operate
machinery on the contour.
Rework the surface if soil becomes compacted or crusted prior to
seeding. Complete seedbed preparation by breaking up large clods
and raking into a smooth, uniform surface. Fill in or level
depressions that can collect water.
11.6 SEEDING
Apply permanent seeding to seedbed after preparation is complete.
Use certified seed for permanent seeding whenever possible.
Certified seed is inspected by the North Carolina Crop Improvement
Association. It meets published North Carolina Standards and should
' bear an official "Certified Seed" label. Broadcast seed into a freshly
loosened seedbed that has not been settled by rainfall. Mulch must
be used on all exposed areas with special attention paid to slopes
4H:1 V or steeper and in areas when concentrated water may flow.
Anchor mulch with netting in areas subject to concentrated flow. In
areas where Channel Protective Lining will be installed, no mulch
shall be used and erosion control matting (CF-7 or equivalent) shall
be placed within 24 hours of seeding. Apply seeds and mulch at the
rates indicated below.
All disturbed areas:
Species Rate 0s/acre)
Panicum virgatum 10
Mulch Rate (lbs/acre)
Grain Straw 4000
(2 bales per 1000 square feet)
11.7 SEEDING DATES
Seeding dates given in these seeding Specifications have the best
probability of success.
Best Possible
Late winter 15 Feb-15 Apr 1 Dec-15 Apr
Seeding shall be completed within the "possible" range of dates
unless otherwise approved by the Engineer. Approval of the
application of Permanent Seeding measures outside of the desired
date does not relieve the Contractor of responsibility for ensuring
vigorous growth as described in PERMANENT SEEDING.
11.8 SOIL AMENDMENTS
Follow recommendations of soil tests or apply 2,000 Ibs/acre ground
agricultural limestone and 750 lbs/acre 10-10-10 fertilizer.
11.9 MULCH
Apply grain straw, or equivalent cover of another suitable mulching
material as described above and as approved by the Engineer.
END OF SECTION
S&EC Project No. 6820.D2 Page 21 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008
SECTION 12 - TEMPORARY SEDIMENT AND EROSION
CONTROL
12.1 SECTION INCLUDES
Installation of temporary sediment and erosion control measures to
include installation of silt fence, erosion control matting, and
temporary seeding measures. The Contractor shall maintain these
measures to ensure proper structure function and vigorous temporary
vegetative cover during construction.
12.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS if applicable.
12.3 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 D698-78 - Moisture Density Relationships of Soils
ASTM D3776 - Standard Test Methods for Mass Per Unit Area
(Weight) of Woven Fabric
ASTM D4355 - Standard Test Method for Deterioration of
Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-
Arc Type Apparatus)
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 D4751 - Standard Test Method for Determining Apparent
Opening Size of a Geotextile
ASTM D4833 - Standard Test Method for Index Puncture Resistance
of Geotextiles, Geomembranes, and Related Products
U.S. Federal Highway Administration (FHWA) and U.S. Bureau of
Reclamation (USBR) Report, FHW-RD-89-199, Hydraulic Stability
of Articulated Concrete Block Revetment Systems During
Overtopping Flow
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements
shall apply.
12.4 MATERIALS
Materials include silt fence, erosion control matting, and wire staples.
Silt Fence: Silt fence shall have steel posts, woven wire fabric, and
filter fabric. The steel post shall have a minimum length of 5' and
S&EC Project No. 6820.D2 Page 22
River's Edge Apartments - Stormwater Management Plan
minimum width of 1 X". The steel posts shall have projections for
fastening the wire to the fence. The woven wire fabric shall be at lest
32 inches high, and shall have at least 6 horizontal wires. Vertical
wires shall be spaced a maximum of 12 inches apart. The top and
bottom wires shall be at least 10 gauge. All other wires shall be at
least 12%z gauge. The silt fence filter fabric shall meet the following
minimum criteria:
Grab Tensile Strength 100 lbs.
Grab Tensile Elongation 15%
UV Resistance 70%
Apparent Opening Size (AOS) 20 (US Sieve)
Erosion Control Matting: 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 I
when formed shall be 18" in length with a throat of not less than 1" in
width.
12.5 SILT FENCE '
Contractor shall provide all labor, materials, tools and other items
necessary to furnish and install the silt fence as required during
construction and specified herein. The silt fence shall be placed '
following the contours as closely as possible. The ends of the silt
fence shall be turned uphill.
The posts shall not exceed a spacing of 8 feet. The posts shall be
driven into the ground and shall extend above ground as shown on the
Drawings. The filter fabric shall be stapled or wired to each post.
The filter fabric shall extend into the ground as shown in the
Drawings.
If possible, the filter fabric shall be cut from a continuous roll to
avoid the use of joints. When joints are necessary, securely fasten the
filter cloth only at a support with an overlap of not less than 8 feet to
the next post.
Silt fences shall be inspected weekly and after each significant storm
(0.5 inch in 24 hrs.). Any required repairs shall be made
immediately. Sediment shall be removed when it reaches 1/3 height
of the fence or 9 inches maximum. Dispose of the sediment in the
designated disposal area.
12.6 EROSION CONTROL MATTING
Erosion control matting shall be used for all slopes steeper than
3H:1 V unless otherwise approved by the Engineer. Grade area to be
lined. 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.
TECHNICAL SPECIFICATIONS
March 2008
Topsoil shall be prepared with fertilizer and lime, and seeded as
described in PERMANENT SEEDING of these Specifications.
Install excelsior matting perpendicular to slope. Matting shall be
unrolled with netting material on top and blanket material in contact
with the soil. (Note: some excelsior matting has netting on both
sides.) The matting 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 matting overlapping the lower
matting. Vertical overlaps in matting shall be a minimum of 12
inches.
The top and bottom'edges of the matting shall be anchored in trench
at least 12 inches deep as shown on Drawings to prevent undercutting
of the matting. Matting trench and wire staples shall be constructed
and installed as shown on Drawings.
Wire staples shall be installed not more than 3 feet apart (3' on
centers) and staggered, with a minimum of 3 staples 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.
n

1

Along all laps (both vertical and horizontal) in the matting, install a
common row of staples at the seam, installing staples on V (12")
centers. All staples shall be driven so that the throat of the staple is
perpendicular to the axis of the stream as shown on Drawings.
Staples shall be driven in with a wooden mallet. Care shall be taken
to avoid damage to matting material.
Contractor shall provide all labor, materials, tools and other items
necessary to furnish and install the excelsior matting as shown on the
Drawings and specified herein.
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.
In the event that the matting is displace or damaged during
installation, the matting shall be repositioned or replaced. This will
be done at no additional cost to the Owner.
12.7 TEMPORARY SEEDING
The Contractor shall provide all labor, materials, tools, and other
items necessary to provide temporary seeding in accordance with
State and local Standards.
Areas where no substantial or significant progress is made for more
than 15 days shall be temporarily seeded as shown on the Drawings
and specified herein. All areas must be seeded, mulched, and
anchored unless written approval is granted by the Owner. Incidental
grading shall not constitute substantial or significant progress in
construction activity. Seeding and mulching shall be done
immediately following construction.
Grass seed shall be applied at the following rate:
Follow recommendations of soil tests or apply 2,000 lbs/acre ground
agricultural limestone and 750 lbs/acre 10-10-10 fertilizer. Straw
mulch shall be applied to all disturbed areas after seeding. Mulching
shall consist of small grain straw applied a rate of 70 pounds per
1000 square feet (701bs./1000sq.ft.).
If permanent and temporary seeding is performed at the same time,
only use soil amendments as described in PERMANENT SEEDING
of these Specifications.
END OF SECTION
Type Dates Possible Rate
German Millet May 1- Aug. 15 10 lbs./ac.
Rye (Grain) Aug. 15 - May 1 30 lbs./ac.
S&EC Project No. 6820.D2 Page 23 TECHNICAL SPECIFICATIONS
River's Edge Apartments - Stormwater Management Plan March 2008
SECTION 13 - PERMANENT SEDIMENT AND EROSION
CONTROL MEASURES
13.1 SECTION INCLUDES
Construction of outlet protection apron for primary spillway in
stormwater wetland. Construction of stormwater wetland forebays
and forebay weirs. Construction of stormwater wetland emergency
spillway. Erosion control materials for embankment (wetland)
slopes. Erosion control matting and embankment excavation for
emergency spillway.
13.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
13.3 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 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
U.S. Federal Highway Administration (FHWA) and U.S. Bureau of
Reclamation (USBR) Report, FHW-RD-89-199, Hydraulic Stability
of Articulated Concrete Block Revetment Systems During
Overtopping Flow
NCDOT - Standard Specifications for Roads and Structures
EXCAVATION of these Specifications
FILLING, BACKFILLING, AND COMPACTION of these
Specifications
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.
13.4 GENERAL
Outlet protection apron and sediment forebay weir shall be
constructed of the materials specified in this section and as shown on
the Drawings. Any portion of any apron 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,
S&EC Project No. 6820.D2 Page 24
River's Edge Apartments - Stormwater Management Plan
without additional cost to the Owner.
13.5 MATERIALS
NCDOT Class B Rip Rap: 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). The rock fragments shall be angular to
subrounded in shape. Concrete rubble shall not be used.
NCDOT Class 1 Rip Rap (Rip Rap): 5 to 17-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 5 to 200 pounds with 30%
weighing a minimum of 60 pounds each and 10% weighing a
minimum of 15 pounds each. (No more than 5% of the material
furnished can be less than the minimum size specified, nor can more
than 10% of the material exceed the maximum size specified). The
rock fragments shall be angular to subrounded in shape. Concrete
rubble shall not be used.
NCDOT Class 1 Rip Rap (RipRap): 5 to 17-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 5 to 200 pounds with 30%
weighing a minimum of 60 pounds each and 10% weighing a
minimum of 15 pounds each. (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). The
rock fragments shall be angular to subrounded in shape. Concrete
rubble shall not be used.
NCDOT Coarse Aggregate Size #57: Shall conform to gradation
requirements of Table 1005-1, NCDOT 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.
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.
Erosion Control Matting: 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
TECHNICAL SPECIFICATIONS
March 2008
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. I I 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.
13.6 OUTLET PROPTECTION APRON
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. 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 of six inches thick
shall be placed over fabric. Drop height shall not be more than three
feet. Erosion Control Stone shall be placed over cushion layer to
depth indicated on the Drawings.
The completed rip rap shall be at least the thickness indicated on the
Drawings. 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 Drawings. 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.
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.
13.7 SEDIMENT FOREBAYS
Forebays shall be constructed so as to provide a minimum average
depth of 3 feet below the outlet weir unless shown otherwise on the
Drawings. Forebays shall be constructed to as shown on the
Drawings. Construction shall be in accordance with procedures as
outlined in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
Prepare subgrade as described in FILLING, BACKFILLING, AND
COMPACTION of these Specifications. Non-woven geotextile shall
' S&EC Project No. 6820.D2 Page 25
River's Edge Apartments - Stormwater Management Plan
be placed under entire forebay weir. 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. 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 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 Drawings.
Unless otherwise directed by the Engineer, the stone shall be placed
on a slope as indicated on the Drawings. 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 Drawings. 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 cushion layer shall not be increased.
13.8 EMERGENCY SPILLWAY
Grade emergency spillway channel as shown on Drawings. The
spillway shall be laid true to the grade shown on the Drawings.
Surface shall be free of obstructions, debris, and pockets of soft or
low density material.
Cover (exposed soil portions) 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 PERMANENT SEEDING of these
Specifications. Install erosion control matting over the entire
emergency spillway channels as shown in 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.
Nonwoven 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 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 stone or 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
Owner.
TECHNICAL SPECIFICATIONS
March 2008
A cushion layer of Size #57 stone, 6 inches thick, shall be placed
over fabric. Drop height shall not be more than three feet. Rip rap of
the indicated size shall be placed over cushion layer to depth
indicated on the Drawings. The completed rip rap shall be at least the
thickness indicated on the Drawings or to the default thickness of 2.5
feet for Class 2, 2 feet for Class I and Class B, and 1 foot for Class
A, if no thickness is shown on the Drawings. Drop height shall be
not more than two feet.
Unless otherwise directed by Engineer, the stone shall be placed on a
slope as indicated on the Drawings. The stone shall be graded so that
the smaller stones are uniformly distributed throughout the mass.
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 rip rap. Thickness of cushion layer shall not
be increased.
The outlet emergency spillway shall be installed such that the
downstream end provides a smooth transition to the existing grade.
13.9 FINISHING
The limits shown of the Drawings shall be filled with topsoil. The
soil should then be seeded in accordance with PERMANENT
SEEDING.
13.10 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. Gradation of aggregates and riprap.
END OF SECTION
S&EC Project No. 6820.D2 Page 26
River's Edge Apartments - Stormwater Management Plan
SECTION 14 - SITE MAINTENANCE
14.1 SECTION INCLUDES
Site maintenance to ensure vigorous vegetative cover, stable slopes,
and durability of the work.
14.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
14.3 EXECUTION
Contractor shall revisit the site as required in the special contract
provisions to inspect the condition of the project site. Areas of
erosion, settlement, poor vegetative cover, and displaced Erosion
Control Matting materials (and/or permanent rip rap lining materials),
displaced or damaged trees, shrubs, and tuber/rhizome species shall
be repaired. Site visits shall be coordinated with Owner.
Displaced erosion control materials shall be recovered (if possible)
and replaced, or replaced with materials to the design line and grade.
Erosion areas shall be filled and reseeded in accordance with
PERMANENT SEEDING. Areas of poor vegetative cover shall be
reseeded and refertilized only.
Displaced, damaged, or dead plant species shall be removed, and
replanted in accordance with STORMWATER WETLAND
PLANTING and BIORETENTION AREA PLANTING.
END OF SECTION
TECHNICAL SPECIFICATIONS
March 2008
w- ogy4 V3
DESIGN CALCULATIONS
RIVER'S EDGE APARTMENTS
STORMWATER
MANAGEMENT PLAN
CUMBERLAND COUNTY, NORTH CAROLINA
Prepared for:
SPRING LAKE PROPERTIES COMPANY, INC.
Spring Lake, NC 28390
March 2008
S&EC Project No. 6820.D2
ppR `?,
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Vt"?+?'Nps ` ??
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NC License No. 31266

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
Soil & Environmental Consultants, PA S&EC Project No 6820.D2
River's Edge Apartments - Stormwater Management Plan March 2008
Project Location
This application is for the review of a Stormwater Management Plan for Phase 2 of the
River's Edge Apartments development. The property is located in Cumberland County,
NC and is owned by Mr. Jack Carlisle of Spring Lake Properties Co, Inc. The property
' consists of approximately 41 acres located immediately west of Highway 210,
approximately 2,000 feet south of the 210 bridge across the Little River, north of Spring
Lake in Cumberland County, NC. See Figures 1 and 2.
' Stormwater Treatment
' Treatment of stormwater runoff for Phase 2 of the project is required by the Division of
Water Quality (DWQ) as part of the project's permitting requirements.
Three (3) stormwater treatment devices are proposed to treat stormwater from Phase 2
development. The site was separated into three (3) separate drainage areas (Areas A, B,
and C on the Construction Drawings) for treatment. The 2 smaller drainage areas (Areas
A and C) will be treated with Bioretention Areas, and the larger drainage area (Area B)
will be treated with a Stormwater Wetland.
Total Suspended Solids (TSS) and Total Nitrogen (TN) Removal
' The current NCDENR-DWQ Best Management Practices (BMP) Stormwater Manual
dated September 2007 outlines design requirements necessary to meet the pollutant
removal design standard of 85 percent removal of Total Suspended Solids (TSS). Based
' on the BMP manual, both bioretention areas and stormwater wetlands have TSS removal
efficiencies of 85 percent.
These BMP's also contribute significantly to the removal of Total Nitrogen (TN) and
Total Phosphorous (TP). According to the BMP Stormwater Manual, bioretention areas
remove 35 percent of the TN and 45 percent of TP from stormwater inflow, and
stormwater wetlands remove 40 percent of TN and 35 percent of TP.
BMP Planning & Design
Calculations for the sizing of the total footprint of the BMP's were performed by Soil &
Environmental Consultants, PA (S&EC). All necessary stormwater design calculations
and supporting documentation are attached.
The drainage areas shown for each BMP were delineated based on assumed final grading
associated with the proposed site development plan (by others). The site Engineers
(Bennett Engineering) have not yet finalized the proposed site building, infrastructure,
and grading plan. Accordingly, assumptions have been made regarding drainage
patterns, land cover and associated impervious percentages, and BMP component
elevations. For this reason, proposed grading contours are not shown for the BMP's. All
elevations are assumed, however, they are accurately described relative to one another
1 of 3
Soil & Environmental Consultants, PA
River's Edge Apartments - Stormwater Management Plan
S&EC Project No 6820.132
March 2008
which will allow for easy modification when site grading plans are finalized. This
stormwater design will require field confirmation, review, and modification by S&EC as
necessary once the Phase 2 grading plan is finalized.
Design of the bioretention areas included inflow distribution, treatment soil
characteristics, ponding depth, underdrain sizing and features, and outlet structure sizing
and features. Information on the in-situ soils for all of the BMP locations can be found in
the supporting calculations. An overflow weir designed to pass the 10-year event is
proposed for both bioretention areas.
Design of the stormwater wetland included inflow distribution, in-situ soil characteristics,
ponding depth, overflow weir sizing and features, and emergency spillway sizing and
features. An overflow weir (riser/barrel structure) designed to pass the 10-year event and
an emergency spillway designed to pass the 100-year event are proposed for the
stormwater wetland. We evaluated the weir and emergency spillway for their ability to
safely pass a flood resulting from the both the 10-year and 100-year events by routing
both of these floods through the spillway system. The results are shown in the attached
calculations.
Based on our previous discussions with the Division of Water Quality (DWQ), we
understand that once treated for nutrient removal, stormwater from a bioretention area or
stormwater wetland can be discharged directly into the receiving watercourse. In this
project the proposed BMP's have been designed to discharge directly into the restored
wetlands or stream as show on the Construction Drawings. Copies of the BMP
Inspection and Maintenance Agreements are attached.
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Soil & Environmental Consultants, PA
River's Edge Apartments - Stormwater Management Plan
List of Attachments and Figures
Attachments:
Supporting Stormwater Calculations
NCDENR Bioretention Cell & Stormwater Wetland Supplement
Worksheets
BMP Operations and Maintenance Agreements
Figures:
Figure 1 - USGS Map
Figure 2 - Soils Map
S&EC Project No 6820.D2
March 2008
28 pages
10 pages
12 pages
3of3
' RIVER'S EDGE APARTMENT5
Project No.: G820.D2
Bloretentlon Area (A) Calculations

0

Drama a Area Characteristics
Curve
Number
CN x Rational
Coef Cent
A= &2j AGtes Land Use Sod Twe LOG (CN)• S dCe? %A lXf x %Area
2,1 18.80 0.049 Grass LaB A 49 I.G5% 0.81 0.10 0.0016
9,725.38 0.223 Grass LaB A 49 7.56% 3.70 0.10 0.0078
8,177.20 0.158 Grass L.aB A 49 G.35% 3.1 1 0.10 0.0084
2,179.12 0.050 Grass Las A 49 I.G9% 0.83 0.10 0.0017
1,509.G 1 0.035 Grass LaB A 49 1.17% 0.57 0.10 0.0012
1,309.73 0.030 Grass LaB A 49 1.02% 0.50 0.10 0.0010
1,287.49 0.030 Grass LaB A 49 1.00% 0.49 0.10 0.0010
2,813.49 0.065 Grass Wo D 84 2.19% 1.84 0.10 0.0022
3,211.73 0.074 Grass Wo D 84 2.50% 2.10 0.10 0.0025
GG.Go 0.002 Grass Wo D 84 0.05% 2.74 0.10 0.0001
4,19G.33 0.096 Grass Wo D 84 3.2G% 2.24 0.10 0.0033
3,430.30 0.079 Grass Wo D 84 2.G7% 2.24 0.10 0.0027
1,5G9.G8 0.036 Grass Wo D 84 1.22% 1.02 0.10 0.0012
425.09 0.010 Grass Wo D 84 0.33% 0.28 0.10 0.0003
64.64 0.001 Grass Wo D 84 0.05% 0.04 0.10 0.0001
8,082.49 0. 18G Impervious LaB A 98 G.25% G. I G 0.95 0.0597
4,628.57 0.106 Impervious LaB A 98 3.GO% 3.53 0.95 0.0342
788.20 0.018 Impervious LaB A 98 O.GO% 0.59 0.95 0.0057
1 1,451.59 0.263 Impervious IaB A 98 8.90% 8.72 0.95 0.0845
1 1,789.2G 0.271 Impervious LaB A 98 9. 1 G% 8.98 0.95 0.0870
32.34 0.001 Impervious LaB A 98 0.03% 0.02 0.95 0.0002
13. 1 G 0.000 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
27.57 0.001 Impervious LaB A 98 0.02% 0.02 0.95 0.0002
19.1 1 0.000 Impervious LaI5 A 98 0.01% 0.01 0.95 0.0001
I I.G I 0.000 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
5,200.02 0.119 Impervious Wo D 98 4.04% 3.9G 0.95 0.0384
483.44 0.011 Impervious Wo D 98 0.35% 0.37 0.95 0.0036
38,019.92 0.873 Impervious Wo D 98 29.55% 28.96 0.95 0.2807
834.93 0.019 Impervious Wo D 98 O.G5% O.G4 0.95 0.0002
1,820.33 0.042 Impervious Wo D 98 1.41% 1.39 0.95 0.0134
3,391.GG 0.078 Impervious Wo D 98 2.64% 2.58 0.95 0.0250
12.75 0.000 Impervious Wo D 98 0.01% 0.01 0.95 0.0001
128,674.1 2.95 100.0% 88 0.67
' Values taken trom l able 5.5.2, Applied hydrology, Chow I t)00, based on Landu5e and rtydrolog o moil c7rouF
' ** NC DWQ BMP Manual pg. 3-2
Weighted CN = 88
1 Total % Impervious = 67.29%

I Bioretentlon Area (A)
Bioretention Area 5izina3
The 51mple Method, from Section 3.3.1 of the September 2007 BMP Manual, 15 used to caculate the volume of
runoff from the first flush ( I " of rainfall).
5olving for V (volume of runoff in ft3 that must be treated in the BMP) the 51mple Method 15:
V = 3630'Rd'Rv'A
Where:
Rd = Design storm rainfall - in this case 1 .0 in for the first flush.
A = Watershed area in acres
Rv = Runoff coefficient calculated a5:
Kv=0.05+0.9'la
Where la = the impervious fraction = (the impervious portion of the drainage area) / (the total drainage area
Therefore:
la = 0.67
Rv = 0.66
V = 7,030.31 ft
Bioretention Surface Area, 5A = V p 2
ft
V = Runoff volume, ft3
H = Average depth of water
V = 7,030.31 ft3
H = 0.75 ft
5A = 9,373.75 ft
In-situ Soil Characteri5tic5
According to the 5oil Survey of Cumberland and Hoke Counties, NC (USDA 1984), the in-situ Soil under th15
proposed bioretention area 15 the Lakeland Sand 5011 mapping unit (LaB) with a depth to seasonal high water table
greater than 6 feet, and at a depth of 3 feet (the proposed fill media depth), an infiltration rate of 6-20 1n/hour.
Based on this 1n-51tu 5011, the location 15 appropriate for a bloretentlon area (DWQ BMP Manual 9/07 pg. 12-2 -
depth to high water table must be greater than 2 feet for bloretentlon cells), and an underdraln will be 1n5talled for
th15 bloretentlon area.
Underdrain 5izmn j
Fill Soil Choice
Nitrogen Removal - Sandy Loam
K= I Mir 5011 Type: 12% Fme5 (511t+Clay), 82-85% Sand, 3-6% Organic From NC State Biological t
Other Pollutant Removal - Loamy Sand Agricultural Englneermg (BAE)
K= 2 Whir 5011 Type: 8% F1ne5 (51lt+Clay), 86-90% Sand, 2-4% Organic web51te - Bloretentlon 5011 Media
K= 2 1n/hr 51nce Loamy Sand will be 5peclfled for th15 Bloretentlon Ares
2 Bloretentlon Area (A) 1

H
Minimum Flow by Darcy'5 Law, Q M,, = K*I*A*(1/43200), cfs
I = Hydraulic gradient (assumed to equal I )
K = Fill Soil choice, in/hr
A = Bioretention surface area, ft2
K = 2.00 in/hr
A = 7,030.3 1 ft2
QMtn = 0.33 cfs
Design Flow, Q D - QMin * FS, cfs
QM,, = Minimum flow, cfs
P5 = Factor of safety (range between 2 and 10)
QM,n = 0.33 cfs
FS = 2.00
QD = 0.65 cfs
Pipe Diameter, d = 16*[(Q D*n)/50.5](3/8), 1n
QD = Design flow, cfs
n = Manning'5 roughness coefficient
s = internal slope (recommended mmumum 0.005 ft/ft)
QD = 0.65 cfs
n = 0.012 for smooth wall
s = 0.005 ft/ft
d = 7.00 inches
use d = 7.00 inches
Number of Pipes
Equivalent Pipe Diameters
D (in) No. of 4" dram
5.13 2
5.95 3
6.66 4
7.22 5
7.75 6
8.2 7
Cl = 7.00 inches
# of 4" diameter pipes = N/A
Equivalent Pipe Diameters
D (in) No of G" dram
7.84 2
9.1 1 3
10.13 4
# of G" diameter pipes = 2
3
Bioretention Area (A)
Calculating Drawdown
Ponded Volume, V P = Runoff Volume, V R
Vp = 7,030.3 1 ft3
Fill Soil Choice
Nitrogen Removal - Sandy Loam
K= I in/hr Soil Type: 12% Fme5 (Silt+Clay), 82-85% Sand, 3-6% Organic From NC State Biological
Other Pollutant Removal - Loamy Sand Agricultural Engineering (BAE)
K= 2 in/hr Soil Type: 8% Fme5 (Silt+Clay), 86-90% Sand, 2-4% Organic we1251te - Bioretention Soil Media
K= 2 in/hr
Minimum Flow by Darcy'5 Law, Q M,n = K*I*A*(1/43200), cf5
1= Hydraulic gradient (assumed to equal 1)
K = Fill 5oil choice (in/hr)
A = Bioretention surface area (ft2)
K = 2 in/hr
A = 9373.7 ft2
QM,n = 0.4340 cf5
Time to Drain Pondmg Zone, T p = VP / QM,n, hr
Vp = Ponded volume, ft3
QM,n = Minimum flow, cf5
Vp = 7,030.3 1 ft3
QM,n = 0.43 cf5
Tp = 16, 200.0 seconds
Tp = 4.50 hours
Volume in Top 24", Surface Volume, V 5 = 5A*n*2 ft3
SA = Surface area, ft2
n = Soil drainable por051ty (range between 0.25 and 0.50,
SA = 9,373.75 ft2
n = 0.45
V5 = 8,436.37 ft3
Time to Drain Soil Zone, T 5 = V5 / QM,n, hr
VS = Volume in top 24", ft3
QM,n = Minimum flow, cf5
V5 = 8,436.37 ft3
QM," = 0.43 cf5
T5 = 19,440.0 seconds
T5 = 5.40 hours
4 Bioretention Area (A)
Total Drawdown Time, T total = Tp + T5, hr
Tp = Time to drain ponding zone, hr
TS = Time to drain soil zone hr
T, = 4.50 hours
TS = 5.40 hours
Ttota = 9.90 hours
Sizing Overflow Weir
Time of Concentration, To = 0.0078*Lo.77S-o.aas min
Kirpich Equation, Applied Hydrology by Chow, pp. 50C
L = Flow length from headwater to outlet, ft
H = Elevation difference from headwater to outlet, ft
S = Average slope = H/L, ft/ft
L = 454.2 ft
H = 0.5 ft
5 = 0.001 ft/ft
To = 1 1.94 min
10-year flow, Q i o= C*i i o*A, cfs
C = Rational Coefficient (range between 0 and 1)
i 10 = 10-year intensity, from IDf table, in/hr
A = Drainage area, acres
C = 0.672
iio = 6.21 in/hr
A = 2.95 acres
Q10 = 12.33 cfs
Length of Weir, LWC,r = Qio/ [Cw*H ft
Q 10 = 10-year flow, cfs
Cwe,r = Weir coefficient
H = Height of water above weir, in
Qio = 12.327 cfs
Cwe,r = 3 for sharp-crested
H = 6 in
1-weir = I I .62 feet

I side scluare ou tlet = Weir Length / 4
1-weir = I I .62 feet
Lwe,r = 139.46 inches
I side = 34.87 inches
Square Dimensions:
34.87 x 34.87 inches
use 3 x 3 feet or larger
5
Dioretention Area (A)
Sizing Outflow Pipe
Outflow Pipe Diameter, D f,o = I G*[(Q i 0'n)1W5](318), ft
Q 1 o= I 0-yea r flow, cf5
n = Mannincg'5 roughness coefficient
5 = internal slope (recommended minimum 0.5%)
Qio = 12.327 cf5
n = 0,012 for smooth wall
5 = 0.005 ft/ft
Dfj = 2 1 .43 inche5
use 24 mche5 or larger
6

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' RIVER'S EDGE APARTMENTS
Project No.: G82032
Stormwater Wetland Q) Calculations

Dralnacfe Area Charactemtlce
Rational
Area ({?2 A /and //to Soil Tvne dSa ICNI• G Lx %Are Coeffinent /CJ" Cx %Area
25,073.11 0.576 Grass BaD B G9 6.32% 4.3G 0.10 0.0003
3,017.28 O.OG9 Grass BaD B 69 0.7G% 0.53 0.10 0.0008
1,039.90 0.024 Grass BaD B G9 0.2G% 0.18 0.10 0.0003
82.79 0.002 Grass BaD B G9 0.02% 0.01 0.10 0.0000
2,227.50 0.051 Grass BaD B G9 0.50% 0.39 0.10 0.0006
1,078.8G 0.025 Grass BaD B G9 0.27% 0.19 0.10 0.0003
884.98 0.020 Grass BaD B G9 0.22% 0.15 0.10 0.0002
1,949.7G 0.045 Grass BaD B G9 0.49% 0.34 0.10 0.0005
888.10 0.020 Grass BaD B G9 0.22% 0.15 0.10 0.0002
3,245.53 0.075 Grass BaD B G9 0.82% 0.5G 0.10 0.0008
1,587.50 0.030 Grass BaD B G9 0.40% 0.28 0.10 0.0004
1,94 1. 1 G 0.045 Grass BaD B G9 0.49% 0.34 0.10 0.0005
453.33 0.010 Grass BaD B G9 0.11% 0.08 0.10 0.0001
887.31 0.020 Grass BaD B G9 0.22% 0.15 0.10 0.0002
14,412.64 0.331 Grass BaD B G9 3.63% 2.51 0.10 0.0036
1,1 10.53 0.025 Grass BaD B G9 0.28% 0.19 0.10 0.0003
93.20 0.002 Grass BaD B G9 0.02% 0.02 0.10 0.0000
117.98 0.003 Grass BaD B G9 0.03% 0.02 0.10 0.0000
34.35 0.001 Grass BaD B G9 0.01% 0.01 0.10 0.0000
24.47 0.001 Grass BaD B G9 0.01% 0.00 0.10 0.0000
G3.2G 0.001 Grass BaD B 09 0.02% 0.01 0.10 0.0000
9,639.58 0.221 Grass BaD B G9 2.43% I.G8 0.110 0.0024
54.10 0.001 Grass Dal) B G9 0.01% 0.01 0.10 0.0000
350.31 0.008 Grass LaB A 49 0.09% 0.04 0.10 0.0001
G,5G2.G2 0.151 Grass LaB A 49 1.GG% 0.81 0.10 0.0017
I,54(5.8G 0.036 Grass LaB A 49 0.39% 0.19 0.10 0.0004
13,979.15 0.321 Grass LaB A 49 3.53% 1.73 0.10 0.0035
15,681.77 0.360 Grass LaB A 49 3.95% 1.94 0.10 0.0040
894.45 0.021 Grass LaB A 49 0.23% 0.11 0.10 0.0002
915.87 0.021 Grass Las A 49 0.23% 0.11 0.10 0.0002
2,763.21 0.063 Grass LaB A 49 0.70% 0.34 0.10 0.0007
1,083.59 0.025 Grass LaB A 49 0.27% 0.13 0.10 0.0003
2,763.07 O.OG3 Grass LaB A 49 0.70% 0.34 0.10 0.0007
486.08 0.011 Grass LaB A 49 0.12% O.OG 0.10 0.0001
I G,G89.94 0.383 Grass LaB A 49 4.21% 2.OG 0.10 0.0042
33.37 0.001 Grass Las A 49 0.01% 0.00 0.10 0.0000
956.1 1 0.022 Grass L95 A 49 0.24% 0.12 0.10 0.0002
70.66 0.002 Grass LaB A 49 0.02% 0.01 0.10 0.0000
79.38 0.002 Grass LaB A 49 0.02% 0.01 0.10 0.0000
25.57 0.001 Grass LaI5 A 49 0,01% 0.00 0.10 0.0000
25.48 0.001 Grass Las A 49 0.01% 0.00 0.10 0.0000
I ,G2G.43 0.037 Grass wo D 84 0.41% 0.34 0.10 0.0004
384.60 0.009 Grass wo D 84 0.10% 0.08 0.10 0.0001
35,51 1.99 0.884 Impervious Dal) B 98 9.71% 9.52 0.95 0.0923
3,545.91 0.081 Impervious BaD B 98 0.89% 0.88 0.95 0.0085
9,702.35 0.223 Impervious BaD B 98 2.45% 2.40 0.95 0.0232
F 4,096.02 0.094 Impervious BaD B 98 1.03% 1.01 0.95 0,0098
Stormwater Wetland (B)
IO,G77.46 0.245 Impervious BaD B 98 2.69% 2.64 0.95 0.0256
632.75 0.015 Impervious BaD B 98 0. I G% 0. 1 G 0.95 0.0015
1,833.79 0.042 Impervious Dal) B 98 0.4G% 0.45 0.95 0.0044
333.92 0.008 Impervious BaD B 98 0.08% 0.08 0.95 0.0008
4,844.57 0.111 Impervious BaD B 98 1.22% 1.20 0.95 0.01 1 G
429.71 0.010 Impervious BaD B 98 0.11% 0.11 0.95 0.0010
5,413.12 0.124 Impervious BaD B 98 1.37% 1.34 0.95 0.0130
5,223.42 0.120 Impervious BaD B 98 1.32% 1.29 0.95 0.0125
2,313.59 0.053 Impervious BaD B 98 0.58% 0.57 0.95 0.0055
7,468. I G 0. 1 71 Impervious BaD B 98 1,88% 1.85 0.95 0.0179
3,024.54 O.OG9 Impervious BaD B 98 0.76% 0.75 035 0.0072
107.04 0.002 Impervious BaD B 98 0.03% 0.03 0.95 0.0003
8,359.49 0. 1 92 Impervious BaD B 98 2.1 1% 2.07 0.95 0.0200
4,402.93 0.101 Impervious BaD B 98 1 . 1 1% 1.09 0.95 0.0105
39.27 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
1,525.29 0.035 Impervious BaD B 98 0.38% 0.38 0.95 0.0037
2,852.72 O.OG5 Impervious Dal) B 98 0.72% 0.71 0.95 0.0008
14,265.17 0.327 Impervious BaD B 98 3.GO% 3.53 0.95 0.0342
93.20 0.002 Impervious BaD B 98 0.02% 0.02 0.95 0.0002
117.98 0.003 Impervious BaD B 98 0.03% 0.03 0.95 0.0003
34.35 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
24.47 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
G3.2G 0.001 Impervious BaD B 98 0.02% 0.02 0.95 0.0002
9,639.58 0.221 Impervious Dal) B 98 2.43% 2.38 0.95 0.0231
54.10 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
47.83 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
47.83 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
94.69 0.002 Impervious BaD B 98 0.02% 0.02 0.95 0.0002
94.69 0.002 Impervious BaD B 98 0.02% 0.02 0.95 0.0002
189.45 0.004 Impervious BaD B 98 0.05% 0.05 0.95 0.0005
189.45 0.004 Impervious BaD B 98 0.05% 0.05 0.95 0.0005
45. 1 G 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
45. 1 0 0.001 Impervious Dal) B 98 0.01% 0.01 0.95 0.0001
29.07 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
29.07 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
38.59 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
38.59 0.001 Impervious BaD B 98 0.01% 0.01 0.95 0.0001
2,600.28 0.000 Impervious BaD B 98 0.66% O.G4 0.95 0.0062
2,600.28 0.000 Impervious BaD B 98 O.GG% O.G4 0.95 0.0002
1,235.20 0.028 Impervious Dal) B 98 0.31% 0.31 0.95 0.0030
1,235.20 0.028 Impervious Dal) B 98 0.31% 0.31 0.95 0.0030
4,308.44 0.099 Impervious GCIB C 98 1.09% 1.06 0.95 0.0103
2,849.76 O.OG5 Impervious GdB C 98 0.72% 0.70 0.95 0.0008
439.54 0.010 Impervious Gds C 98 0.11% 0.11 0.95 0.0011
469.28 0.011 Impervious GdB 0 98 0.12% 0.12 0.95 0.0011
469.28 0.011 Impervious GCO C 98 0.12% 0.12 0.95 0.0011
4,304.59 0.099 Impervious Las A 98 1.09% I.OG 0.95 0.0103
6,354.41 0.146 Impervious LaB A 98 1.GO% 1.57 0.95 0.0152
8,869.94 0.204 Impervious LaB A 98 2.24% 2.19 0.95 0.0213
2, 1 63.08 0.050 Impervious LaB A 98 0.55% 0.53 0.95 0.0052
5,833.95 0.134 Impervious Las A 98 1.47% 1.44 0.95 0.0140
2, 1 60.82 0.050 Impervious IaB A 98 0.54% 0.53 0.95 0.0052
7,798.93 0.179 Impervious L.a5 A 98 1.97% 1.93 0.95 0.0187
10,720.70 0.246 Impervious Las A 98 2.70% 2.G5 0.95 0.0257
5,503.97 0.I 2G Impervious IaB A 98 1.39% 1.3G 0.95 0.0132
5tormwater Wetland (B)
2,975.58 0.068 Impervious Las A 98 0.75% 0.74 0.95 0.0071
9,074.18 0.208 Impervious Las A 98 2.29% 2.24 0.95 0.0217
6,751.12 0.155 Impervious LaB A 98 1.7007o 1.67 0.95 0.0162
30.81 0.001 Impervious Las A 98 0.01% 0.01 0.95 0.0001
2,283.33 0.052 Impervious Las A 98 0.58% 0.56 0.95 0.0055
7,604.18 0.175 Impervious Las A 98 1.92% 1.88 0.95 0.0182
2,437.42 0.056 Impervious Las A 98 0.61% 0.60 0.95 0.0058
12,294.72 0.282 Impervious LaB A 98 3.10% 3.04 0.95 0.0295
70.66 0.002 Impervious LaB A 98 0.02% 0.02 0.95 0.0002
79.38 0.002 Impervious Lab A 98 0.02% 0.02 0.95 0.0002
20.99 0.000 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
25.57 0.001 Impervious Las A 98 0.01% 0.01 0.95 0.0001
25.48 0.001 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
279.55 0.006 Impervious LaB A 98 0.07% 0.07 0.95 0.0007
279.55 0.000 Impervious Lab A 98 0.07% 0.07 0.95 0.0007
101.64 0.002 Impervious LaB A 98 0.03% 0.03 0.95 0.0002
101.64 0.002 Impervious Las A 98 0.03% 0.03 0.95 0.0002
69.18 0.002 Impervious Lab A 98 0.02% 0.02 0.95 0.0002
69.18 0.002 Impervious LaB A 98 0.02% 0.02 0.95 0.0002
1,498.G9 0.034 Impervious LO A 98 0.38% 0.37 0.95 0.0036
1,498.G9 0.034 Impervious Lab A 98 0.38% 0.37 0.95 0.0036
23.94 0.001 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
23.94 0.001 Impervious LaB A 98 0.01% 0.01 0.95 0.0001
781.26 0.018 Impervious Lab A 98 0.20% 0.19 0.95 0.0019
781.26 0.018 Impervious Las A 98 0.20% 0.19 0.95 0.0019
35.26 0.001 Impervious Lab A 98 0.01% 0.01 0.95 0.0001
35.26 0.001 Impervious Las A 98 0.01% 0.01 0.95 0.0001
396,517.5 9.10 100.0% 85 0.66
* Values taken from Table 5.5.2. Avolied Hvdroloov. Chow 1988. based on Landu5e and hvdrolooic Soil Croup
** NC DWQ BMP Manual pg. 3-2
Weighted CN = 85
Total % Impervious = 65.49%
Stormwater Wetland 5zin
Stormwater Wetland Treatment Volume
The Simple Method, from section 3.3.1 of the September 2007 BMP Manual, 15 used to caculate the volume of runoff from
the first flush (I " of rainfall).
Solving for V (volume of runoff in ft3 that must be treated in the BMP) the Simple Method 15:
V = 3630*Rd*Rv*A
Where:
Rd = Design storm rainfall - in this case 1 .0 in for the first flush.
A = Watershed area in acres
Rv = Runoff coefficient calculated as:
Rv=0.05+0.9*la
Where la = the impervious fraction = (the impervious portion of the drainage area) / (the total drainage area)
3 Stormwater Wetland (B)
Therefore:
la = O.G5
Rv = O.G4
V = 2 1 , 1 28.89 ft
This volume meets the minimum for a stormwater wetland (NCDENR BMP Manual 9/07, pg. 9-2- Minimum Treatment Volume
for a Stormwater Wetland Shall Be 3,630 ft3)
Stormwater Wetland Surface Area, SA = V RIH, ft2
VP = Runoff volume ft3
H = Ponding depth, (ranges between G and 12 inches)
""Max. Ponding Depth = I foot (NCDENR BMP Manual 7-07)
VR = 2 1,128.89 ft3
H = 1.00 ft
SA = 2 1,128.59 ft2
SA = 0.485 acres
Wetland Zones
Dl5trlbutlon of Wetland Zones
Percentage
Range Selected
Percentage A 2
Area (ft ) Zone Depth
(ft) Invert Elevation
(ft)
Forebay 10% 10% 2,1 12.89- ft2 2.0 153.00
Dee Pools 5-10% 10% 2,1 12.59 ft2 1.5-3.0 153.50-152.00
Shallow Water (low marsh) 40% 40% 8,45 1.5G ft2 0.25-0.50 154.75-154.50
Shallow land (high marsh) 30-40% 40% 8,45 1.5G ft2 1.0 155.00
Upland optional 0.00 ft2 4ft.b 5hau- N/A
Total 21,128.89 ftz
This will be split between 2 forebays each receiving approximately one half of the incoming Stormwater.
in-Situ Soil Characteristics
According to the Soil Survey of Cumberland and Hoke Counties, NC (USDA 1084), the majority of the in-situ soil under this
proposed stormwater wetland 15 the Woodington Loamy Sand soil mapping unit (Wo), which 15 in the Hydrologic Soil Group D
with a depth to seasonal high water table of 0.5-1 .0 feet. A small section of the stormwater wetland will be within the BaD
soil mapping unit in the hydrologic soil group B (see a description for this soil type in the calculations for Bioretention Area
C), however, this area will be designated in the shallow land Section.
Based on this in-situ soil, the location 15 appropriate for a Stormwater wetland (DWQ BMP Manual 9/07 pg 9- 14 -
stormwater wetlands should be located in hydrologic soil groups C or D), however a clay liner may be necessary under the
Shallow Water and Deep Pool Zones. The in-situ soil at the deep pool invert elevations will be evaluated to
determine if it 15 at least G inches below the seasonal low water table. If it 15 not (as determined by the designer at the
time of construction), a clay liner will be installed (DWQ BMP Manual 9/07 pcg 9-2).
4 Stormwater Wetland (B)
Stormwater Release
Area of Orifice, A o = (7/4)d 2, in2
d = Orifice diameter, in
d = 2 in
Ao = 0.02 ft
Flow Through Orifice, Q = N'C d'A'(2gH)0'5, cfs
N = Number of orifices
Ca = Coefficient of discharge [typ. O.G]
A = Area of the orifice, ft2
g = Gravity [32.2 ft/5ec21
H = Water height over orifice, ft
N = I
Cd = O.G orifice coefficient
A = 0.02 ft2
9 = 32.2 ft/5ec2
time interval = 4.2
T
(hr) H
(ft) Q
(cfs) AV
(ft3) OH
(ft) HNew
(ft)
0.00 1.00 0.11 1588.30 0.08 0.92
4.20 0.92 0.10 1527.44 0.07 0.85
8.40 0.85 0.10 14GG.53 0.07 0.78
12.60 0.78 0.09 1405.56 0.07 0.72
16.80 0.72 0.09 1344.54 0.OG O.G5
21.00 O.G5 0.08 1283.45 0.OG 0.59
25.20 0.59 0.08 1222.30 O.OG 0.53
29.40 0.53 0.08 1 1 G 1.07 0.05 0.48
33.60 0.48 0.07 1099.75 0.05 0.43
37.80 0.43 0.07 1038.34 0.05 0.38
42.00 0.38 O.OG 976.82 0.05 0.33
46.20 0.33 O.OG 915.17 0.04 0.29
50.40 0.29 O.OG 853.39 0.04 0.25
54.60 0.25 0.05 791.44 0.04 0.21
58.80 0.21 0.05 729.31 0.03 0.18
63.00 0.18 0.04 GGG.94 0.03 0.14
67.20 0.14 0.04 604.30 0.03 0.12
71.40 0.12 0.04 541.32 0.03 0.09
75.60 0.09 0.03 477.91 0.02 0.07
79.80 0.07 0.03 413.93 0.02 0.05
84.00 0.05 0.02 349. 1 G 0.02 0.03
88.20 0.03 0.02 283.24 0.01 0.02
92.40 0.02 0.01 215.43 0.01 0.01
9G.G0 0.01 0.01 143.83 0.01 0.00
100.80 0.00 0.00 59.28 0.00 0.00
5 Stormwater Wetland (5)
Wetland Drawdown
1.20
1.00
0.80
e
0.60
0.40
0.20
0.004-
0
10 20 30 40 50 60 70 80 90 100 110 120
Time (hours)
Equation from Wetland Drawdown graph above:
where y = Ax2 -f- Ox -1- C
A = 8.00E 05
B = - I. 83E 02
C = 1.0000
when H = 0.00
T = 96.70 hours
T = 4.03 days
This orifice design will release the treatment volume within the appropriate timeframe (NCDENR BMP Manual 9-07, pg. 9-2
Wetland Must Drawdown in 2-5 Days)
Overflow Weir
Time of Concentrgtion, T, = 0.007,5*L0 775-0.385 min
Kirpich Equation, Applied Hydrology by Chow, pp. 500
L = Flow length from headwater to outlet, ft
H = Elevation difference from headwater to outlet, ft
5 = Average slope = H/L, ft/ft
L = 893.6 ft
H = 7.6 ft
5 = 0.009 ft/ft
T, = 9.14 min
10-year flow, Q 10 = C'i i o'A, d5
C = Rational Coefficient (range between 0 and 1)
i 10 = I 0-year intensity, from IDF table, location 5peafic, in/hr
A = Drainage area, acres
6 5tormwater Wetland (B)
C = 0.66
110 = 6.39 in/hr (interpolated for a T, of 0. 14 min)
A = 5. 10 acres
Q10 = 38.20 cfs
Length of Weir, L weir = Q 10 / [C W H 1 .s], ft
Q 10 = 10-year flow, cfs
Cwe,r = Weir coefficient [3 for sharp-crested]
H = Height of water above of weir, in
Q10 = 38.20 cfs
Cwe,r = 3 for sharp-crested
H = I feet
Lwa,r = 12.73 feet
Outlet Size
The length of the weir can be consider the circumference of a circular riser
d = c/n Where: d = diameter of circle, ft
c = circumference of circle, ft
Lweir = c = 12.73 feet
diameter, d = 4.05 feet
Circular Dimension:
48 inch diameter RCP Riser - based on above calculation
Sizing Outflow Pipe
Outflow Pipe Diameter, D f,ii = 16'[(Q io'n)A151(3/8), ft
Q 10 = I 0-year flow, cfs
n = Manning's roughness coefficient
s = internal slope (recommended minimum 0.5%)
Q 10 = 38.20 cfs
n = 0.013 for smooth wall
s = 0.014 ft/ft
Df,ii = 27.40 inches
use 30 inches
Size Anti-Floatation Block for Riser Barrel
Bouyant Forces on Riser, FBR = AR'LR"YH2O, lbs.
AR = Area of riser, ft 2.
HR = Height of riser pipe, ft
YH2O = Unit weight of water, 62.4 Ib/ft3
AK = 12.57 ft2
H R = 3.00 ft
YH2O = 62.40 Ib/ft3
FBR = 2,352.42 lbs.
7 5tormwater Wetland (B)
Bouyant Forces on Barrel, FBB = AB*LB*YH2O, Ib5.
AB = Area of barrel, ft2.
LB = Length of barrel segment, ft
YH2O = Unit weight of water, 62.4 Ib/ft3
dB = 2.50 ft
AB = 19.63 ft2
LB = 8.00 ft
Yh20 = 62.40 Ib/ft3
FBB = 9,796.80 Ib5.
Re515tmg Force Required, FRe5t5tmj = (F5R+FBB)*F5, Ib5.
FBR = Bouyant forces on riser, Ib5.
FBB = Bouyant forces on barrel, Ib5.
FS = Factor of safety, Typ. I . 15 Note: Minimum factor of safety, FS = I . 15
FBR = 2,352.42 I195.
FBB = 9,796.80 Ib5.
F5= 1.15
FRe5i5t,na = 13,971 .61 Ib5.
from Chapter 2K, NCAC Title 15A Dam
Safety Law when designing for bouyancy
Volume Concrete Required a5 Anchor, VConcrete = FResisting / (W-YH20)> 3
FResi5tinq = Re5i5ting force required, I125.
W = Weight of concrete, Ib5/ft3 [assume concrete @ 1 50 Ib5/ft3]
YH2O = Unit weight of water, 62.40 Ib/ft3
FRe515tinq = 13,971 .61 Ib5.
W = 150.00 Ib/ft3
YH20 = 62.40 Ib/ft3
Vconcrete = 155.45 ft
Size Anchor Slab
Anchor Dimen5icn5, V51ab = L2*t ft3
L = Length of Side, ft
t = Thickne55 of anchor 51ab, ft
L = 9.50 ft
t = 2.00 ft
V51ab = 180.50 ft3
Minimum Anchor Volume Required, VAnchor = V51ab - VRB - VPipe, ft3
Vconcrete = Volume of concrete, ft3
VRB = Riser-barrel volume, ft3
VP,,,= Volume of the void where barrel passes through anchor Blab, ft3
V51ab = 180.50 ft3
VRB = 12.56 ft3
V1e= 4.91 ft3
VAnchor = 163.03 ft
Since VAnchor 15 greater than the volume of concrete required to re5i5t the buoyant forces (VConcrete), the proposed anchor
slab will be sufficient to anchor the riser /barrel system and prevent floatation.
6 5tormwater Wetland (B)
Sizing Outlet Protection Apron
I 0-year Velocity Determination
Approx. pipe slope, 5 = [Elev.U/5-Elev.D/5]/L, ft/ft
Elev. U/5 = Upstream elevation, ft
Elev.D/S = Downstream elevation, ft
L = Length of pipe, ft
Elev.U/S = 153.50 ft
Elev.D/5 = 153.00 ft
L = 36.35 ft
s = 0.014 ft/ft
Discharge of Pipe flowing full, Qf,li = [,15'(Do/ 16)8/3]/n, cfs
5 = Approx. pipe slope, ft/ft
Do = de = Barrel diameter, ft
n = Mannincg's roughness coefficient
5 = 0.014 ft/ft
Do = 2.50 ft
n = 0.013 for concrete pipe
Qf'u = 48.23 cfs
Circular Channel Ratios
from Appendix C: Circular Channel Ratios, 5-25 of Civil Engineering Reference Manual
(6th Edition) by Llndeburcg
for:
Qf?u = 48.23 cfs
Q10 = 38.20 cfs
Ratio Q I o/Qfull = 0.79
for:
Q I O/Qfo = 0.79
Ratio V I dVf,u = 1.14
Velocity of Pipe Flowing full, Vf,,n = [y 5'D,, 2/3]/[8.9'n], ft/5ec
s = Approx. pipe slope, ft/ft
Do = dB = Barrel diameter, ft
n = Mannincg'5 roughness coefficient
s = 0.01 ft/ft
Do = 2.50 ft
n = 0.013
Vf'ii = 9.79 ft/sec
I 0-year Velocity, VIo = Vf,ii ' (Ratio V o/Vf,ii), ft/sec
VfUii = 9.79 ft/5ec
V I dVfUu = 1.14
VIo = I I . 16 ft/sec
With a V o of I I . 16 ft/sec and a pipe diameter (Do) of 2.5 feet, Figure 8.06.b. I of the NC Erosion and Sediment Control
Manual shows that this scenario is in Zone 3 for the NYDOT Dissipator Method.
0 5tormwater Wetland (B)
For Zone 3, figure 8.06.b.2 specifies an apron material of Stone filling (Medium) Class I Rip Rap, with and Apron Length of '
8*Do to prevent scour of the receiving area and an upstream Apron Width of 3*Do (at the pipe outlet). The downstream (at
the end of the apron) Apron Width is calculated as D,, + the Apron Length from figure 8.0Ga for a minimum tailwater
condition. Using this calculation, the downstream Apron Width would be 22.5 feet.
This yields a minimum Apron Length of: 20.0 feet '
A minimum Upstream Apron Width of: 7.5 feet
And a minimum Downstream Width of: 22.5 feet '
The minimum Apron thickness 15 calculated a5 2.25*d50 as shown on pg. (5.06. I of the NC Erosion and Sediment Control
Manual. '
An acceptable midrange (d50) for Class I Rip Rap is 10 inches according to the NCDOT Standard Specification (2002) Table
1042-I.
Therefore the minimum Apron Thickness = 22.5 inches
Sizing Emergency Spillway Channel
100-year flow, Q 100 = C*i i 00*A, cf5
C = Rational Coefficient (range between 0 and I )
i 100 = 100-year intensity, from OF table, in/hr
A = Drainage area, ft2
C = 0.66
1100 = 8.66 in/hr (interpolated for a T, of 9. 14 min)
A = 9. 10 acres
Q i 00 = 5 1 .77 cf5
Calculated Depth of Flow u5mg Normal-Depth Procedure
5 = Channel slope = [Elev.ur,-Elev.p/5]/L, ft/ft
Elev.u/s = Upstream reference elevation, ft
Elev.D/s = Upstream reference elevation, ft
L = Length of channel from upstream to downstream, ft
Elev.us = 161 .00 ft * Elevations are assumed and are approximate
Elev.p/s = 157.00 ft pending final proposed grading
L = 29.00 ft plan (by others).
5 = 0.14 ft/ft
A = Trapezoidal channel area = W"d + Md2, ft2
P = Wetted perimeter = W + 2d, ft
R = Hydraulic radius = A/P, ft
W = Bottom width of channel, ft (20 ft chosen for design)
d = Channel depth, ft
M = Side slope ratio (H:V)
Rearranged Manning'5 Equation: ARZis = Q*n/f I .49*,fs]
Q 100 = Design flow over spillway, cf5
n = Manning'5 roughness coefficient
s = Channel slope
10 5tormwater Wetland (B)
Q 100 = 5 1 .77
n = 0.03
s = 0.14
Qn/[ 1 .49',15] =
*"need to find d 50 that AR cfs
for riprap-lined channel
ft/ft
3.09
2,13 = Qn/[ 1 .49',151 M =
d W A P R Ae3
1.00 20.00 20.00 22.00 0.91 18.77
0.50 20.00 10.00 21.00 0.48 G.10
0.30 20.00 6.00 20.GO 0.29 2.64
0.20 20.00 4.00 20.40 0.20 1.35
0.27 20.00 5.40 20.54 0.26 2.22
0.28 20.00 5. GO 20.56 0.27 2.35
0.28 20.00 5.50 20.55 0.27 2.28
0.27 20.00 5.46 20.55 0.27 2.26
0.30 20.00 G.00 20.GO 0.29 2.64
0.31 20.00 G.20 20.62 0.30 2.78
0.32 20.00 6.30 20.63 0.31 2.86
0.32 20.00 6.40 20.64 0.31 2.93
0.33 20.00 6.58 20.GG 0.32 3.07
0.33 20.00 G.G I 20.GG 0.32 3.09
Shear Stress Calculations
Based on this calculated depth, the emergency spillway will pass the
100 year event without overtopping since its design depth 15 1 .0 feet
Channel shear stress, T,h. = Yn20"d'5,:h., Ib/ft2
YM20 = Unit weight of water, Ib/ft3
d = Channel depth, ft
Soh. = Channel slope, ft/ft
Yh20 = 62.40 Ib/ft3
' d = 0.33 ft
S,h. = 0.14 ft/ft
Tl? = 2.84 Ib/ft2
3 H: IV
Actual Channel dimensions:
W = 20 ft
d = 1.000 ft
According to Table 8.058 of the NCDENR Erosion and Sediment Control Manual, this 15 a permissible shear stress for a
riprap liner with a d50 of 9 inches or greater,
This corresponds with Class I Rip Rap a5 defined in Table 1042-1 of the NCDOT Standard 5peafication5 for Roads and
Structures, 2002.
Stormwater Wetland (D)
RIVER'S EDGE APARTMENTS
Protect No.: G82002
Stormwater Wetland (B) Stage-Storage Relationship
5UMMARYMUATION:
Regre551on Output: Ks
S = Ks Zb Constant 9.958 2 1129
where: 5 = Storage Volume, ft. 3 b
Z = Stage above Invert, ft. X Coefficient(s) 1.000 I .00
K5 15 defined by regre551on output
b 15 defined by regre55ion output
Incremental Storage Computed Computed
Contour Area Z AREA dN Volume (Acc. Vol.), 5 In(Z) In(5) Storage In(S)

(Elev.) (Acres) (feet) (ftz) (ft.) (ft3) (ft3) (ft3)
155.0 0.49 0.0 21129
156.0 0.49 1.0 21129 1 21129 21129 0.000 9.958 21129 9.958
157.0 0.49 2.0 21129 1 21129 42258 O.G93 IO.G52 42258 1 O.G52
157.5 0.49 2.5 21 1 29 0.5 1 0544 52822 0.91 G 10.675 52822 10.875
STAGE-STORAGE FUNCTION
Log-Log Plot - In (Z) V5. In (5)
1 1.00-
10.80-
10. GO N X-5eries 1
10.40 -f-Series2
10.20--
10.00
9.80
0.00 0.20 0.40 0. GO 0.80 1.00
In (Z)
12 Stormwater Wetland (5)
RIVER'S EDGE APARTMENTS
Project No.: 6820.D2
Develop Discharge Curves for ILser-Barrel Spillway System
Primary 5polway Input Data
Riser Data
12.57 Riser Weir Length, feet
12.57 Poser Orifice Area, sf
156.00 Rser Crest Elev., feet
3.00 Riser Weir Coeff.
0.60 Riser Orifice Coeff.
Barrel Data (pipe only)
2.50 Barrel Diameter, feet
153.50 Barrel Invert Elev., feet
0.60 Barrel Orifice Coeff.
1.00 Number of Barrels
0.013 Manning's'n"
36.35 Length of Pipe, feet
1.5 Sum of Minor Loss Coefficients, K
1 53 Barrel Outlet Water Surface Elevation, feet
Emergency 5po1way Input Data
1 57 E. Spillway Crest Elev., feet
20 E. Spillway Crest Width, feet
6 E. Spillway Weir Coeff.
Calculations
WSE R I -Weir R I-Orifice B 1-Orifice B 1-Frict. RIB I -Out Weir I
(ft) (cfs) (cfs) (cfs) (cfs) (Cl (cfs)
P.S. Elev. 156 0.0 0.0 26.4 50.3 0.0 0.0
156.25 4.7 30.3 28.9 52.4 4.7 0.0
156.5 13.3 42.8 313 54.4 13.3 0.0
156.75 24.5 52.4 33.4 56.3 24.5 0.0
157.00 37.7 60.5 35.5 58.1 35.5 0.0
157.25 52.7 67.6 37.4 59.9 37.4 15.0
T.O.D. 157.50 69.3 74.1 39.2 6).7 39.2 42.4
Weir Flow Q = CLH ^ 1.5
Orifice Flow Q = CA(2gh) ^ 0.5
Friction Flow Q = ((Z2-21)/(4.66n ^ 2UD ^(I 6/3))+0.0252K/D ^ 4)) ^ 0.5
Total W5E
(cfs) (ft)
0.0 1 56.00
4.7 1 56.25
13.3 1 56.50
24.5 1 56.75
35.5 157.00
52.4 157.25
81 .6 157.50
Nash County Quarry, Basin #1 - Outlet Structure
Discharge vs. Elevation
80.0
70.0
60.0
50.0 t R1-Weir
'G -W- R1-Orifice
?- B t-Orifice
40.0
--- B 1-Frict.
- OF- -F R/B 1-Out
0
30.0
20.0
10.0
0.0
156.75 157.00 157.25 157.50
Water Surface Elevation (ft.)
NOTE: The design intent is that the Riser as an Orifice DOES NOT Control. Control should typically go from
the PLser as a Weir Control to the Barrel as an Orifice Control.
13 5tormwater Wetland (B)
RIVER'S EDGE APARTMENTS
Project No.: G520.D2
5tormwater Wetland (B) RoutinQ of I 0-yr Event
HRM-5WM3.WB2 JLE I I- I -9G, 3-99 v.3 allows direct entry of p. Spill. weir and orifice data
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATERSHEDS (LESS THAN 2 SQ. MI.)
Chain5aw Routing from E/ement5 of Urban 5tormwater Design (Malcom, 1989)
WATERSHED: 9.10 Area, acres
893.6 Hydraulic Length, feet
7.G Hydraulic Height, feet
O.GG Weighted Rational C
85 Weighted 5C5 Curve Number
9.14 Computed Time of Concentration (Tc), min., by Kirpich Ec)n.
DESIGN STORM: 10 -year Return Frec)uency
24 -hour Storm Duration
5.GG Depth, inches, select from DDFIDF page based on Duration and Return Frec).
G.39 Intensity, inches/hour, select from DDFIDF page based on Tc and Return Prec).
HYDROGRAPH: 38.38 Computed Peak Flow by Rational, cf5
I .7G 5= 1000/CN-10
3.98 Depth of Runoff, inches
13 1,5G I Volume of Runoff, cf Input Pipe Diameter:
4 1 .08 Time to Peak, min.
STAGE-STORAGE: 21 1 29 K5, constant
1.00 b, exponent
1 55 Reference Elevation, feet
STAGE-DISCHARGE: 12.56 Riser Weir Length, feet
12.56 Riser Orifice Area, 5f
15G RiSer Crest Elev., feet
3.33 Riser Weir Coeff.
O.G Riser Orifice Coe-ff.
2.50 Barrel Diameter, feet
153.5 Barrel Invert Elev., feet
O.G Barrel Orifice Coeff.
I Number of Barrels
Riser LencJth:
Riser Orifice Area
1 57 E. Spillway Crest Elev., feet
20 E. Spillway Crest Width, feet
3 E. Spillway Weir Coeff.
1 58 Top of Dam Elev., feet
200 Top of Dam Crest Width, feet
2.G3 Top of Dam Weir Coeff.
ROUTING: 2 Desired Computational Interval, minutes
15G Starting Water Surface Elev.
RESULTS: 156.95 Peak Water Surface Elev., feet
0.95 Depth over RSer Crest, feet
0.00 Depth over E. Spillway, feet
0.00 Depth over Top of Dam, feet
4 feet
12.56 feet
12.56 56). ft.
35.1 Total Peak Discharge, cf5
35.1 Primary Peak Discharge, cf5
0.0 E. Spill. Peak Discharge, cf5
0.0 Top of Dam Peak Discharge, cf5
14 5tormwater Wetland (B)
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RIVER'S EDGE APARTMENTS
Project No.: G820.D2
Stormwater Wetland (5) Routing of 100-yr Event
HRM-5WM3.WB2 JLE I I -I -9G, 3-99 v.3 allows direct entry of p. spill. weir and orifice data
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATERSHEDS (LESS THAN 2 5Q. MI.)
Chainsaw Routing from Elements of Urban Stormwater Design (Malcom, 1989)
WATERSHED: 9.10 Area, acres
893.3 Hydraulic Length, feet
7.G Hydraulic Height, feet
O.GG Weighted Rational C
85 Weighted SCS Curve Number
9.14 Computed Time of Concentration (Tc), min., by Kirpich Eqn.
DE51GN STORM: 100 -year Return Frequency
24 -hour Storm Duration
8.40 Depth, inches, select from DDFIDF page based on Duration and Return f req.
B.GG Intensity, inches/hour, select from DDFIDF page based on Tc and Return Freq.
HYDROGRAPH: 52.01 Computed Peak Flow by Rational, cfs
1.7G S= 1000/CN-10
G.GO Depth of Runoff, inches
2 18,009 Volume of Runoff, cf Input Pipe Diameter: 4 feet
50.23 Time to Peak, min.
STAGE-STORAGE: 21 1 29 Ks, constant
1.00 b, exponent
155 Reference Elevation, feet
STAGE-DISCHARGE: 12.56 Riser Weir Length, feet
12.56 Riser Orifice Area, sf
15G Riser Crest Elev., feet
3.33 Riser Weir Coeff.
0. G Riser Orifice Coeff.
3.00 Barrel Diameter, feet
153.5 Barrel Invert Elev., feet
0.G Barrel Orifice Coeff.
I Number of Barrels
Riser Length: 12.56 feet
Riser Orifice Area: 12.56 sq. ft.
1 57 E. Spillway Crest Elev., feet
20 E. Spillway Crest Width, feet
3 E. Spillway Weir Coeff.
1 58 Top of Dam Elev., feet
200 Top of Dam Crest Width, feet
2.G3 Top of Dam Weir Coeff.
ROUTING: 2 Desired Computational Interval, minutes
15G Starting Water Surface Elev.
RE5ULT5: 1 57.1 2 Peak Water Surface Elev., feet
1.12 Depth over Riser Crest, feet
0.12 Depth over E. Spillway, feet
0.00 Depth over Top of Dam, feet
5 1 G Total Peak Discharge, cfs
49.3 Primary Peak Discharge, cfs
2.4 E. Spill. Peak Discharge, cfs
0.0 Top of Dam Peak Discharge, cfs
I G Stormwater Wetland (B)

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RIVER'S EDGE APARTMENTS
Project No.: G520.D2
Bloretentlon Area (C) Calculations
Dralnaae Area Characteristics
Curve
Number
C/Vx Rational
Coefficient
Area /ft 2 Acres Land Use Soil Tvne HSG (CN1 • ZA? 9A fLL C x %Area
2851.76 O.OG5 Grass BaB B G9 0.05 3.51 0.10 0.0051
2026.09 0.047 Grass BaB B G9 0.04 2.49 0.10 0.0036
31.86 0.001 Grass BaB B G9 0.00 0.04 0.10 0.0001
2535.70 0.058 Grass BaD B G9 0.05 3.12 0.10 0.0045
39.81 0.001 Grass BaD B G9 0.00 0.05 0.10 0.0001
3511.37 0.081 Grass BaD B G9 O.OG 4.32 0.10 0.0063
18 1 G3.1 1 0.4 1 7 Impervious BaB B 98 0.32 3 1 .74 0.95 0.3076
4547.89 0.104 Impervious BaB B 98 0.08 7.95 0.95 0.0770
1094.21 0.025 Impervious BaB B 98 0.02 1.91 0.95 0.0185
77.74 0.002 Impervious BaB B 98 0.00 0.14 0.95 0.0013
3448.82 0.080 Impervious BaB B 98 0.00 G.OG 0.95 0.0588
2008.09 0.046 Impervious BaD B 98 0.04 3.51 0.95 0.0340
G 1 78.67 0.142 Impervious BaD B 98 0.11 10.50 0.95 0.1047
GG3.99 0.0 1 5 Impervious BaD B 98 0.01 1.) G 0.95 0.01 12
7568.41 0.174 Impervious BaD B 98 0.13 13.22 0.95 0.1282
240.01 0.000 Impervious BaD B 98 0.00 0.42 0.95 0.0041
4.32 0.000 Impervious BaD B 98 0.00 0.01 0.95 0.0001
1074.82 0.025 Impervious co D 98 0.02 1.88 0.95 0.0182
56086.7 1.29 100.0% 92 0.78
Values taken trom fable 5.5.2, Applied Hydrology, Chow 1988, based on Landu5e and Hydrologic Soil Grout
** NC DWQ BMP Manual pg. 3-2
Weighted CN = 92
Total % Impervious = 80.39%
Bloretentlon Area 51zinGa
The Simple Method, from section 3.3.1 of the September 2007 BMP Manual, 15 used to caculate the volume of runoff
from the first flush ( I " of rainfall).
5olving for V (volume of runoff in fe that must be treated in the BMP) the Simple Method 15:
V = 3630*Rd*Rv*A
Where:
Rd = Design storm rainfall - in this case 1 .0 in for the first flush.
A = Watershed area in acres
Rv = Runoff coefficient calculated a5:
Rv = 0.05 + 0.9*la
Where la = the imperious fraction = (the impervious portion of the drainage area) / (the total drainage area.
Therefore:
la = 0.80
Rv = 0.77
V = 3,G 15.4 5 ft
Bioretention (C)
' 5ioretention Surface Area, SA = V 14/H, ft2
VR = Runoff. volume, ft3
H = Average depth of water, (optimal 6 inche5)
' VR = 3,61 5.45 ft3
H = 0.75 ft2
' SA = 4,820.60 ft
In-Situ Soil Characteristics
According to the Soil Survey of Cumberland and Hoke Countie5, NC (USDA 1984), the in-51tu 5011 under th15
proposed bloretention area 15 the Blaney Loamy Sand 5011 mapping unit (5aD) with a depth to seasonal high water
table greater than 6 feet, and at a depth of 36-inche5 (the prop05P-d fill media depth), an infiltration rate of 0.2-0.6
in/hour.
. Based on th15 in-5itu 5oil, the location 15 appropriate for a bloretention area (DWQ BMP Manual 9/07
pg. 12-2 - de[th to high water table must be greaater than 2 feet for bloretention cells), and an underdrain will be
reciuired based on the infiltration rate (DWQ BMP Manual 9/07 pg 12-3 - underdrain5 are not necessary if 1n-51tu
5011 drainage 15 greater than 2 in/hr).
Underdrain Sizing
' F111 Soil Choice
Nitrogen Removal - Sandy Loam
K= 11n/hr Soil Type: 12% FInC5 (511t+Clay), 82-85% Sand, 3-6% Organic From NC State Biological
' Other Pollutant Removal - Loamy Sand Agricultural Encglneering (DAE)
K= 2 m/hr Soil Type: 8% F1ne5 (511t+Clay), 86-90% Sand, 2-4% Organic web5lte - 5loretentlon Soil Media
K= 2 1n/hr 51nce Loamy Sand will be 5peclfled for th15 bloretentlon arec
' Minimum Flow by Darcy15 Law, Q M,, = K'I'A'(1/43200), cf5
I = Hydraulic gradient (assumed to ecfual I )
' K = F111 5011 choice, 1n/hr
A = 5loretentlon surface area, ft2
K = 2.00 1 n/h r
A = 4,820.60 ft2
QM,n = 0.22 cf5
De51gn Flow, Q D = QW ` FS, cf5
QM,n = Minimum flow, cf5
FS = Factor of safety (range between 2 and 10)
QM,n = 0.22 cf5
FS = 2.00
QD = 0.45 cf5
2 5loretentlon (C)
Pipe Diameter, d = 16'[(Q in
QE, = Design flow, cf5
n = Mannincg'5 roughness coefficient
5 = internal 51ope (recommended minumum 0.005 ft/ft)
Qp = 0.45 cf5
n = 0.012 for smooth wall
5 = 0.01 ft/ft
d = 6.08 inches
use Cl = 6.00 inches
Number of Pipes
Equivalent Pipe Diameters
D (in) No. of 4" dram
5.13 2
5.95 3
6.66 4
7.22 5
7.75 6
8.2 7
d = 6.00 inches
# of 4" diameter pipes = N/A
Equivalent Pipe Diameters
D (in) No of G" dram
7.84 2
9.1 1 3
10.13 4
# of G" diameter pipes = 2
Calculating Drawdown
Ponded Volume, V P = Runoff Volume, V R
VP = 3,61 5.45 ft3
Time to Drain Pondmg Zone, T P = VP / QM,n, hr
VP = Ponded volume, ft3
QM,, = Minimum flow, cf5
VP = 3,615.4 5 ft3
Qm,n = 0.22 cf5
TP = 16,200.00 seconds
TP = 4.50 hours
3
Dioretention (C)
Volume in Top 24", Surface Volume, V 5 = 5A*n*2, ft3
5A = Surface area, ftz
n = Soil drainable poro5ity (range between 0.25 and 0.50;
5A = 4,820.60 ftz
n = 0.45
V5 = 4,338.54 ft3
Time to Drain Soil Zone, T 5 = V5 / QM,,,, hr
VS = Volume in top 24", ft3
QM,n = Minimum flow, cf5
VS = 4,338.54 ft3
QMin = 0.22 cf5
TS = 19,440.0 seconds
TS = 5.40 hours
Total Drawdown Time, Tt t l = Tp + T5, hr
Tp = Time to drain ponding zone, hr
T5 = Time to drain Soil zone, hr
Tr = 4.50 hours
T5 = 5.40 hours
Ttot'?i = 9.90 hours
Sizing Overflow Weir
Time of Concentration, T, = 0.0078*L0.775-0.385 min
Kirpich Equation, Applied Hydrology by Chow, pp. 50C
L = Flow length from headwater to outlet, ft
H = Elevation difference from headwater to outlet, ft
5 = Average slope = H/L, ft/ft
L = 254.0 ft
H = 2.0 ft
5 = 0.008 ft/ft
T, = 3.58 min
I 0-year flow, Q 10 = C*t 1 o*A, cf5
C = Rational Coefficient (range between 0 and I )
110 = I 0-year inten5ity, from OF table, in/hr
A = Drainage area, acres
C = 0.78
110 = 7.28 in/hr
A = 1.29 acres
Q )0 = 7.34 cf5
4 Bloretentlon (C)
Length of Weir, L,,e1, = Q10 / [Cw'h 1.5 1, ft
Q 10 = 10-yea r flow, cf5
CH,e,, = Weir coefficient
H = height of water above weir, in
Q10 = 7.34 cf5
CWe,r = 3 for sharp-crested
H = 6.00 1n
L.,,,,,r = 6.92 feet
Outlet Size
I wide 5quare outlet = Weir Length / 4
Lw,,r = 6.92 feet
Lw if = 83.08 inches
I side = 20.77 inches
5cluare Dimen5ion5:
20.77 x 20.77 inches
use 2 x 2 feet or larger
Sizinci Outflow Pipe
Outflow Pipe Diameter, D f,u = 16'[(Q 10 n)h/5](318), ft
Q i o = 10-year flow, cf5
n = Manning'5 roughness coefficient
5 = internal slope (recommended minumum 0.5%)
Q10 = 7.343 cf5
n = 0.012 for smooth wall
5 = 0.047 ft/ft
Dfuu = 1 1.42 inches
use 12 mche5
5
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Permit Number:
(to be provided by DWQ)
O`?pF WAr???v
&MA
,A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name River's Edge Apartments - Stormwater Management Plan
Contact name Rebecca Peterson, P.E.
Phone number [phone]
Date March 19, 2008
Drainage area number DA Letter A
11' 0E 10JNF(5R TON ' .
' Site Characteristics
Drainage area 128,674 ft2
Impervious area 86,589 ft2
Percent impervious 67.3% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth N/A in
1-yr, 24-hr intensity N/A in/hr
Pre-development 1-yr, 24-hr peak flow N/A ft3lsec
Post-development 1-yr, 24-hr peak flow N/A ft3lsec
Pre/Post 1-yr, 24-hr peak control #VALUE! ft3lsec
Storage Volume: Non-SR Waters
Design volume 7,030.0 ft3
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff N/A ft3
Post-development 1-yr, 24-hr runoff N/A ft3
Minimum volume required #VALUE! ft3
Volume provided N/A ft3 #VALUE!
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 9,374.0 ft2 OK
Length: 243 ft OK
Width: 56 ft OK
-or- Radius ft
Solis Report Summary
Drawdown time, ponded volume 4.5 hr OK
Drawdown time, to 24 inches below surface 5.4 hr OK
Drawdown time, total: 9.9 hr
In-situ soil:
'
Soil permeability 6.00 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
' Soil composition
% Sand (by weight) 88% OK
% Fines (by weight) 8% OK
% Organic (by weight) 4% OK
Form SW401-Bioretention-Rev.2 Parts I and II. Design Summary, Page 1 of 2
Phosphorus Index (P-Index)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
Total: 100%
29 (unitless) OK
151 fmsl
150 fmsl
OK
147 fmsl
3ft
3 inches OK
144 fmsl OK
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Form SW401-Bioretention-Rev.2
Y (Y or N)
Permit Number: '
(to be provided by DWQ)
I 2 Insufficient number of clean out pipes provided.
2 OK
1ft
146fmsl
2ft OK
N (Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
NIA ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK

Y
(Y or N)
OK '
N/A (Y or N) Insuffici ent ROW location. - a ?vcu 1c??j? r?c?erne.?? }

1 ft/sec OK

N (Y or N) OK
r??(??v.1ed Pay` c:xd '

N (Y or N) OK { l
N (Y or N) Insufficient stabilization.
t

OK
Parts I and II. Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWQ)
??- - . ??IT.. NHS CH?4?KtIST_,?r r. - -
RV
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
itials Sheet No. l1u ?Cr?12 ``Zr`"'c 10.?c{y { ? cN " ??tc r"drt. c? z
?tYt`?CrlX:?ctC (l cLrr W'.Clc L1c
3 of 14 1. Plans (t - SA-eFaarger) of the entire site showing: ; u !pN4 YVz x} _N Sv\
Design at ultimate build-out,
Off-site drainage (if applicable),
-Delineated drainage basins (inshide Ftatieaal Geeeisier?t per basin), h;s ;,? ???ded ; n k?z
Cell dimensions, ,--'?Ck_cVAzd cCtlC?i ckA CK.)S
Pretreatment system, cn S'hi H
High flow bypass system, shun cy, 1' heS2t Lt
MaWaaance access,
y Reeorded drainage easement and public right of way (ROW),
Clean out pipe locations, shcwn c,-) Overflow device, and -t,c:wv? cv, ?v,eu y
4 of 14 2. Plan details (I"=30' eF4arger) for the bioretention cell showing: -gj2s cc , w ?? n?'t v +zcti?c nc b\y
Cell dimensions c<z >1 cam, acrd s;;>? u C+ icw?
Pretreatment system,
High flow bypass system, ??<; ?,?? t?s^ tct? sees }
- Ma4RteRanee aeeen, c c'L? bZ ?1-t1q i 8 r__. -
Reserded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
8 of 14 3. Section view of the bioretention cell (der) showing: T'A_"?-X nc* 4.0
Side slopes, 3:1 or lower
Underdrain system (if applicable), and sv o u?l cn SheW_k- LA
Bioretention cell layers [ground level and slope, pr&4wtmeRt, ponding depth, mulch depth, fill media
depth, washed-sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT-leveifsj and overflow structure]
end of calcs. 4. A soils report that is based upon an astaaE?t4gati ' R-tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
?h?s hctS b?rLx, ><?:i?cd t1?z
-Soil permeability, {
Soil composition (% sand, %fines, %organic), and
P-index. x. s,n? c-v\ ndrz? ci??uc? nc?s bzsu?
ua?e ?;?.
14 of 14 5. A detailed planting plan (1.0-- 26'-eHarger) prepared by a qualified individual showing: N c:r -t-r, ? ccz-l z.
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and --Mts w??\ be, ?3u?h? ?y Cu,?cc?c-1c?.
Fertilizer and watering requirements to establish vegetation. -i-v\e c?r? za Jt?e,4 ;'N
NIA 6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized. s ?s nL t n?esc ?-kA cc'cA?c-A
_-of?ct m CcYCSt rliC?tM 5 YV?`3?tYl fir N1'?` :>tc, .v\„u?r duJ.:? r i 12? r
7 of 14 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the ??..r; er,?2nces .
entire drainage area is stabilized.
1-5 BA-A 8. The supporting calculations (including underdrain calculations, if applicable).
Att. III 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
NIA "t 10. .
Form SW401-Bioretention-Rev.2
AA_ ,rZt tY?v it >t \c?Y? ctrtd
nnG?? tc? EirYl c Y ti??C`a?d `?1t-- C C.<JCk\ k<c"-S • Part III, Page 1 of 1
Permit Number
(to be provided by DWQ)
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
??a?walfi9?c
-i
C1 Y
P (lE '

1NF0

wt _, a xs,
"'
Project name River's Edge Apartments - Stormwater Management Plan
Contact name Rebecca Peterson, P.E.
Phone number [phone]
Date March 19, 2008
Drainage area number DA Letter B
It, DE$1P_N Q
Site Characteristics
Drainage area 396,518 ft2
Impervious area 259,690 ft2
Percent impervious 65.5%%
Design rainfall depth 1.0 inch
Peak Flow Calculations
Does this project require pre/post control of the 1-yr 24-hr peak N (Y or N)
flow?
1-yr, 24-hr runoff depth N/A in
1-yr, 24-hr intensity N/A in/hr
Pre-development 1-yr, 24-hr runoff N/A ft3lsec
Post-development 1-yr, 24-hr runoff N/A ft3lsec
Pre/Post 1-yr, 24-hr peak control #VALUE! ft3lsec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 21,129 ft3 OK
Depth of temporary pool/ponding depth (DP,aats) 12 in OK
Drawdown time 4.03 days OK
Diameter of orifice 2.00 in OK
Coefficient of discharge (Co) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 1.000 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth N/A in
Pre-development 1-yr, 24-hr runoff N/A ft3
Post-development 1-yr, 24-hr runoff N/A ft3
Minimum volume required ft 3
Volume provided N/A ft3 OK
Form SW401 -Wetland-Rev. 1
Parts I and II. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWQ)
t Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
' Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
' The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
' Permanent Pool
Shallow Water (top)
Deep Pool (top)
' Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
' This design meets Option #2,
Has a clay liner
If yes:
' Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
' Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
' Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
' each plant type are recommended):
Herbacious (411nch diameter)
Shrubs/small trees (1 gallon or larger)
' Trees (1.5" dbh)
Form SW401-Wetland-Rev.1
21,129 ft2 OK
8,452 ft' OK
40%
8,452 ft2 OK
A r10%
2,113 ft Insufficient forebay area.
10%
2,113 ft2 OK
10%
21,129 ft2 Enter data into the shaded cells in this section.
0.33 ft2
155.00 fmsl
155.00 fmsl
155.00 fmsl
153.50 fmsl
152.00 fmsl
N (Y or N)
cZs/ \ cj.4? Y`?c:sz ?„r `5?iv? ? S ?cW'1d
-- fmsl
Y d??n ? c? cc ns'rr?•cv? a cA c??
6 in
12 in OK
0 in
18 in OK
36 in OK
N (Y or N) OK
636
424
106
636 OK
424 OK
108 OK
Parts I and II. Project Design Summary, Page 2 of 3
Permit Number ,
(to be provided by DWQ)
Additional Information
Can the design volume be contained? Y (Y or N) OK

Does volume in excess of the design volume flow evenly
N
(Y or N) '
Excess volume must pass through filter.
distributed through a vegetated filter?
What is the length of the vegetated filter? NIA ft

Does the design use a level spreader to evenly distribute flow?
N
(Y or N) '
Show how flow is evenly distributed.
Are calculations for supporting the design volume provided in the Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK '
Is the BMP located in a recorded drainage easement with a N/A (Y or N) Insufficient ROW location. - A
recorded access easement to a public Right of Way (ROW)? ecrs•zx? k r Y1 _AJ w ?? be
The length to width ratio is: 4.9 :1 OK rv_ccxaed c?tcrz =: mw?t?
Approximate wetland length 340.0 ft
1r?.xlci emk ; Sri is ccs?>pec!
Approximate wetland width 70.0 ft c? d pall s ate c???? i+-?Gns
cure ,ct\?d•

Approximate surface area using length and width provided 2
23,800 ft This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetiand-Rev.1 Parts I and II. Project Design Summary, Page 3 of 3
' Permit No.
(to be provided by DWQ)
III?R?EQIIR?D ITEM5 G??EKLIST '.. w ? ? <, -
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
' provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
' Initials Page/ Plan
nSheet No. c~t rect<,c"ahAy on s}-cLr\ackYrt? S??
cis' cUc*l , dYCLW. l,s• i' 4?1?5 S' \eaZY 1S lui V S\l?\C \ C-
3 of 14 1. Plans rger) of the entire site showing: rt,es.-?- cc%r, h? ?r a v???ed•
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (i basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
? - Recorded drainage easement and public right of way (ROW),
- Overflow device, and - shr,, shit G
- Beaedaries-sf-d?ai asexne?t.
5 of 14 2. Plan details (1 - 50 or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- RoGefded drainage easement and public right of way (ROW),
' - Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
' - t.
10 of 14 3. Section view of the wetland (? =-29' Mager) showing:
' - Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
' Option 1, no clay liner: SLWT depth ?z CAeaer-?v\\ne5A CLt
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications ? -tu,V'Ne C'4? CC"SA-wG4r\."`1
' 14 of 14 4. A detailed planting plan (1"-= 29' of arujer) prepared by a qualified individual showing: --,c-tiAe .
- A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and Qd 6y C?? ctict o?
' - Fertilizer and watering requirements to establish vegetation. --Vk,e.:5\? ??zs rim k:-\ +1ne_
7 of 14 5, A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
(ULD 1-12 SW-B
A
Att. I I I
N/A
SW401-Wetland-Rev.1
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized inspection and maintenance agreement.
* 8. A-seed-resist+en.
This +n,A,1c1 ctip?G ak c? -ctQ SJ-r\,,,twr x lc;h cvnd ; ?n1 i cZ4?cw 1
0CCYXCA\4f?"_\S - Part III, page 1 of 1
A?
NCDENR
Permit Number:
(to be provided by DWQ)
o`?oF warF9QG
p <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
It., P OJE 11 P.4 (O p1
Project name River's Edge Apartments - Stormwater Management Plan
Contact name Rebecca Peterson, P.E.
Phone number [phone]
Date March 19, 2008
Drainage area number DA Letter C

Site Characteristics
Drainage area 56,086 ft2
Impervious area 45,090 ftZ
Percent impervious 80.4% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Soils Report Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
Form SW401-Bioretention-Rev.2
N (Y or N)
N/A in
N/A in/hr
N/A ft3/sec
N/A ft3/sec
#VALUE! ft3/sec
3,615.0 ft3
N/A ft3
N/A ft3
#VALUE!ft3
N/A ft3
9 inches OK
0.75 ft
4,821.0 ft2 OK
95 ft OK
56 ft OK
ft
4.5 hr OK
5.4 hr OK
9.9 hr
#VALUE!
0.40 in/hr Insuf iei . isn-rate.- ?. 1z?'c r ins LvAk '

2.00 in/hr OK
'
88% OK
8% OK
4% OK '
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Phosphorus Index (P-Index)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
Total: 100%
29 (unitless) OK
' How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
t Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
' Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
' Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
' recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
' the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8'inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Form SW401-Bioretention-Rev.2
167 fmsl
166 fmsl
163fmsl
3ft
3 inches
160 fmsl
Y (Y or N)
2
2
1ft
162 fmsl
2ft
OK
OK
OK
Insufficient number of clean out pipes provided.
OK
OK
N (Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
N/A ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N/A (Y or N) Insufficient ROW location. A
?CW w'.A\ lam' C2CCYc1?Lc? aClCtZlE
1 ft/sec OK }.rte ?.,??,y?{ N'V'n c 't 1cL' n

N (Y or N) OK
N (Y or N) OK
N (Y or N) Insuffici ent stabilization. Nc < c?r??\y?:?ncv?aiy
bZ p?;c-.Y
s?ab?\?-?ed, best w?\\

T-?
A-C
X
OK
Parts I and II. Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWQ)
III: CviV '1#,?114J l? E ,,:.f f t f???r?{. t.• <ow?*"•?'?, ?=J'a?,.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan ?,;> Sc«z w,t\ r2cSor cLb\ ?:? c'cA Sjct?c?cZ?c? ???e
Initials Sheet No. ,? ,_rn?'?YVr ch A'C" ?.n
3 of 14 1. Plans (11-50 eFfsrger) of the entire site showing:
????\
Design at ultimate build-out,
Off-site drainage (if applicable),
-Delineated drainage basins (in ?,? s (s n c\vC\2c? nh?
- Cell dimensions, a ??c ties cc?k\c?? ices .
-Pretreatment system, c" Stir z,? b
-High flow bypass system, - SY?cw,1 cry =??k
Reserded-drainage easement and public right of way (ROW),
Clean out pipe locations, - shcw:-) '-V-1 ?heo_?- b
-Overflow device, and - s?nown crn sa,ec?t
'I'll
6 of 14 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Reserded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
- Ber?eries-ef-draiRage-easerflent.
8of14
end of caics.
T

14 of 14
NIA
7of14
3. Section view of the bioretention cell (4=28 er larger) showing: 7->C-.A-?"\ C"Ct -A-c S cc,\e.
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pm4reatmM, ponding depth, mulch depth, fill media
depth, washed-send, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
S! OiRevel(s), and overflow structure]
'
to wCVV_-611_q
4. A soils report that is based upon an , ' ' , ' a-tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in '
situ soil must include:
Soil permeability,
\ct???:n
Soil composition (% sand, %fines, %organic), and ;C\ o \ s C?c:n.. c?'rl ?AA6QLr-dam c?kn
P-index. hc.s
5. A detailed planting plan (1" - '- 0'9rlairge ) prepared by a qualified individual showing:
A variety of suitable species, tJc \ e s cc?\e
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified, '
A planting detail,
The source nursery for the plants, and - 5 .i•\\ \x x?>n e? by Cc???r c`c? er
Fertilizer and watering requirements to establish vegetation.
6. An assurance that the installed system will meet design specifications upon initial opera Ion once the
project is complete and the entire drainage area is stabilized. 4 I~C cs. 0 c-r
Crn-4?caC-F }? -?-?c•rrn ccr,L+rvC?ci1 s.?rv?Stc>r? ?r -Nn??`'- Si-c?mwc?.`r
7. A construction sequence that shows how the bioretention cell will be protected from sediment until the Ae4 cks c-VN8
entire drainage area is stabilized. }?, ?,; a K+en
1-5 BA-C 8. The supporting calculations (including underdrain calculations, if applicable).
Aft. III 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement. '
N/A 10.
'?' TY?is ?s xX?d:c?? cy-??.;R1 04- +i2? ?'?"tY\l?vc:?{ems Ptah arld '
Form SW401-Bioretention-Rev.2 -?'A n CA \-e_C ?r? Cx1 Cyr' V -V ! CSC-_d t CCU ?c?? lS . Part 111, Page 1 of 1
Permit Number:
(to be provided by DWQ)
' Drainage Area Number: A
Bioretention Inspection and Maintenance Agreement
' I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
' of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
' - Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention I&M-Rev.2 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention I&M-Rev.2 Page 2 Of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention I&M-Rev.2 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: River's Edge Apartments - Stormwater Management Plan
BMP drainage area number: A
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, ?%(??, D.,?? , a Notary Public for the State of
jr4h ('&.roljn6 , County of Wc4,e, , do hereby certify that
JGUL O.Grt IStG personally appeared before me this lr l+k
day of 2w(6 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
r
4
SEAL
My commission expires 7-a a- aWh
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
bate: y ??1Z
Permit Number:
(to be provided by DWQ)
Drainage Area Number: B
Stormwater Wetland Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will
be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
wetland erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Form SW401-Wetland I&M-Rev.2 Page 1 of 4
BMP element: Potential problem: How I will remediate the problem:
The forebay Sediment has accumulated in Search for the source of the
the forebay to a depth that sediment and remedy the problem if
inhibits the forebay from possible. Remove the sediment and
functioning well. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The deep pool, shallow Algal growth covers over Consult a professional to remove
water and shallow land 50% of the deep pool and and control the algal growth.
areas shallow water areas.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray) -
the deep pool and shallow consult a professional.
water areas.
Shallow land remains flooded Unclog the outlet device
more than 5 days after a immediately.
storm event.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Best professional practices Prune according to best professional
show that pruning is needed practices.
to maintain optimal plant
health.
Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
of the deep pools. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Form SW401-Wetland I&M-Rev.2 Page 2 of 4 1
BMP element: Potential problem: How I will remediate the problem:
The embankment A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
The micropool Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the Remove the plants, preferably by
micropool. hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Wetland I&M-Rev.2 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: River's Edge Apartments - Stormwater Management Plan
BMP drainage area number: B
Print name
Title:
Address:-
Phone:
Signs
Date:
Oq Wt i <<eS

Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, ?,?.?? D, UShv?/ , a Notary Public for the State of
N o 4k "It rio\ , County of J,?, , do hereby certify that
JQN? Carli C'1e. personally appeared before me this IrI `
day of \ , and acknowledge the due execution of the
forgoing stormwater wetland maintenance requirements. Witness my hand and official
seal,

7a.c-?- (f4AIk-& (e
7

SEAL
My commission expires q- aa- a-00h
Form SW401-Wetland I&M-Rev.2 Page 4 of 4
' Permit Number:
(to be provided by DWQ)
' Drainage Area Number -C
Bioretention Inspection and Maintenance Agreement
' I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
' of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
' - Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
' - Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
' - Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
' and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention I&M-Rev.2
Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/ wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention I&M-Rev.2 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention I&M-Rev.2 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: River's Edge Apartments - Stormwater Management Plan
BMP drainage area number: C
Print name: C4 <<? le
Title: -C ` 4?'
dile-
Address: Z CO ?/y W? tI 60?
Phnne- `7 Z -q - ?5 -? 02s;-
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Kwca 17. UShKi , a Notary Public for the State of
Nom, cn r?,1?n?n , County of JI)c , do hereby certify that
JaG1- 01-J ? Sl e personally appeared before me this h4k
day of OkUrl l dOl? , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,

a r
b?. 13 1."W.. 4
SEAL
My commission expires T aa- AC02)
Form SW40 I -Bioretention I&M-Rev. 2 Page 4 of 4
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Project Number:
' G82O32
Project Manager:
PK5
Scale:
2,000'
' Date:
0911 81OG
Site

CJ

Map Title:
Figure I - USGS Map
River's Edge Apartments
Cumberland County, NC
Source:
Manchester Quadrangle
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd." Raleigh, NC 27614
[phone] •[phone]
Web Page: www.SandEC.com
11
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Ile Legend
TaB '
®BMP's
Property Bounda
rY
WmB WmB ` . SOIIS
VgE ?
i Ch DgA
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AaA
T613 /(C
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ti
Project Number:
6820. D2
Project Manager:
KS P
Scale:
1 11 = 5 00'
Date:
2/ 1 2/08
Tao KaA
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Map Title:
Figure 2 - U5G5
5oib Map
R1ver'5 Edge Apartments
Cumberland County, NC
Source:
Manchester Quadrangle
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
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