20070972 Ver 1_Restoration Plan_20070601

RESTORA TION PLAN
ADKIN BRANCH STREAM RESTORATION PROJECT
Lenoir County, North Carolina
Project ID No. 050656101
Prepared for: ,,
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NCDENR-Ecosystem Enhancement Program
2728 Capital Boulevard, Suite I H 103
Raleigh, North Carolina 27604
March 28, 2007
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Project ID No. 050656]0]
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Prepared by:
' ~ K A IATE P.
O & SSOC S, C
Consulting Engineers
Ko & Associates P.C.
1011 Schaub Drive, Suite 202
Raleigh, North Carolina 27606
919.851.6066
919.851.6846 (fax)
1
R. Kevin Williams, PE, PLS, CPESC, CPSWQ
Project Engineer/Manager

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' a KO & ASSOCIATES, P. C. page i
Cunsulling Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PL AN

TABLE OF CONTENTS
EXECUTIVE SUMMARY .......................................................................................................... ... I '
1.0 PROJECT SITE LOCATION ........................................................................................ .. 1
1.1 DIRECTIONS TO PROJECT SITE .................................................................................... .. 1 '
1.2 USGS HYDROLOGIC UNIT CODE AND NCDWQ RIVER BASIN DESIGNATION ........... .. 1
1.3 PROJECT VICINITY MAP ................................................... 2
2.0 ..........................................
WATERSHED CHARACTERIZATION ...................................................................... ..
.. 3
2.1 DRAINAGE AREA .................................................................................................. 3
2.2 .....
SURFACE WATER CLASSIFICATION/WATER QUALITY ............................................... ..
.. 3
2.3 PHYSIOGRAPHY, GEOLOGY, AND SOILS ..................................................................... .. 3
2.4
2.5 HISTORICAL LAND USE AND DEVELOPMENT TRENDS ................................................
THREATENED AND ENDANGERED SPECIES ................................................................. .. 4
.. 5
2.6 CULTURAL RESOURCES :............................................................................................ .. 6
2.7 POTENTIAL CONSTRAINTS .........................................................................................
2.7.1 Property Ownership and Boundary ................................................................... .. 6
.. 7 '
2.7.2 Project Access ................................................................................................... .. 8
2.7.3 Utilities ..............................................................................................................
2
7
4 FEMA/H
d
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.
.
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og
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respass ............................................................................. .. 8
3.0 PROJECT SITE STREAMS (EXISTING CONDITIONS ........................................... .. 9
3.1 CHANNEL CLASSIFICATION ........................................................................................ .. 9 ,
3.2 DISCHARGE ................................................................................................................ 14
3.3
3.4 CHANNEL MORPHOLOGY ...........................................................................................
CHANNEL STABILITY ASSESSMENT ............................................................................ 14
14
3.5 BANKFULL VERIFICATION ......................................................................................... 15
3.6
4
0 VEGETATION .............................................................................................................. 15 '
. REFERENCE STREAMS .............................................................................................. 17
4.1
4.2 WATERSHED CHARACTERIZATION .............................................................................
CHANNEL CLASSIFICATION ........................................................................................ 17
17 '
4.3 DISCHARGE ................................................................................................................ 18
4.4
4.5 CHANNEL MORPHOLOGY ...........................................................................................
CHANNEL STABILITY ASSESSMENT ............................................................................ 18
18 '
4.6 BANKFULL VERIFICATION ......................................................................................... 18
4.7 REFERENCE FOREST ECOSYSTEM ............................................................................... 19 ,
5.0 PROJECT SITE RESTORATION PLAN ...................................................................... 21
5.1 RESTORATION PROJECT GOALS AND OBJECTIVES .....................................................
5.1.1 Designed Channel Classification ...................................................................... 21
22
5.1.2 Stream Restoration Activities ........................................................................... 23
5.1.3 In-stream Structures .......................................................................................... 25
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Cunsrrlting Engrneere
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Project ID No. 0$06$6101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

$.1.4 Removal and Replacement of Unsafe Pedestrian Bridges ................................ 2$
$.1.$ Target Buffer Communities .............................................................................. 2$
$.2 SEDIMENT TRANSPORT ANALYSIS ............................................................................. 2S

' $.3 HEC-RAS ANALYSIS ................................................................................................
$.3.1 Bankfull Discharge Analysis ............................................................................ 27
28
$.3.2 No-Rise ............................................................................................................. 28

$.4 $.3.3 Hydrologic Trespass .........................................................................................
STORMWATER BEST MANAGEMENT PRACTICES ........................................................ 29
29
$.4.1 Narrative of Site-Specific Stormwater Concerns .............................................. 30

'
$.$ $.4.2 Device Description and Application .................................................................
SOIL RESTORATION .................................................................................................... 31
3$
$.$.2 Floodplain Soil Scarification ............................................................................ 3$

' S.6 NATURAL PLANT COMMUNITY RESTORATION ...........................................................
$.6.1 Planting Plan ..................................................................................................... 3$
37
$.6.2 Neuse River Buffers .......................................................................................... 39

6.0 $.6.3 Invasive Species Management ..........................................................................
PERFORMANCE CRITERIA ....................................................................................... 39
40

' 6.1 STREAMS ...................................................................................................................
6.1.1 Stream Success Criteria .................................................................................... 40
40
6.1.2 Stream Contingency .......................................................................................... 41
' 6.2 STORMWATER MANAGEMENT DEVICES .....................................................................
6.2.1 Sand Filter Device Monitoring and Maintenance ............................................. 42
42
6.2.2 Stormwater Wetland Monitoring and Maintenance .......................................... 42
' 6.3 VEGETATION ..............................................................................................................
6.3.1 Vegetation Success Criteria .............................................................................. 43
43
6.3.2 Vegetation Contingency .................................................................................... 44
6.4 SCHEDULING AND REPORTING ................................................................................... 44
7.0 REFERENCES ............................................................................................................... 4$
List of Tables
Table 1. Project Restoration Structures and Objectives ................................................................. 1
Table 2. Drainage Areas ................................................................................................................ 3
' Table 3. USDA Soils Mapped within the Project ........................................................................
4
..
Table 4. Land Use of Watershed .................................................................................................. .. 4
Table $. Federally Protected Species for Lenoir County ............................................................. .. $
' Table 6 Design Constraints .......................................................................................................... .. 7
Table 7A. Adkin Branch Morphological Stream Characteristics ................................................ 12
Table 7B. UT to Adkin Branch Morphological Stream Characteristics ......................................
Table 8. Reference Forest Ecosystem .......................................................................................... 13
20
Table 9. Sand Filter Summary ..................................................................................................... 31

' Table 10. Planting Plan ................................................................................................................
Table 11. Project Scheduling and Reporting ............................................................................... 38
44
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Consulting Engineers
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Project [D No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

List of Figures
Figure 1 Restoration Site Vicinity Map
Figure 2 Restoration Site Watershed Map
Figure 3 Restoration Site Soil Survey Map
Figure 4 Restoration Site Hydrological Features Map '
Figure 5 Johnson Mill Run Vicinity Map
Figure 6
Figure 7 Johnson Mill Run Watershed Map
Johnson Mill Run Soil Survey Map
'
Figure 8 UT to Wildcat Branch Vicinity Map
Figure 9 UT to Wildcat Branch Watershed Map

Figure 10
UT to Wildcat Branch Soil Survey Map '
Figure 11 Reference Vegetative Communities Map
List of Sheets ,
Sheets 1-1 B Restoration Site Existing Stream Conditions
Sheets 2-2 B Restoration Site Proposed Stream Conditions
Sheets 3-3 C Longitudinal Profiles
Sheets 4-4 B Planting Plan
Sheet 5 Existing Neuse Buffers '
Sheet SA Existing Neuse River Buffers
Sheet 6 Proposed Neuse River Buffers
Sheet 6A Proposed Neuse River Buffer
Appendices
A
di
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x A. Adkin Branch Site Photographs
Appendix B. Restoration Site NCDWQ Stream Classification Forms
1. Stream Form Location Map '
2. Stream Forms
3. Email Documenting Perennial Status Determination of UT to Adkin Branch
Appendix C. Restoration Site NCDWQ Stream Classification Forms

4. Stream Form Location Map '
5. Stream Forms
Appendix D. Reference Site Photographs

1. Johnson Mili Run '
2. UT to Wildcat Branch
Appendix E. Reference Site NCDWQ Stream Classification Forms '
1. Johnson Mill Run
2. UT to Wildcat Branch
Appendix F. HEC-RAS Analysis
Appendix G. BMP Supporting Documentation
Appendix H. Regional Curve Documentation

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Consnlling Engineers
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Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
EXECUTIVE SUMMARY
The North Carolina Ecosystem Enhancement Program (EEP) is currently developing stream
restoration plans for the Adkin Branch Stream Restoration Project (Project) located on the
southeast side of the City of Kinston, in Lenoir County. The Project begins at North Carolina
Highways 11 and 55 and ends at Lincoln Street. The Project is located in United States
Geological Survey (USGS) Hydrologic Unit (HU) and Targeted Local Watershed
03020202060030 (North Carolina Division of Water Quality [NCDWQ] Subbasin 03-04-OS) of
the Neuse River Basin and will service the USGS 8-digit HU 03020202.
This document details planned stream restoration activities on the Project. A 46-acre
conservation easement will be placed on the Project to incorporate all restoration activities. The
Project contains Adkin Branch, an unnamed tributary (UT) to Adkin Branch, riparian buffer,
' floodplain, and upland slopes. The Project watershed, including the Project, is characterized
primarily by urban development associated with the City of Kinston, agriculture, disturbed
forest, former neighborhoods, a former landfill, and a former wastewater treatment plant.
' Adjacent urban land uses, which include the maintenance and removal of riparian vegetation,
impervious surfaces, and straightening and rerouting of stream channels, has resulted in degraded
' water quality and unstable channel characteristics (stream entrenchment, erosion, and bank
collapse).
' The primary goals and objects of this project include:
• Reducing sediment input to Adkin Branch by restoring a stable dimension, pattern, and
profile, and establishing a vegetated stream bank, floodplain and terrace forest. Forest
vegetation species were selected by studying a Reference Forest Ecosystem located
directly upstream of the Project and reviewing species listed in Classification of the
Natural Communities of North Carolina: Third Approximation (Schafale and Weakley
1990). These species will mimic a Coastal Plain Forest.
• Promote floodwater attenuation and decrease floodwater levels by excavating a gently
sloping floodplain bench that begins at the bankfuil discharge elevation and slopes up to
the terrace elevation, and increasing roughness in the floodplain by establishing a
vegetated riparian buffer.
• Improving aquatic habitat by enhancing stream bed variability (riffle-pool sequence), and
introducing woody debris in the form of rootwads, log vanes, and log sills. A riffle-pool
sequence and woody debris structures provide places for forage, cover and reproduction
for aquatic fauna and in some instances flora.
• Improve terrestrial habitat by restoring a forested riparian corridor through a highly
urbanized environment which has historically experienced vegetation maintenance and
forest segmentation. This corridor will provide a diversity of habitats such as mature
forest, early successional forest, riparian wetlands and uplands.
• Reduce nonpoint source pollution associated with urban land uses (i.e. maintained ball
fields, roadways, residential communities) by providing a vegetative buffer adjacent to
KO & ASSOCIATES, P. C. Executive Summary
Page I
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Project ID No. 050656101
Adkin Branch Stream Restoration Project, i.enoir County, North Carolina
RESTORATION PLAN
streams to treat surface runoff. Virtually all research that has been conducted on
vegetated riparian buffer strips shows a substantial decrease in pollutants such as nitrate-
nitrogen, phosphorous, chloride, ammonium, and sedimentation.
• Improve water quality by creating riparian stormwater wetlands adjacent to the UT,
implementing BMPs along Adkin Branch for stormwater runoff that will retain sediments
and nutrients, and removing creosote timber retaining walls throughout the project.
Project restoration efforts will result in the following:
• Restoration efforts will increase the stream length of Adkin Branch from an existing
length of 7,982 linear feet to 8,521 linear feet. Restoration efforts will increase the
stream length of the UT from an existing length of 1,263 linear feet to 1,6161inear feet.
• Creation of approximately 0.45 acres of riverine stormwater wetlands adjacent to the UT
.
• There are currently 22.4 acres of buffers within the 50 foot riparian corridor of Adkin

Branch and the UT. Of the 22.4 acres there are 7.6 acres of forest which meet vegetation '
requirements of Neuse River Buffers. The remaining area of 13.5 acres of grass, 0.7
acres of impervious surface, and 0.6 acres of maintained sewer easement, do not meet

vegetation requirements of Neuse River Buffers. These buffers will be impacted by the '
relocation of Adkin Branch and the UT.
• The relocation and reforestation of Adkin Branch's riparian corridor will result in a total
of 22.63 acres of riparian corridor within 50 feet of Adkin Branch. Of the 22.63 acres
there are 21.55 acres of forest vegetation which will be considered Neuse River Buffers.
The remaining area of 0.65 acres of maintained grass, 0.31 acres of maintained sewer
easement, and 0.12 acres of impervious surface, will not meet vegetation requirements of
Neuse River Buffers.
• A total of 41.74 acres of stream banks, floodplains, upland slopes and BMPs will be ,
reforested within the project limits
This document represents a detailed restoration plan summarizing activities proposed within the
Site. The plan includes 1) descriptions of existing conditions, 2) reference stream and forest
studies, 3) restoration plans, and 4) Project monitoring and success criteria. Upon approval of
this plan by EEP, engineering construction plans will be prepared and activities implemented as
outlined. Proposed restoration activities may be modified during the civil design stage due to
constraints such as access issues, sediment-erosion control measures, drainage needs (floodway
constraints), or other design considerations.
Many properties adjacent to Adkin Branch, a landfill, and a wastewater treatment plant were
purchased by the City of Kinston with Federal Emergency Management Agency (FEMA) funds '
following Hurricanes Fran and Floyd. The City of Kinston is in the process of developing a plan
for reuse of these properties, which will include the establishment of a greenway and trail,
educational nature park and facilities, and an arboretum.
Executive Summary
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Constrllrng Engineers
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Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
1.0 PROJECT SITE LOCATION: The project site is located on the southeast side of the
City of Kinston, in Lenoir County, North Carolina and includes Adkin Branch and an
unnamed tributary (UT) to Adkin Branch (Figure 1).
Approximately 10,137 linear feet of stream are to be restored at the Site. Table 1
describes the Project restoration structures and objectives.
t Table 1. Project Restoration Structures and Objectives
PrniPrt TTl Nn_ tl~,tl(h5(1I11 (Adkin Rranch 4tream Restnratinn Prniectl
1

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Existing Designed
Restoration Restoration Priority Linear Linear
Segment/ Station Range Type Approach Footage/ Footage/ Comment
Reach ID Acrea a Acrea e
NC11/55 to
10+00 - 35+26 Restoration II 2,488 2,526 Washin ton Avenue
35+26 - 35+96 --- --- 70 ---- Existin Box Culvert
Washington Avenue to
35+96 - 53+46 Restoration II 1,680 1,750 Gordon Street
Adkin Branch 53+46 - 54+03 --- --- 57 ---- Existin Box Culvert
Gordon Street to
54+03 - 60+27 Restoration II 636 624 Caswell Street
60+27 - 60+68 --- --- 41 ---- Existin Box Culvert
Caswell Street to
60+68 - 96+90 Restoration I[ 3588 3,622 Lincoln Street
UT to Adkin ] 0+00 - 26+15 Restoration I & II 1,200 1,615 ---
Branch
Trees and shrubs will be
Forest (> 100 planted in all areas located
trees per acre) Restoration --- 7.58 21.55 within the project's
easement area.
The 0.65 acres is located
Neuse River Grass /Forest (< outside of the proposed
Buffers 100 trees per --- --- 13.58 0.65 easement, therefore could
acre) not be reforested.
Sewer --- --- 0.55 0.31 ---
The impervious areas inside
Impervious Area --- --- 0.69 0.12 of the easement area cannot
be reforested.
1.1 Directions to Project Site: From Raleigh, North Carolina take I-40 east for
approximately 6.5 miles to US Highway 70 east. Take US 70 east for
approximately 68.5 miles to NC Highways 11 and 55. Take a left turn and travel
northeast on NC 11/55 through Kinston for 2.6 miles to the intersection with
Adkin Branch. The project study area is southeast of NC 11/55.
1.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designation: The
' Adkin Branch Project is located in Lenoir County, North Carolina within United
KO & ASSOCIATES, P. C. 1
a ons dlin En =ineers
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Project ID No. 050656101 '
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
States Geological Survey (USGS) Hydrologic Unit (HU) and Targeted Local
Watershed 03020202060030 (North Carolina Division of Water Quality
(NCDWQ) Subbasin 03-04-OS) of the Neuse River Basin and will service the
USGS 8-digit HU 03020202 (USGS 1974, NCWRP 2003).
NCDWQ Subbasin 03-04-OS of the Neuse River Basin includes most of Lenoir '
County, the southeast corner of Wayne County, and small portions of Craven,
Jones, and Greene Counties. This Subbasin includes the Neuse River from the ,
mouth of Stoney Creek to the mouth of Contentnea Creek (NCDWQ 2006a).
1.3 Project Vicinity Map: The Project is located on the southeast side of the City of
Kinston, in Lenoir County, North Carolina. The Project begins at NC 11/55 and
ends at Lincoln Street. The project vicinity is depicted on Figure 1.

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Consulltng Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
' 2.0 WATERSHED CHARACTERIZATION
2.1 Drainage Area: Adkin Branch has a watershed area of approximately 3495 acres
(5.46 square miles) at its downstream most point of the Project (Table 2 and
' Figure 2). The UT to Adkin Branch has a watershed area of 78 acres (0.12 square
miles) at its confluence with Adkin Branch. Onsite elevations range from a high
of 42 feet National Geodetic Vertical Datum (NGVD) at the upstream extent of
' the Project to a low of approximately 14 feet NGVD at the downstream extent of
the Project, as obtained from field surveys.

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Table 2. Drainage Areas
Project ID No. 0506056101 (Adkin Branch Stream Restoration Project)
Draina a Area
Reach Acres S ware Mile(s)
Adkin Branch (at Washin ton Avenue 2495 4.60
Adkin Branch (at Gordon Street) 3220 5.03
Adkin Branch at Caswell Street 3260 5.09
Adkin Branch (at Pro'ect outfall -Lincoln Street) 3495 5.46
UT to Adkin Branch (at confluence with Adkin Branch) 78 0.12
2.2 Surface Water Classification/Water Quality: Adkin Branch and its tributaries
have been assigned Stream Index Number 27-79, a Best Usage Classification of C
Sw NSW, and are supporting their intended uses (NCDWQ 2002, NCDWQ
2006b). Class C waters are suitable for aquatic life propagation and survival,
fishing, wildlife, secondary recreation, and agriculture. Secondary recreation
includes wading, boating, and other uses involving human body contact with
water where such activities take place in an infrequent, unorganized, or incidental
manner. Sw (swamp waters) is a supplemental classification intended to
recognize those waters that generally have naturally occurring very low velocities,
low pH, and low dissolved oxygen. NSW (nutrient sensitive waters) is a
supplemental classification intended for waters needing additional nutrient
management due to their being subject to excessive growth of microscopic or
macroscopic vegetation.
2.3 Physiography, Geology, and Soils: The Project is divided by two ecoregions
within the Southeastern Plains of North Carolina: 1) Rolling Coastal Plains and 2)
Southeastern Floodplains and Low Terrace. The Rolling Coastal Plain ecoregion,
located at the upstream/northern half of the Project, is characterized by dissected,
irregular plains and smooth plains on broad interstream divides with gentle to
steep side slopes dissected by numerous small, low to moderate gradient sandy
bottomed streams. The Southeastern Floodplains and Low Terrace ecoregion,
located at the downstream/southern half of the Project, is characterized by major
river Foodplains and associated low terraces containing low gradient streams with
sandy and silty substrates, oxbow lakes, ponds, and/or swamps (Griffith 2002).
a KO & ASSOCIATES, P. C.
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Soils that occur within the Site, according to the Soil Survey of Lenoir County,
North Carolina are depicted in Figure 3 and described in Table 3 (USDA 1992).
Table 3. USDA Soils Mapped within the Project
Project ID No. 0506056101 (Adkin Branch Stream Restoration Prniectl
Soil Series HYdri~
Status Family Description
This series consists of frequently flooded, poorly drained,
moderately permeable, nearly level soils on floodplains.
(BB) Class A Fluvaquents Slopes are generally less than 1 percent. The seasonal high
water table generally occurs at the soil surface. Marl occurs at
a de th of 4 to 7 feet.
This series consists ofwell-drained, moderately permeable,
Kalmia Class B Typic Hapludults nearly level soils on stream terraces. Slopes are generally
(Ka) between 0 and 2 percent. Depth to the seasonal high water
table occurs at 5 feet.
Kenansville Arenic This series consists of well-drained, moderately rapid
(Ke) Class B Hapludults Permeable, nearly level soils on stream terraces. Depth to the
seasonal hi h water table occurs at 5 feet.
uass [~ - nyanc so~-s; Class ti = nonhydric soils, which may contain hydric soil inclusions
2.4 Historical Land Use and Development Trends: Land use within the Project
watershed is characterized primarily as urban development, which is associated
with the City of Kinston. Land uses include agriculture, disturbed forest, parks,
former neighborhoods, a former landfill, and a former wastewater treatment plant
(Table 4 and Figure 2). The removal of riparian vegetation, impervious surfaces,
and straightening and rerouting of stream channels, has resulted in degraded water
quality and unstable channel characteristics (stream entrenchment, erosion, and
bank collapse).
Many of the former neighborhoods, landfill, and wastewater treatment plant were
purchased by the City of Kinston with Federal Emergency Management Agency
(FEMA) funds following flooding from Hurricanes Fran and Floyd. The City of
Kinston is in the process of developing a plan for reuse of these properties
including the establishment of a greenway, educational facilities, and parks.
Table 4. Land Use of Watershed
Project ID No. 0506056101 (Adkin Branch Stream Restoration Prniectl
Land Use Acrea a Percenta e
Urban Land 2655 76
A ricultural Land 450 13
Mixed Forest/Disturbed Forest 260 7
Ever reen Forest 130 4
TOTAL 3495 100
a KO & ASSOCIATES, P. C. 4
Consnhing Engineers

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' Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
2.5 Threatened and Endangered Species: Species with a Federal classification of
' Endangered or Threatened are protected under the Endangered Species Act (ESA)
of 1973, as amended (16 U.S.C. 1531 et seq.). The term "Endangered species" is
defined as "any species which is in danger of extinction throughout all or a
significant portion of its range," and the term "Threatened species" is defined as
"any species which is likely to become an Endangered species within the
foreseeable future throughout all or a significant portion of its range" (16 U.S.C.
1532).
Based on the most recently updated county-by-county database of federally listed
species in North Carolina as posted by the United States Fish and Wildlife Service
(USFWS) at http://nc-es.fws.gov/es/countyfr.html, three federally protected
species are listed for Lenoir County. Table 5 lists the federally protected species
for Lenoir County and indicates if potential habitat exists within the Project for
each.
' Table 5. Federally Protected Species for Lenoir County
Prniert iln Nn_ (15(1F(15h1 M (Adkin Rranch stream Restnratinn Prniectl

Habitat Biological
Common Name Scientific Name *
Status Present Within Conclusion
Project
Vertebrates
Bald ea le Haliaeetus leucoce halus Threatened No No Effect
Red-cockaded wood ecker Picoides borealis Endan ered No No Effect
Vascular Plants
Sensitive 'oint-vetch Aesch nomene vir mica Threatened No No Effect
*Endangered = a taxon "in danger of extinction throughout all or a significant portion of its range"; Threatened = a taxon "likely
to become endangered within the foreseeable future throughout all or a significant portion of its range".
Potential habitat may occur for the bald eagle approximately one mile south of the
Project along the Neuse River. The Project may serve as a fly over corridor for
the bald eagle; however, the urban nature of the Project indicates that the
proposed project will have no effect on the bald eagle.
The Project is almost entirely composed of urban/disturbed vegetative
communities and contains no open stands of pine suitable for red-cockaded
woodpecker foraging (30 years or older) or roosting/nesting (60 years or older)
habitat; therefore, no habitat for red-cockaded woodpecker occurs within the
Project and the proposed project will have no effect on red-cockaded woodpecker.
In addition, the Project is not tidally influenced and therefore, contains no suitable
habitat for sensitive joint-vetch and this project will have no effect on sensitive
joint-vetch. A NCWRC response letter can be found in Appendix C.
No designated units of Critical Habitat are listed as occurring in Lenoir County.
' , KO ~c ASSOCIATES, P. C. 5
a Cunsldtin En ineers
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Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
2.6 Cultural Resources: Pursuant to Section 106 of the National Historic
Preservation Act and the Advisory Council on Historic Preservation's Regulations
for compliance with Section 106 (36 CFR Part 800) comments were received for
the Project from the North Carolina State Historic Preservation Office (NCSHPO)
(Appendix C).
No known archaeological sites are present within the proposed project area.
NCSHPO indicated that it is unlikely that any archaeological resources that may
be eligible for inclusion in the National Register of Historic Places will be
affected by the project; therefore, NCSHPO recommends no archaeological '
investigations be conducted in connection with the project.
One structure of historical or architectural importance is documented in the
general area of the Site, (LR 465) Queen Gordon Streets Historic District, which
is listed in the National Register of Historic Places. However, this stream
restoration project will not affect any structures associated with the Historic
District listed above and will therefore not affect any known structures of
historical or architectural importance.
'
2.7 Potential Constraints: The resence of conditions or characteristics that h
p ave
the potential to hinder restoration activities at the Project was evaluated. The
evaluation focused primarily on the presence of hazardous materials, utilities and
restrictive easements, rare/threatened/endangered species or critical habitats, and
the potential for hydrologic trespass. Existing information regarding constraints
was acquired and reviewed. In addition, any Project conditions that have the
potential to restrict the restoration design and implementation were documented
during the field investigation.
One potential offsite environmental concern was identified during a Phase I
Environmental Site Assessment. EI, Inc. recommended obtaining any additional

information regarding the potential underground storage tank near the Adkins '
Branch project corridor, south of NC 11/55. Depending on the findings of an
additional file review, further investigations of soils and groundwater may be
necessary to assess potential impacts to the subject project area.

a KO & ASSOCIATES, P. C. 6 '
Consttlling Engineers

' Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

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Table 6 Design Constraints
Proiect ID No. 0506056101 (Adkin Branch Stream Restoration Proiectl
Location Design Constraint Number of Constraints
in Project Area
First Section of Project Existin Buildin alon ri ht side 1
Sanita sewer line and easement aloe left side 1
NCll/55 to Kinston Housin Authorit alon ri ht side 1
Washington Avenue Storms stem outfalls 8
Draina e swales or channels 5
Residential ro erties with structures alon left side 4
Charter school ro ert alon ri ht side 1
Second Section of Project Adkin Alumni Buildin alon ri ht side 1
Water line crossin 1
Washington Avenue to Sanita sewer line and easement alon left side 1
Gordon Street Rochelle Middle School Park alon left side 1
Residential ro erties with structures 10
Pro erties with no structures 19
Storms stem outfalls 8
Third Section of Project Pro erties with structures 1
Pro erties with no structures 7
Gordon Street to
Caswell Street Storm system outfalls 2
Fourth Section of Project Water line crossin 2
Sanita sewer line and easement alon left side 1
Caswell Street to Sanita sewer line and easement crossin 1
Lincoln Street Sanita sewer line and easement alon ri ht side 1
Ci of Kinston well 1
Cit of Kinston swimmin ool 1
Pro erties with structures 10
Pro erties with no structures 45
Storms stem outfalls 12
Draina e swales or channels 3
Ci of Kinston baseball/football field 2
Baseball/football field lights 4
' 2.7.1 Pro ert Ownershi and Boundar
p v n v
' The Project contains parcels owned by the City of Kinston and private
individuals. The City of Kinston purchased many properties using FEMA
hurricane relief funds. Other City owned properties are existing parks and public
' housing. The City of Kinston is donating permanent conservation easements on
these properties for areas associated with this Project. Easements on the privately
owned properties were obtained in a joint effort between the City of Kinston and
' the EEP.
The Project requires that a permanent conservation easement be placed along the
' riparian corridor of Adkin Branch and the UT. A 50 foot from top of each bank
' ~ KO & ASSOCIATES, P. C. 7
a Consnltin En ineers
8 S

Project ID No. 050656101 '
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
easement was the goal for the easement bounds. However, because the Project
traverses numerous private and public properties with structures on many '
properties, a minimum 50 foot easement was not able to be placed along the entire
riparian corridor through the Project. Some areas of the project required less than
a 50 foot easement because of constraints, however there is an easement that
spans the entire Project.
The permanent conservation easements will total approximately 46 acres.
Approximately 41.3 acres of the permanent easements will result in a reforested
riparian buffer.
2.7.2 Proiect Access ,
The Project is located in the City of Kinston; many points of access to the
restoration areas are available. A transportation plan, including the location of
access routes and staging areas will be designed to minimize Project disturbance
to the maximum extent feasible. The number of transportation access points into
the floodplain will be maximized to avoid traversing long distances through the
Project interior.
2.7.3 Utilities
Sanitary sewer and water lines are present within the Site; however, coordination
with the City of Kinston has been made so that disturbance to the sewer and water
lines will be minimized as a result of restoration activities.
2.7.4 FEMA/Hydrolo~ic Trespass ,
The HEC-RAS analysis indicates that the restoration design will result in a no-rise
in the 100-year floodplain water surface elevations outside of the project area.
The results of this analysis affirm that hydrologic trespass to adjacent properties
will not occur. The HEC-RAS is discussed in more detail in Section 5.3 (HEC-
RAS Analysis).

8
KO & ASSOCIATES
P
C ,
.
,
.
a
o . ~.
C nsullrng En~,rneers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
3.0 PROJECT SITE STREAMS (EXISTING CONDITIONS): Project streams proposed
for restoration include Adkin Branch and an UT to Adkin Branch (Figure 4 and Sheets 1
through 1 B).
' 3.1 Channel Classification: Stream geometry and substrate data have been
evaluated to classify existing stream conditions, utilizing fluvial geomorphic
principles (Rosgen 1996). Tables 7A and 7B provide a summary of measured
' stream geometry attributes under existing conditions (considered to be unstable)
in addition to stable stream attributes (reference and proposed).
t Adkin Branch -Rochelle Middle School Park
Data collected during a Rosgen Level II survey, near Rochelle Middle School
Park, were used to classify Adkin Branch as a GS-type channel for the large
majority of the Project. G-type channels typically display low entrenchment
ratios, low width-to-depth ratios, and a low sinuosity. The second descriptor, 5,
indicates that channel materials are dominated by sand. These conditions, as
shown on Adkin Branch, lead to higher shear stresses on channel banks and bed
and typically an over abundance of stream power, which leads to channel
degradation. Evidence of channel degradation can be seen in the existing
photographs (Appendix A). The primary cause of degradation stems from historic
channehzation, urbanization of the watershed, and routine maintenance of channel
banks.
Adkin Branch -Pilot Site
Data was also taken at a Pilot Site to study its design concept. The Pilot Site is
located between Caswell Street and Lincoln Street near Holloway Park (Sheet
1 B). The Pilot Site was constructed in 2002 by the North Carolina Department of
Transportation (DOT). The DOT had planned to restore the entire length of
Adkin Branch within the current Project Area, but decided to construct the Pilot
Site to determine potential problems that may arise from a design and
construction aspect.
Existing conditions of the Pilot Site revealed that the channel has become
' somewhat incised and shows signs of degradation. The existing stream type here
is an incised and degraded C/E5. C/E type channels display characteristics of
both C and E type stream types. C/E streams typically display moderate width
' ratios ranging between 10 and 12, with entrenchment ratios higher than 2.2. C/E
channel types also typically display steep point bars, where as E type channels
typically have little to no point bars and C type channels typically display gently
' sloping point bars.
It was determined that the pilot site is unstable for numerous reasons. However,
the primary reason seems to be because the bankfull discharge elevation is below
' ~ KO & ASSOCIATES, P. G 9
a Consullin > En >ineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

the top of existing bank (i.e. an incised channel was constructed). This means that
high flows (above bankfull discharge) are contained within the channel banks,
which consequently leads to excess stress within the channel.
A designed incised channel is understandable because bankfull indicators are hard
to identify within the Project Area. Additionally, at the time the channel was
designed and constructed information within the stream restoration industry
seemed to indicate that bankfull discharge may be substantially higher in urban
watersheds compared with rural watersheds within the same physiographic
region. Many, including Ko & Associates, now agree that the bankfull discharge
remains constant for a channel regardless of impervious area within a watershed. '
The bankfull discharge return interval may increase as the watershed becomes
more urbanized, but the bankfull discharge should remain constant. The theory
during the time that the Pilot Site was designed and constructed that urbanized
watersheds tend to display higher bankfull discharges led to the channel being
constructed to a bankfull discharge that is larger than the actual bankfull discharge
because the Project's watershed is located in a highly urbanized watershed.. '
After reviewing features in the Pilot Site and finding other indicators through the
Project Area, the bankfull discharge was determined to be much lower than the
Pilot Site design. '
Other "lessons learned" from the Pilot Site are a) that immediate vegetation cover
of the channel banks will be required for a stable channel, b) very fine sands are '
located within the soils throughout the Project which will slow construction of
structures and side slopes, and c) overland flow on the floodplain can scour inside '
meander bends where overland flow reenters the channel.
UT -Holloway Park ,
Data collected during a Rosgen Level II survey was used to classify the UT to
Adkin Branch as an ES-type channel. Survey data was collected in the most
stable reach of the UT to help determine bankfull discharge. However, '
classification of the UT ranges from FS- to GS- to ES-type channels. The reasons
for multiple channel classifications vary and are outlined below. Some reaches of
the channel, classified as an F-type channel, have not formed a bankfull channel '
due to emergent vegetation that has "choked" the channel flow, not allowing a
low flow or bankfull channel to form. Other reaches are incised; therefore, the
channel in these areas contains the bankfull flow and resembles a G-type ("gully")
channel. Some reaches, such as the surveyed reach, have begun to form a
bankfull bench, but still display evidence of scour resulting from a lack of rooted
woody vegetation stemming from ongoing channel maintenance. Evidence of '
historic channelization and continual maintenance of the UT can be seen in the
existing photographs (Appendix A).
a KO & ASSOCIATES, P. C. 10 '
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
The UT has a watershed area of 78 acres (0.12 square miles), which raised the
question of if the channel was a perennial or intermittent stream. Mr. Garcy Ward
of the NCDWQ, Mr. William Wescott of the United States Army Corps of
Engineers (ACOE), and Mr. Ryan Smith of Ko & Associates, P.C. met on June
20, 2006 to discuss the perenniallity of the UT. A NCDWQ Stream Identification
Form was completed on two sections of the UT by Mr. Smith during this meeting.
Mr. Smith's two forms scored a 22.25 and 25.25 respectively. Mr. Ward and Mr.
Wescott revisited the site on August 8, 2006 and completed a NCDWQ Stream
Identification Form, which scored a 27 for an average over the entire reach of the
UT within the Project Area. Mr. Ward and Mr. Wescott determined that under
existing circumstances the UT was a perennial stream. Correspondence with Mr.
Ward concerning this issue can be found in Appendix B.
1
1
1

1

' ~ KO & ASSOCIATES, P. C. 11
a
Consulting Engineers

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Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
3.2 Discharge: Two sections of Adkin Branch were studied to determine existing
bankfull discharge. The first section was between Washing Avenue and Gordon
Street. The drainage area at Gordon Street is 3220 acres (5.03 square miles) with
a bankfull discharge of 50 cubic feet per second. The second section of Adkin
Branch studied was between Caswell Street and Lincoln Street. The drainage
area at Lincoln Street is 3495 acres (5.46 square miles) with a bankfull discharge
of 55 cubic feet per second (Table 7A). The UT to Adkin Branch was also
studied to determine bankfull discharge. The drainage area at the confluence of
the UT to Adkin Branch and Adkin Branch is 78 acres (0.12 square miles) with a
bankfull discharge of 3.5 cubic feet per second (Table 7B).
3.3 Channel Morphology: Channel cross-sections and stream profiles were
measured for each of the existing reaches. The Morphological Stream
Characteristics tables (Tables 7A and 7B) include a summary of dimension,
profile, and pattern data for each reach.
3.4 Channel Stability Assessment: A visual assessment accompanied by a
morphological assessment using data collected during a Rosgen Level II survey
was used to determine channel stability. These data, which can be found in
Tables 7A and 7B (Morphological Stream Tables) and in Appendices A and B
(Project Site Photographs and Project Site NCDWQ Stream Classification
Forms), confirmed that the channel attributes do not fall within acceptable ranges
for a stable channel.
Excess sedimentation within the channel's banks (from bank scour), bankfull
benches/indicators within the channel banks (i.e. an incised channel), severely
eroded meander bends, absence of a repetitive sequence of riffles and pools, and
timber and concrete lined retaining walls are evidence that Little Lick Creek is
degrading and experiencing an excess amount of energy during high flows. If the
bankfull discharge were at the existing top of bank, the above indicators of
degradation probably would not be as evident.
Sedimentation from bank scour has essentially filled Adkin Branch's substrate,
creating a uniform bed form, which lacks a riffle and pool sequence. Much of the
existing bed form can be described as a smooth, plane surface. The lack of pool
diversity, woody debris in the channel, and the lack of cover from riparian
vegetation have severely decreased the ability of aquatic fauna to survive within
Adkin Branch. The only areas of the entire Project Area which displayed schools
of fish, a diversity of macrobenthos, and amphibians in the same location was
within the Pilot Site. Although the Pilot Site does show signs of degradation, it
also has a vegetated buffer that shades the channel and provides woody debris.
Also very important is the fact that woody structures such as log vanes and log
a KO & ASSOCIATES, P. C. 14
Consulting Engineers
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Project ID No. 05065610]
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

cross-vanes are forming pools, providing cover, and providing woody materials
for aquatic life to survive and propagate.
3.5 Bankfull Verification: Onsite data was compared with Hydraulic Geometry
Relationships for Rural North Carolina Coastal Plain Streams (regional curve)
(Doll et al. 2006) and reference streams (discussed below) to verify the bankfull
discharge. Although there are no reaches on Adkin Branch in the Project which
' would be considered stable, there are some sections which displayed bankfull
indicators which matched consistently from the upstream most point of the project
to the downstream most point of the project. Measurements taken at these
indicators included channel width, depth, cross-sectional area, and bankfull
elevation. As the entire channel was being studied a trend developed which
consistently displayed similar data. Data from the existing conditions survey of
Adkin Branch near Rochelle Park and at the Pilot Site support these findings
(Table 7A).
The bankfull discharge on Adkin Branch is estimated to be 50 to 55 cubic feet per
second (depending on the reach) and 3.4 cubic feet per second on the UT to Adkin
' Branch.
3.6 Vegetation: Four plant communities are currently present at the Site: 1)
urban/disturbed land, 2) disturbed forest, 3) scrub/shrub, and 4) stream-side
assemblage.
' Urban/disturbed land contains residential and industrial developments that are
generally maintained. These areas contain a range of vegetation from herbaceous
to sparse trees and includes fescue (Festuca sp.), American wisteria (Wisteria
frutescens), yellowdicks (Helenium amarum), juniper leaf (Polypremum
procumbens), goldenrod (Solidago sp.), buttonweed (Diodia sp.), pepper vine
(Ampelopsis sp.), fleabane (Erigeron sp.), ash (Fraxinus sp.), dock (Rumex sp.),
tropical Mexican clover (Richardia brasiliensis), Mexican tea (Chenopodium
ambrosiodes), narrowleaf plantain (Plantago lanceolata), flatsedge (Cyperus sp.),
fanpetals (Sida sp.), willow oak (Quercus phellos), aster (Aster sp.), milktree
(Sapium sp.), Canadian horseweed (Conyza canadensis), and java-bean (Senna
obtusifolia).
' Disturbed forest is scattered throughout the project and contains several invasive
species including mimosa (Albizia julibrissin), tree-of-heaven (Ailanthus
altissima), Chinese privet (Lonicera japonica), and chinaberry (Melia azedarach).
' This community is characterized by a canopy layer consisting of sweetgum
(Liquidambar styraciflua), mulberry (Morus sp.), bitternut hickory (Carya
cordiformis), hackberry (Celtis laevigata), pecan (Carya illinoinensis), red maple
(Ater rubrum), northern red oak (Quercus rubs), water oak (Quercus nigra),
' Q KO & ASSOCIATES, P. C. 15
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
black cherry (Prunus serotina), eastern red cedar (Juniperus virginiana), willow
oak, sycamore (Platanus occientalis), bald cypress (Taxodium distichum), loblolly
pine (Pinus taeda), and river birch (Betula nig~a). The understory consists of
species listed above as well as persimmon (Diospyros virginiana), poison ivy
(Toxicodendron radicans), giant cane (Arundinaria gigantea), greenbrier (Smilax
rotundifolia), wisteria, pepper vine, brome (Bromus sp.), and fetterbush (Lyonia
lucida).
Scrub/shrub areas are in the early stages of succession and include black cherry, '
plum (Prunus sp.), sassafras (Sassafras albidum), loblolly pine, sweetgum,
eastern baccharis (Baccharis halimifolia), willow oak, winged sumac (Rhos
coppalinum), Gallery pear (Pyrus calleryana), blackberry (Rubus argutus),
greenbrier, muscadine (Vitis rotundifolia), pepper vine, Virginia creeper
(Parthenocissus quinquefolia), poison ivy, dog fennel (Eupatorium capillifolium),
goldenrod, creeping cucumber (Melothria pendula), fireweed (Erechtites
hieracifolia), pokeberry (Phytolacca americana), beggarticks (Bidens sp.),
bahiagrass (Paspalum notatum), and Brazilian vervain (Verbena brasiliensis).
The stream-side assemblage is on the banks of Adkin Branch and includes
sycamore, pecan, mulberry, bald cypress, river birch, willow oak, sweetgum,
American elm (Ulmus Americana), box elder (Ater negundo), and cherrybark oak
(Quercus pagoda) in the canopy. The subcanopy contains species listed in the
canopy as well as northern red oak, mimosa, tree-of-heaven, eastern red cedar, ,
chinaberry, water oak, sassafras, hackberry, and elderberry. The shrub and
herbaceous layers include lizard's tail (Saururus cernuus), trumpet creeper
(Campsis radicans), Brazilian vervain, netted chainfern (Woodwardia aerolata),
Johnson grass (Sorghum halapense), eastern gamagrass (Tripsacum dactyloides),
alligatorweed (Alternanthera philoxeroides), and hydrocotyle (Hydrocotyle sp.).

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Consulting Engineers '

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
4.0 REFERENCE STREAMS: A reference reach search for both Adkin Branch and the
UT was completed to find a BSc (for Adkin Branch) and ES (for the UT) type channel. A
BSc type channel with a relatively large drainage area was not found near the site within
the Neuse River Basin, so a search was conducted that covered the areas that would
' potentially yield a BSc type channel. This search was conducted through the Lumber,
Cape Fear, Neuse, and Tar-Pamlico River Basins. Only one suitable reference (Johnsons
Mi11 Run) that displayed BSc type characteristics with a relatively large drainage area
was found. Johnsons Mill Run is located near Greenville in the Tar-Pamlico River Basin.
A search for an ES type channel with a relatively high valley slope was completed near
the Project area and yielded no potential references, so the search expanded into adjacent
river basins. The UT to Wildcat Branch was identified as a suitable reference reach for
an ES type channel with a high valley slope. The UT to Wildcat Branch is located near
' the Howellsville Township in the Lumber River Basin. The Johnsons Mill Run site
vicinity, watershed, and soils are depicted in Figures 5 through 7. The UT to Wildcat
Branch site vicinity, watershed and soils maps are depicted in Figures 8 through 10.
' Photographs for the reference reaches can be found in Appendix D.
Distinct bankfull variables were identifiable in each reference and pattern/profile
' characteristics appear to have not been degraded, allowing for assistance with proposed
design characteristics.
' 4.1 Watershed Characterization: Land use within the Johnson Mill Run watershed
can be characterized as rural and more specifically agricultural in nature. Pine
plantations and row cropping dominate the watershed, consuming approximately
90 percent of the land area. Residential development, roads, and other impervious
surfaces comprise the remaining 10 percent of the watershed land area.
' The UT to Wildcat Branch watershed is dominated by mature forests
(approximately 60 percent of the watershed). Deforestation is occurring within
the watershed; however, most cleared areas have been replanted with pine. The
remainder of the watershed is comprised primarily of agricultural land use
practices (approximately 40 percent of the watershed).
' 4.2 Channel Classification: Johnsons Mill Run is characterized by a B-type, low
sinuosity (1.10) channel with sand-dominated substrate (Table 7A). B-type
streams are characterized as slightly entrenched, step-pool channels exhibiting
' low sinuosity. In North Carolina, B-type streams often occur in narrow valleys
that limit the development of a wide floodplain (Valley Types II and VI).
UT to Wildcat Branch is characterized as an E-type, moderately sinuous (1.15)
channel with sand-dominated substrates (Table 7B). E-type streams are
characterized as slightly entrenched, riffle-pool channels with sinuous flow
' a KO & ASSOCIATES, P. C. 1 ~
Cuns-~lting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
patterns. In North Carolina, E-type streams often occur in narrow to wide valleys
with well-developed alluvial floodplains (Valley Type VIII).
4.3 Discharge: The Johnsons Mill Run reference reach has a drainage area of 13.5
square miles and a bankfull discharge of 80.9 cubic feet per second (Table 7A); '
while the UT to Wildcat Branch reference reach has a drainage area of 0.44
square mile and a bankfull discharges of 9.2 cubic feet per second (Table 7B).
t
4.4 Channel Morphology: Channel cross-sections and stream rofiles were
p
measured along the reference reaches. Surveys included a plan form analysis, bed
material evaluation, and buffer assessment. The reaches are transporting their
sediment supply while maintaining their dimension, pattern, and profile. The
Tables of Morphological Stream Characteristics (Tables 7A and 7B) include a
summary of dimension, profile, and pattern data for each reference reach to assist
with the establishment of reconstruction parameters.
The channel streambed material is dominated by sand-sized particles.
4.5 Channel Stability Assessment: A visual assessment accompanied by a

morphological assessment using data collected during a Rosgen Level II survey '
was used to determine channel stability. These data, which can be found in
Tables 7A and 7B (Morphological Stream Tables) and in Appendix D and E
(Reference Site Photographs and Reference Site NCDWQ Stream Classification
Forms), confirmed that the channels fell within acceptable ranges for a stable
reference channel.
Mayor components for stability include determining if the channel is conveying its
discharge and sediment load without aggrading or degrading. Evidence that a

channel does not fit this criteria includes, bank degradation, channel incision, '
channel widening, channel aggradation, massive amounts of sediment loading
within and/or outside of the channel banks, channel armoring, and generally
speaking no vegetation on the channel's banks.
4.6 Bankfull Verification: Onsite data was compared with Hydraulic Geometry '
Relationships for Rural North Carolina Coastal Plain Streams [regional curve]
(Doll et al. 2006) to verify the bankfull discharge. The bankfull discharge on
Johnson Mill Run at the point of the survey is estimated to be 80.9 cubic feet per ,
second and for UT to Wildcat Branch is 9.2 cubic feet per second. The regional
curve estimates the bankfull discharge to be 107.9 cubic feet per second and 9.2
cubic feet per second, respectively, which verifies the estimated bankfull '
a KO & ASSOCIATES, P. C. 18 '
Cons:dling Engineers
discharge found on the reference sites

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
4.7 Reference Forest Ecosystem: According to Mitigation Site Classification
(MIST) guidelines (USEPA 1990), a Reference Forest Ecosystem (RFE) must be
established for restoration sites. RFEs are forested areas on which to model
restoration efforts of the restoration site in relation to soils and vegetation. RFEs
' should be ecologically stable climax communities and should represent believed
historical (predisturbance) conditions of the restoration site. Quantitative data
describing plant community composition and structure are collected at the RFEs
and subsequently applied as reference data for design of the restoration Project
planting scheme.

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a KO & ASSOCIATES, P. C. 19
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
The RFE for this project is located immediately upstream of the Site. The RFE
supports plant community and landform characteristics that restoration efforts will
attempt to emulate (Figure 11). Two circular, 0.1-acre plots were randomly
established within the reference area. Data collected within each plot include 1)
tree species composition, 2) number of stems for each tree species, 3) diameter at
breast height (DBH) for each tree species, and 4) a list of understory species.
Field data within the following table indicates importance values of dominant tree
species calculated based on relative density, dominance, and frequency of tree
species composition (Smith 1980). Hydrology, surface topography, and habitat
features were also evaluated.
Table 8. Reference Forest Ecosystem
Project iD Nn. (1.506(1.56101 (Adkin Rranrh CtYPAm RPCtnratinn PrniPrtl
Number of Relative
Frequency Relative
Basal Area Relative
Importance
Tree Species Individuals
~ Density
~ ~ o
(/o) Frequency ,~ s
(ft /acre) Basal
Value
(
~a) (%) Area (%)
River birch

(Betula nigra) 1 2.6 50 6.7 4.6 4.5 0.05
Ironwood

(Carpinus caroliniana) 12 31.6 100 13.3 13.2 13.0 0.19
Mockernut hickory

(Carya tomentosa) 1 2.6 50 6.7 2.5 2.4 0.04
Sweetgum

(Liquidambar sryraciflua) 2 5.3 50 6.7 1.3 1.3 0.04
Loblolly pine

(Pinus taeda) 4 10.5 100 13.3 28.9 28.6 0.17
Black cherry
(Prunus serotina) 2 5.3 50 6.7 1.8 1.8 0.05
Oak species

(Quercus sp.) 1 2.6 50 6.7 1.8 1.8 0.04
Southern red oak
(Quercus falcata) 1 2.6 50 6.7 7.3 7.2 0.06
Water oak

(Quercus nigra) g 21.1 100 13.3 34.3 33.8 0.23
Sassafras

(Sassafras albidum) 4 10.5 100 13.3 4.2 4.2 0.09
Winged elm
(Ulmus alata) 2 5.3 50 6.7 1.3 1.3 0.04
TOTALS 38 100 750 100 101 100 1.00
mum or two u. r-acre profs
Two 0.1-acre plots were established which best characterize expected steady-state
forest composition. Forest vegetation was dominated by ironwood, water oak,
loblolly pine, and sassafras. Understory species within the RFE include canopy
species as well as flowering dogwood, black cherry, American holly, willow oak,
eastern red cedar, Japanese honeysuckle, muscadine, and greenbrier.
a KO & ASSOCIATES, P. G 20
Cansuifing Engineers

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Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
5.0 PROJECT SITE RESTORATION PLAN
5.1 Restoration Project Goals and Objectives: This stream restoration plan focuses
on improving water quality, decreasing floodwater levels, restoring aquatic and
riparian habitat, and implementing best management practices (BMPs) for
stormwater retention. The plan involves:
• Reducing nonpoint source pollution associated with urban land uses by
providing a vegetative buffer adjacent to streams to treat surface runoff.
• Reestablishing stream stability and the capacity to transport watershed flows
and sediment loads by restoring stable dimension, pattern, and profile.
Consequently, this will reduce sedimentation within onsite and downstream
receiving waters.
• Promoting floodwater attenuation through a) excavation of a floodplain at the
,~ bankfull discharge stage of flow, b) restoring a secondary, entrenched
tributary thereby reducing floodwater velocities within smaller catchment
basins; c) increasing storage capacity for floodwaters within the Project; and
d) revegetating Project floodplains to increase frictional resistance on
floodwaters crossing Project floodplains.
• Improving water quality by implementing BMPs for stormwater runoff and
removing creosote timber retaining walls, timber crib walls, and concrete bag
crib walls within the Site.
' • Improving aquatic habitat by enhancing stream bed variability, and
introducing woody debris in the form of rootwads, log vanes, and log sills.
• Providing wildlife habitat, including a forested riparian corridor, within an
' area highly dissected by urban land uses.
• Raising Adkin Branch's invert through culverted crossings such that the
culvert inverts are buried one foot beneath the channel bed. Grade Control log
sills will be utilized to step the channel invert down along the project length.
• Provide stable outlets for stormwater outfalls into Adkin Branch (i.e. splash
pools, step-pool systems, etc.).
The primary goals of this restoration plan include 1) construction of a stable,
riffle-pool stream channel, 2) enhancement of water quality functions in the
Project and downstream watersheds, 3) creation of a natural vegetation buffer
along restored stream channels, 4) establishment of BMPs for stormwater
retention m the Site, and 5) restoration of wildlife functions associated with a
' riparian corridor/stable stream.
The proposed restoration plan, depicted on Sheets 2 through 2B, is expected to
restore 10,137 linear feet of Adkin Branch and a UT to Adkin Branch.
' Components of this plan may be modified based on construction constraints.
Primary activities proposed at the Project include 1) stream restoration, 2) BMPs
for stormwater retention, 3) soil scarification, and 4) plant community restoration.
' a KO & ASSOCIATES, P. C. 21
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
5.1.1 Designed Channel Classification
Two designs were completed for the Site, one on Adkin Branch and one on the
UT to Adkin Branch.
Ad'n Branch t
Adkin Branch itself presents a unique design challenge because it is a large,
urban, laterally confined (because of property and utility constraints), fine sand
system. As mentioned in the existing conditions section, a Pilot site was
completed on Adkin Branch near Holloway Park in 2002. The Pilot site has been
studied extensively and became a useful tool to assist in the design direction of
Adkin Branch for this project. The main concern that was discovered from
analyzing the Pilot site and from analyzing soil borings is that the native soils
adjacent to Adkin Branch are composed of fine sand materials. Fine sands are not
cohesive and as was observed on the Pilot site, have the potential to wash from
the banks, which can and will lead to mass wasting if not properly addressed.
A solution to the challenges that fine sand presents, is to design a channel that
places the least amount of stress on the channel's side slopes (banks), while
p gy s a BSc type channel
dissipating most of the channel's energy in pools. The stream type that can help
to romote this desired ener distribution i
A BSc type design channel will allow for a high width-to-depth ratio and low '
maximum depth to average depth ratio. A channel with a high width to depth
ratio combined with relatively small maximum depths helps to keep sheer stress
and stream power low on channel side slopes because energy is spread more '
evenly through the cross-section. Lower width to depth channels with high
maximum depth to average depth ratios tend to experience higher flow velocities,
and consequently higher sheer stress on the channel's banks. ,
Another primary reason why the BSc type channel is ideal for Adkin Branch is
that energy dissipation can be obtained through pools rather than strictly through '
the plan form (meanders). As stated earlier, Adkin Branch is constrained laterally
by property boundaries, and the fact that the channel is extremely incised (would
have to excavate an immense floodplain to develop a channel with large belt
widths). Even if it was desired, the design channel could not meander profusely
through the Site. So, the proposed design has what could be described as a gently
meandering geometry. Pools will be formed within the meander bends, however '
pools will also be created through structure in straight sections throughout the
site.
The desi n could not inco orate a lar e flood lain or a hi h de re f ,
g rp g p g g e o sinuosity
because of the lateral constraints. Again, BSc type channels fit this scenario very
a KO & ASSOCIATES, P. C. 22
Consulting EnKineers
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1 Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

well because they do not require large floodplains or very meandering channels,
because energy is primarily dissipated in bedform (pools) rather than plan form
(menaders). Table 7A depicts all designed morphologic variables for Adkin
Branch. Sheets 2 through 2B depict proposed conditions.

UT to Adkin Branch
' The UT to Adkin Branch is designed as a C/ES type channel, and will be
constructed as a Priority II restoration. The channel has a moderate width-to-
depth ratio of 11 and a moderately high entrenchment ratio (2.5). The channel is
somewhat sinuous as evidenced by a 1.35 sinuosity. A floodplain will be
excavated at the bankfull elevation to allow bankfull and higher flows to dissipate
therr energy. Table 7B depicts all designed morphologic variables for the UT to
' Adkin Branch. Sheet 2B depicts proposed conditions.
5.1.2 Stream Restoration Activities
The stream will be constructed partially on new location and partially in place and
1 the old, entrenched, straightened channel will be abandoned and backfilled. The
design ensured that all existing culverts are buried a minimum of one foot.
Primary activities that will take place during channel restoration include 1)
channel and floodplain bench excavation, 2) sod matting, 3) installation of
channel plugs, 4) backfilling of the abandoned channel, 5) removal of timber and
concrete bag walls, 6) installation of in-stream structures, and 7) removal of three
unsafe pedestrian bridges.
An erosion control plan and construction/transportation plan are expected to be
developed during the next phase of this project. Erosion control will be
performed locally throughout the Site and will be incorporated into construction
' sequencing. Exposed surficial soils at the Site are unconsolidated, alluvial
sediments, which do not revegetate rapidly after disturbance; therefore, seeding
with appropriate grasses and immediate planting with disturbance-adapted shrubs
' will be employed following the earth-moving process. In addition, onsite root
mats (seed banks) and vegetation will be stockpiled and redistributed after
disturbance.
' A transportation plan, including the location of access routes and staging areas
will be designed to minimize Site disturbance to the maximum extent feasible.
The number of transportation access points into the floodplain will be maximized
to avoid traversing long distances through the Site interior.

a KO & ASSOCIATES, P. C. 23
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Channel and Floodplain Bench Grading
The channel and corresponding floodplain will be excavated along the alignment '
as shown in Sheets 2 through 2B. Material excavated during grading of the
channel and floodplain will be stockpiled immediately adjacent to channel
segments to be abandoned and backfilled. These segments will be backfilled after
the stream diversion is completed.
Spoil material may be placed to stabilize temporary access roads and to minimize
compaction of the underlying floodplain. However, all spoil will be removed
from floodplain surfaces upon completion of construction activities. Preliminary
earthwork estimates indicate that the project will result in 57,000 cubic yards of
waste material. The City of Kinston will remove the waste to one or two disposal
sites located within two miles of the Site (the Peachtree Waster Water Plant
and/or the Davis Landfill). 1
Sod Matting
Warm-season grass sod mats will be harvested from Holloway Park and
reestablished along outer meander bends to provide instant vegetation within high
stress locations. The grass will be harvested and planted as soon as possible after
removal during the optimal reestablishment window between April and July.
Channel Plugs '
Impermeable plugs will be installed along abandoned channel segments. The
plugs will consist of low-permeability materials or hardened structures designed
to be of sufficient strength to withstand the erosive energy of surface flow events
across the Site. Dense clays may be imported from off-site or existing material,
compacted within the channel, may be suitable for plug construction. The plug
will be of sufficient width and depth to form an imbedded overlap in the existing
banks and channel bed.
Channel Backfilling '
After impermeable plugs are installed, the abandoned channel will be backfilled.
Backfilling will be performed primarily by pushing stockpiled materials into the
channel. The channel will be filled to the extent that onsite material is available
and compacted to maximize microtopographic variability, including ruts,
ephemeral pools, and hummocks in the vicinity of the backfilled channel.
Removal of Timber and Concrete Bag Walls
As part of this project, creosote timber retaining wall wings will be removed at
the inlet and outlet of the box culverts at Gordon and Caswell Streets. In addition,
all timber crib walls and concrete bag crib walls located along the project length
will be removed. Removal of the walls will assist to improve the overall water
quality of the project watershed.
a KO & ASSOCIATES, P. C. 24
Cons-rllinK Engineer
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
5.1.3 In-stream Structures
Stream restoration using natural stream design techniques, typically involves the
use of in-stream structures for bank stabilization, grade control, and habitat
improvement. Primary activities designed to achieve these objectives may
include the installation of log vanes, log sills, elevated log vanes (logs placed in
the middle of the channel or protruding from the banks to help create deep pools
and provide cover), root wads, and other log type structures.
5.1.4 Removal and Replacement of Unsafe Pedestrian Brides
Three unsafe pedestrian bridges will be removed as part of this project including
the 1) Towerhill Road, 2) Holloway Park, and 3) South Rochelle Boulevard
bridges. An alternative access bridge for the Towerhill Road bridge is located
nearby at Washington Avenue. Access from Washington Avenue to the park will
run along Adkin Branch within the conservation easement. The Holloway Park
and South Rochelle Boulevard bridges will be replaced as part of this project.
These bridges provide local residents with access to local parks and schools.
5.1.5 Target Buffer Communities
1 Restoration of floodplain forest and stream-side habitat allows for development
and expansion of characteristic species across the landscape. Community
associations that will be utilized to develop primary plant community associations
' include 1) Coastal Plain Levee Forest (Brownwater subtype), 2) stream-side
assemblage, and 3) stormwater BMP wetland assemblage. This is discussed in
more detail in Section 5.6 (Natural Plant Community Restoration).

5.2 Sediment Transport Analysis
One of the primary goals of this project is to construct a stable channel on both
1 Adkin Branch and the UT to Adkin Branch that will transport its sediment and
flow such that, over time, each stream system neither aggrades nor degrades. This
stability is achieved when the sediment input to the design reach equals the
sediment output. One of the primary functions of determining the capacity of the
channel to transport its sediment load is stream power. Below is a discussion of

' both sediment concentration and stream power and their relation to stability in the
desi
n
g
.
Sediment Concentration
The Engelund-Hansen function was used to analyze sediment transport capacity
through the designed channels on-site. The basic principal of the Engelund-
Hansen function is to determine if sediment input to the design stream equals the
sediment output from the design stream. If sediment input equals or is adequately
close to sediment output then the channel is considered a stable channel in
equilibrium. Below is the Enguland-Hansen function:
' a KO ~ ASSOCIATES, P.C. 25
Consu!-ing Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
g=0.535D~~~S3~~VQ/d
where;

g = sediment discharge (lbs/s)
D =water depth (ft)
S = channel slope (ft/ft)
V =average velocity (ft/s)
Q =discharge (cubic ft/s)
d = median particle diameter of stream bed material (ft)
Stable reference reaches at off-site locations had to be used for sediment input
calculations since the existing stream channels are unstable. The reference
reaches used (Johnsons Mill for Adkin Branch and UT to Wildcat Branch for the
UT to Adkin Branch) each had the same stream type and similar slopes, compared
to their corresponding design channel, so that accurate comparisons could be
made. Astable reference reach can be used because the sediment input is in
balance with sediment output over geologic time. In most cases, the bankfull t
discharge of a reference reach is different from that of the design reach so, instead
of using sediment discharge (lbs/s) for the comparison, sediment concentration
(lbs/ft3.) is used in the analysis because the function of discharge is set equal per
cubic foot (ft3). Below is the equation for sediment concentration:
SC = g/Q
where;
SC =sediment concentration (lbs/ft3)
g =sediment discharge (lbs/s)
Q =discharge (ft3/s)
The sediment concentration input and output for Johnsons Mill is in equilibrium
and is equal to 0.05 lbs/ft3. The sediment output for the proposed design of Adkin
Branch is 0.07 lbs/ft3. The proposed design numbers are similar to those of the
stable reference reach, therefore the design channel is considered stable and in
equilibrium.
The sediment concentration input and output for the UT to Wildcat Branch is in
equilibrium and is equal to 0.09 (lb/ft3). The sediment output for the proposed
design of the UT to Adkin Branch is 0.011 (lb/ft3). The proposed design numbers
--
a KO do ASSOCIATES, P.C. 26
Consulting Engineers

Project ID No. 05065610]
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
are similar to those of the stable reference reach, therefore the design channel is
considered stable and in equilibrium.
Stream Power
1 A stream power analysis was used as a tool to study the capacity of both stream
channels to transport their respective sediment loads. To determine if the
restoration design stream power will adequately convey sediment loads, analyses
' of reference stream powers and proposed conditions stream powers were
completed.
Johnsons Mill has a unit stream power of 0.20 lbs/ft s. As previously stated,
Johnsons Mill is a stable channel that is in equilibrium and adequately conveys it
sediment load, so it can be assumed that Johnsons Mill's unit stream power is
adequate to transport its sediment load. The Adkin Branch design displays unit
stream powers ranging between 0.17 to 0.23 lbs/ft s (depending on design reach)
which corresponds closely to the Johnsons Mill unit stream power. Using
Johnsons Mill as a reference, it is determined that the Adkin Branch design has an
adequate capacity to transport its sediment load.
The UT to Wildcat Branch has a unit stream power of 0.141bs/ft s. As previously
stated, the UT to Wildcat Branch is a stable channel that is in equilibrium and
1 adequately conveys it sediment load, so it can be assumed that the UT to Wildcat
Branch's unit stream power is adequate to transport its sediment load. The UT to
Adkin Branch design displays a unit stream power of 0.08 lbs/ft s, which
' corresponds closely to the UT to Wildcat Branch unit stream power. Using the
UT to Wildcat Branch as a reference, it is determined that the Adkin Branch
design has an adequate capacity to transport its sediment load.
5.3 HEC-RAS Analysis: Given that the project involves modifications to a stream
channel, it is important to analyze the effect of these changes on flood elevations.
Floodwater elevations were analyzed using HEC-RAS. HEC-RAS is a software
package designed to perform one-dimensional, steady flow, analysis of water
surface profiles for a network of natural and constructed channels.
HEC-RAS uses two equations, energy and/or momentum, depending upon the
water surface profile. The model is based on the energy equation. The energy
losses are evaluated by friction (Manning's equation) and contraction/expansion
(coefficient multiplied by the change in velocity head). The momentum equation
is used in situations where the water surface profile rapidly varies, such as
' hydraulic jumps and stream junctions. The 100-year discharges were taken from
the FEMA Flood Study.

' a KO 8c ASSOCIATES, P. C. 27
Consulting Engineers
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Backwater analysis was performed for the existing and proposed conditions for
both Bankfull and 100-year discharges. In addition to steady flow data, geometric
data is also required to run HEC-RAS. Geometric data consists of establishing
the connectivity of the river system, which includes: cross-section data, reach
lengths, energy loss coefficients (friction losses, contraction, and expansion
losses), and stream junction information.
5.3.1 Bankfull Discharge Analysis '
The methodology used to evaluate the hydrologic analysis required the evaluation
of the existing stream's Bankfull elevation and corresponding Bankfull area. The
existing Bankfull elevations and Bankfull cross-sectional areas were determined
by evaluating Bankfull indicators found on-site and using Hydraulic Geometry
Relationships for Rural North Carolina Coastal Plain Streams [regional curve]
(Doll et al. 2006) to verify on-site indicators.
Hydrologic Engineering Center's River Analysis System (HEC-RAS Version
3.0.1, see section 5.3.2) was used to evaluate how the discharge flows within the
proposed channel geometry. This evaluation verifies that the proposed plan,
dimension, and profile would adequately carry the discharge at the Bankfull stage,
the point where water begins to overflow onto the floodplain.
The discharge analysis required the evaluation of the existing stream's watershed
area, Bankfull area and corresponding Bankfull discharge. Discharge rates for the
Bankfull event used in the design of this project were calculated using the Coastal
Plain regional curve.
Qekr =16.56x°''~ ; (R~ = 0.90) (Doll et a12006).
The Bankfull discharge for the Site is between 50.0 and 55.0 cfs (depending on
reach). The existing and proposed geometries were evaluated at the Bankfull '
discharge, using HEC-RAS. A HEC-RAS evaluation of the design's discharge
was utilized to determine if the Bankfull discharge is carried in the proposed
channel's geometry. This evaluation has verified that the proposed plan, '
dimension, and profile will adequately convey the Bankfull discharge, the point
where water begins to overflow onto the floodplain.
5.3.2 No-Rise ,
A HEC-RAS analysis has been prepared and completed on both the existing and
proposed conditions of the restored channel(s). The resulting data output has
been analyzed to determine if the design channel is adequately conveying its
Bankfull discharge, and to determine if a rise, fall, or no-rise in water surface
elevations during the 100 year flood event has occurred. '
a KO & ASSOCIATES, P. C. 28
Consulting Engineero '

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
The City of Kinston requested that a LOMR (Letter of Map Revision) be prepared
and submitted to the North Carolina Floodplain Mapping Program for review and
approval. The 100 year flood elevations will be reduced due to the proposed
I greater flow area. The proposed channel will have a larger flow area below
existing ground elevations than the current conditions.
The Effective HEC-RAS Model was obtained from the City of Kinston on March
31, 2006. This model was received from Watershed Concepts, by the North
Carolina Floodplain Mapping Program. The Effective FIS (Flood Insurance
Study) was prepared using HEC-RAS 3.0.1 in 2004. The current version of HEC-
RAS, 3.1.3, is available for use; however, the models used m this LOMR analysis
' were produced using HEC-RAS 3.0.1 for ease in comparing model results with
the Effective FIS data. Inconsistencies were found between HEC-RAS 3.1.3 and
3.0.1 when comparing the output results, and it was determined that version 3.0.1
' would be utilized for the LOMR analysis for consistency and comparative
reasons. The 100 and 500 year elevations from the Duplicate Effective model
were compared with those in the Floodway Data Table within the effective FIS
report. It was found that the flood elevations are within 0.1 foot of each other,
which is within acceptable limits.
' S7 geometric cross-sections were modeled along the length of the existing and
proposed channels, with 38 of those sections falling within the site limits. Three
models, Duplicate Effective, Corrective Effective, and the Proposed Conditions
' model, were developed and executed to determine the water surface elevations for
the 10, 50, 100, 500, and 100 year floodway events. The 100-year discharge
varied between 2800 cfs and 3680 cfs along the project reach. The analysis
' indicates that the proposed channel geometry will not increase the 100-year flood
elevations within the project area. In fact, the analysis indicates that the 100 year
water surface elevations will be reduced along the project length. Results are
located within the HEC-RAS Summary Table in Appendix F.
5.3.3 Hydrologic Trespass
' Hydrologic trespass includes any issue which may affect hydrology outside of the
property boundaries on which the project is located. These issues were reviewed
for this project. All onsite modifications will not affect off site hydrology.
' S.4 Stormwater Best Management Practices: The implementation of best
management practices (BMPs) at selected sites throughout the project will
provide benefit by improving water quality and providing attenuation of
stormwater flows. The primary BMP devise that is expected to be used is a sand
filter. Sand filters were chosen over stormwater wetlands because the water table
a KO & ASSOCIATES, P.C. 29
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
at selected BMP sites was too far below the invert of the proposed BMP. The
BMP's utilized in the project will:
^ Reduce nonpoint source pollution associated with urban land uses by
providing basins to treat surface runoff.
^ Promote floodwater attenuation by increasing storage capacity for stormwater
flows.
Sand filters are most effective in removin Total Sus ended Solids TSS . Most
g P ~ )
studies tend to suggest that sand filters are able to remove up to 85 percent of TSS
through sedimentation filtration. Sand filters are also effective at filtering total
nitrogen, total phosphorous, heavy metals, grease, oil, and fecal coliform through
adsorption and filtration, but at less effective rates compared with organic based '
BMPs such as stormwater wetlands or peat based BMPs. The reason that sand
filters are less efficient m removing nitrogen, phosphorous, heavy metals, grease,
and oil is because, when compared with organics, sand has a much lower cation
exchange capacity, which lowers its effectiveness for attracting pollutants.
5.4.1 Narrative of Site-Specific Stormwater Concerns '
The project corridor is located within the City of Kinston limits. Land use within
the watershed is primarily characterized by urban development. Throughout the
restoration reach, there are municipal storm system outfalls that discharge directly
into Adkin Branch. It was determined that these existing stormwater outfalls may
provide the best opportunities to place BMP devices. The preliminary locations
were determined by identifying existing storm system outfalls located on or '
adjacent to a parcel that is owned by the city and the parcel is of adequate size to
for a BMP device to be constructed. Of the thirty-eight (38) Stormwater outfalls
along the project corridor, only nine (9) locations provided opportunity to
construct a BMP device.
Soil borings were obtained at ten preliminary locations and soil conductivity tests
were performed at five of the preliminary locations. It was determined that
infiltration basins could not be utilized at any of these locations due to the shallow
groundwater table. Design guidelines for infiltration basins require that the
groundwater table be at least four feet below the invert of the basin (NCDWQ
2005). This requirement can not be achieved at any of the preliminary proposed
locations. Therefore, the project will retrofit nine (9) of the existing stormwater
outfalls with sand filter BMP devices to improve water quality with secondary
Stormwater flow attenuation effects.
In addition, an offline Stormwater wetland will be incorporated into the ro~ect
P J
adjacent to the existing reach of the UT located within Holloway Park, to improve
water quality and attenuate stormwater.
a KO & ASSOCIATES, P. C. 30
Constrhing Engineers
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
5.4.2 Device Description and Application
' Sand Filter Devices
The proposed sand filter BMP devices will fill with stormwater runoff and allow
I the water to exit the device by percolating down through the sand layers, where
Total Suspended Solids (TSS) and other pollutants are filtered out (see Detail of
Sand Filter below). The device design parameters allow the first inch of rain to
' pass through the filter within a period of 24 hours. Sand filter devices can have a
TSS removal efficiency of 85 percent, a Nitrogen removal efficiency of 35
percent, and a Phosphorus removal efficiency of 45 percent (NCDWQ 2005).
The implementation of the sand filter devices at these locations will provide
improved water quality with secondary stormwater flow attenuation.
1

1

Tahle 9. Sand Filter Summary
Sand Filter ID & Location Drainage Required Required Nitrogen Phosphorus Sediment
Area (Ac) Filter Filter Reduction Reduction Reduction
Volume Surface (lb/yr) (lb/yr) (ton/yr)
(cf) Area (sf)
BMP1 Martin Drive) 10.86 2700 1800 16 4 0.50
BMP2 Martin Drive) 6.8 2700 1800 16 3 0.43
BMP3 (Martin Drive) 10.88 3675 2450 25 5 0.70
BMP4 (Miller Street) 3.45 1875 1250 10 2 0.31
BMPS (South Dover
Street) 8.8 2700 1800 25 5 0.77
BMP6 (South Seacrest
Street 18.39 3675 2450 39 8 1.05
BMP7 (South Myrtle
Avenue) 12.19 2700 1800 20 4 0.39
BMP8 (Holloway
Drive) 3.8 1200 800 6 1 0.13
BMP9 (East Shine
Street) 12.75 3675 2450 33 7 0.97
Total 190 40 5
' a KO & ASSOCIATES, P. C. 31
Consulting Engineers

Project [D No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Stormwater Wetland
An inline stormwater wetland BMP was proposed to be placed at the outlet end of
the culvert under Cedar Lane on the UT. However, current regulations of the
ACOE and NCDWQ do not allow an inline structure for BMPs on perennial
streams (Appendix F e-mail documentation). For this reason, a Stormwater
wetland which is located offline of the UT was devised which will capture flows
which are approximately half of the bankfull discharge and higher (see
Stormwater Wetland detail below). The proposed stormwater wetland will be
constructed to mimic a natural riparian wetland in an effort to mitigate urban
impacts on water quality and quantity (see Detail of Stormwater Wetland below).
The Stormwater wetland will also effectively reduce peak runoff rates and
stabilize flow to the adjacent stream. The stormwater wetland will support
emergent and riparian vegetation and provide temporary storage, forming an ideal
environment for the removal of many pollutants, TSS, nutrients, heavy metal,
toxic organic pollutants, and petroleum products. Pollutants within the wetlands
are transformed by plants and microbes, immobilized in sediments, and released
in reduced concentrations in the outflow. The stormwater wetland vegetation
incorporates nitrogen fixing and known excellent toxin uptake plant species.
Details of stormwater wetland vegetation can be found in Section 5.6 (Natural
Plant Community Restoration).
a KO & ASSOCIATES, P. C. 32
Consullin~,~ Enxineer~

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
DETAIL OF SAND FILTER
(~ UNDERDRAIN COLLECTION SYSTEM
FILTER BED
~~--
1
-~_ OUTFLOW
~ _ SPILLWAY
INFLOW
PERFORATED STANDPIPE
DETENTION STRUCTURE
Norizonai
surface ~
•••. ;•;•.•.•.• 1„ to 2„
'~4•'~~~•'~'~'~ ~•'~'~ gravel layer
18"-24" ~~~:~~~:;~~
y.............
':' :`.L':...:.y:.. .::' ' ::'1.
'F'
UNDERDRAIN COLLECTION SYSTEM
OUTFLOW
SPILLWAY
0~01N
3" topsoil
layer with
Sand (pea gravel
bed ;.; e: window for podce
_ ~ sand filter ony)
cc•.c-.•c•ss•:s.:
Geotextl a ,; :~;~.;.; :~:~:;:; ,..
fabric ~ ,..,.,.............,-,12 -18
Max. slope 4:1
Filter Perforated
fabric Impermeable liner 6" PVC pipe
where necessary
GDS 0046 Max. 10' O.C.
a KO & ASSOCIATES, P. C.
Consrrlting Engineers
33

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
DETAIL OF STORMWATER WETLAND
\,
STORMKATER
OUTLET
STORMYYATER
OUTLET
~~_ _.__ __- A
~` is
1a'
BENCH
MNKFIR.L TEMACE
ELEVATIpI ~'•
{,~ ...~ -ti , . .. 14 M~NIO~1IA.L ...
BTCIIIBTI~TER ~,'~: '.'~~.._ _ t~ --o. -~iu 'i~~ -L~
IIETLAIO ~ ~~`-. ,/ C~~ ~ TEA
BIDE 6lOPE -`/
~- L06 8ILL
.~
a
I
i
B t
I i
~I '
~i
I ~
I ~
I ~
i
B,RNI(Fil~,l ELEVATI ~~J \ L~T6LEVATION
PROFILE .~_.. = ~.-- ' J'' .
SECTION A-A
610E $10PE -~~~~ ~ - BIDE 9lOPE
NCTE$: `-- l00 $Tll
BANKFULL Jl
1. STCRIBIATER IIETLAIO'8 EIEVATIDB BNALL ^IDTN
BE BET AT Y2 T!E BANNFULL DEPTH UP FRDB
CNANNEL INVERT.
CROSS-SECTION
sECnoN s-e
IgTEB:
1. INVERT BET AT Yp BANKFULL DEPTH.
2. LOB BILL BET AT INVERT TD PRDTECT FRDB OCOUR.
$. BASE MOTH SHALL ~ Yj BANKFULL CHANNEL 8118E If1071i.
$IDE 6LDPE6 6FIALl BE BUILT AT A 8:1 610PE.
a KO & ASSOCIATES, P. C. 34
C'onsu!lin~ L'n~;inea-s

1
1
J

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
The stormwater wetland will be located within Holloway Park along the existing
UT to Adkin Branch. The USACE will not allow the wetland to occur in line
with the stream; therefore, a bankfull channel will be constructed. Inflow and
outflow breaks will be placed within the banks at one-half the bankfull channel
1 depth to allow stormwater flows to access the stormwater wetland areas.
Stormwater BMP Maintenance
The City of Kinston has agreed to provide maintenance for the sand filter BMP
devices and the stormwater wetland for the life of the BMPs (30 years). A
maintenance guideline manual will be provided to the City of Kinston by EEP.
5.5 Soil Restoration
Soil grading will occur during Site stream restoration activities. Topsoils will be
stockpiled during construction activities and will be spread on the soil surface
once grading activities have been completed. The replaced topsoil will serve as a
' viable growing medium for community restoration to provide nutrients and aid in
the survival of planted species.
Preliminary earthwork estimates indicate that the project will result in 61,000
cubic yards of waste material, much of which would be considered topsoil. The
City of Kinston will remove excess waste to one or two disposal sites located
within two miles of the Site (the Peachtree Waster Water Plant and/or the Davis
Landfill).
1 5.5.2 Floodplain Soil Scarification
Microtopography and differential drainage rates within localized floodplain areas
represent important components of floodplain functions. Reference forests in the
' region exhibit complex surface microtopography. Efforts to advance the
development of characteristic surface microtopography will be implemented; in
areas where soil surfaces have been compacted, ripping or scarification will be
performed. After construction, the soil surface is expected to exhibit complex
microtopography ranging to 1 foot in vertical asymmetry. Subsequently, plant
community restoration will be initiated.
5.6 Natural Plant Community Restoration: Restoration of floodplain forest and
stream-side habitat allows for development and expansion of characteristic
species across the landscape. Ecotonal changes between community types
contribute to diversity and provide secondary benefits, such as enhanced feeding
and nesting opportunities for mammals, birds, amphibians, and other wildlife.
' Reference Forest Ecos stem (RFE) data, onsite observations, and community
Y
descriptions from Classification of the Natural Communities of North Carolina
' (Schafale and Weakley 1990) were used to develop the primary plant community
' a KO & ASSOCIATES, P.C. 35
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
associations that will be promoted during community restoration activities.
Community associations that will be utilized to develop primary plant community
associations include 1) Coastal Plain Levee Forest (Brownwater subtype), 2)
stream-side assemblage, and 3) stormwater BMP wetland (Sheet 4B). Planting
elements are listed below.
Coastal Plain Levee Forest
1. River birch (Betula nigra)
2. Slippery elm (Ulmus rubra)
3. Winged elm (Ulmus alata)
4. Pignut hickory (Carya glabra)
5. Mockernut hickory (Carya tomentosa)
6. Southern red oak (Quercus falcata var. falcata)
7. Water oak (Quercus nigra)
8. Ironwood (Carpinus caroliniana)
9. Sassafras (Sassafras albidum)
10. Black cherry (Prunus serotina)
Stream-Side Assemblage
1. Black willow (Salix nigra)
2. Silky dogwood (Corms amomum)
3. Buttonbush (Cephalanthus occidentalis)
4. Elderberry (Sambucus canadensis)
5. Tag alder (Alms serrulata)
6. Common rush (Juncus effusus)
Stormwater BMP Wetland Assemblage
1. Tag alder (Alms serrulata)
2. Bald cypress (Taxodium distichum)
3. Water tupelo (Nyssa aquatica)
4. Buttonbush (Cephalanthus occidentalis)
5. Silky dogwood (Corms amomum)
6. Black willow (Salix nigra)
7. Arrow arum (Peltandra virginica)
8. Emergent herbaceous seed mix
a. Long hair sedge (Carex crinita)
b. Common rush (Juncus effusus)
c. Lizard's tail (Saururus cernuus)
d. Bur-reed (Sparganium americanum)
e. Rice-cut grass (Leersia oryzoides)
f. Virginia iris (Iris virginica)
g. Rosemallow (Hibiscus moscheutos)
a KO & ASSOCIATES, P.C. 36
Cons:dling Engineers

1

1

1
1
1
1

' Project ID No. 050656]01.
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Stream-side trees and shrubs include species with high value for sediment
stabilization, rapid growth rate, and the ability to withstand hydraulic forces
associated with bankfull flow and overbank flood events. Stream-side trees and
shrubs will be planted within 15 feet of the channel throughout the meander belt-
width. Shrub elements will be planted along the reconstructed stream banks,
concentrated along outer bends.
Coastal Plain Levee Forest is targeted for the majority of the Project outside of the
15-feet immediately adjacent to the restored stream channels. These species were
selected due to their ability to withstand drought conditions, due to the well-
' drained sandy soils present within the Site, as well as tolerate moderate amounts
of moisture.
The stormwater BMP wetland assemblage is targeted for the stormwater wetland
adjacent to the UT to Adkin Branch within Holloway Park. Species have been
selected based on the expected/designed hydrological conditions; in addition,
close consideration was given to incorporate plants with the ability to fix nitrogen
(tag alder) or with excellent toxin uptake capabilities (common cattail) (NCDWQ
' 2005). The following planting plan is the blueprint for community restoration.
5.6.1 Planting Plan
' Species selected for planting will be dependent upon availability of local seedling
sources. Advance notification to nurseries (1 year) would facilitate availability of
various noncommercial elements.
Bare-root seedlings of tree species will be planted within specified map areas at a
density of approximately 680 stems per acre on 8-foot centers. Shrub species in
the stream-side assemblage will be planted at a density of 2720 stems per acre on
4-foot centers and within the stormwater BMP wetland assemblage will be
planted at a density of 680 stems per acre on 8-foot centers.
The emergent herbaceous vegetation seed mix outlined above for application in
the stormwater BMP wetland will be applied within 14 days of construction
completion at rates specified per manufacturer guidelines. Soils may be scarified
to a half-inch prior to seeding to aid in more rapid germination.
Table 10 depicts the total number of stems and species distribution within each
vegetation association, with the exception of the emergent seed mix outlined
above. Planting will be performed between December 1 and March 15 to allow
' plants to stabilize during the dormant period and set root during the spring season.
A total of 42,399 native tree and shrub seedlings may be planted during
restoration.
' a KO & ASSOCIATES, P. C. 3 ~
Consrrllin~ Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

Table 10. Planting Plan
Coastal Plain Levee ~ Stream-side ~tormwater BMP
I Vegetation Association ~ Forest Assemblage ~ Wetland Assemblage TOTAL
I
Area (acres) 34.42 Acres 6.87 Acres 0.45 Acres 41.74 Acres
Number planted* Number planted** Number planted*
!Species ! (% of total) (% of total)

* ~
Bettrla ni ra
3,511 15 i
S ( ) (% of total)

-- Number planted
-- -,
~
3,51 l
__
Ulmus rubra* 2 341 (10) i ~ -
2
341
_ ,
Ulmus alata * 2,341 (10)
- -- - --
Carya glabra* 2,341 (10)
-~-
-- -

- 2,341
-- -
2,341
-

I Carya tomentosa* 3,511 (15) -
3,511
Quercus falcata var. falcata 2,341 (10) 2
341
Quercus nigra* ~ 2,341 (10) ,
2
341
_ _ _ _
r ~ ,
Carpinus caroliniana* 2,341 (10) 2,341
'Sassafras albidum* 1,171 (5) _
' 1,17]

Prunus serotina* ~~ 1,171 (5) _ _
1,171
Salix nigra** ~ ~ 3,738 (20)
_ 46 (15) 3,784
~
_
Corms amomum** ~ 3,738 (20) 46 (15)
~- - - -
3,784

**
Ce halanthus occiden*alis
~P _ _ 2,803 (15) 46 (15)
Sambarcus canadensis ~ 2,803 (15) ~ 2,849

2,803
'~Alnus serrulata** ~ 2,803 (15) 46 (15) 2,849
Taxodium dtstichum** I ~ 46 (15 ) _
Nyssa aquatica * * _
46 (15 )
-

Peltandra virginica** - - -
31 (10 ) -_
'Juncus effuses** _ ' 2,803 (15) 2,803
Juncus effuses*** _
***
~ Carex crinita*** ~
_
-
- ***

Saatrurus ccrenuus*** I
*** -
Sparganium americanztm*** ~ ***
Leersia oryzoides*** i
_ - -- I
- ***
- -
__
Iris virginica*** ***
~Kibiscus moscheutos*** ' ***
TOTAL 23,410 (100) 18,688 (100) ' 307 (100) 42,282
• riamea at a aensay of euu stemsiacre (~ is-toot centers).
** Planted at a density of 2720 stems/acre (~ 4-foot centers) if in Stream-side Assemblage or 680 stems/acres if planted in
Stormwater BMP. '
*** Emergent herbaceous seed mixed spread at a rate of 50 pounds per acre).
1
a KO & ASSOCIATES, P. C. 3 8
Cunsulling Engineers '
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
' 5.6.2 Neuse River Buffers
Neuse River Buffers will be both impacted and restored during construction of the
proposed stream and BMPs. Stream restoration activities are exempt activities
' under the Neuse River Riparian Buffer Rules. The existing Neuse River Riparian
Buffer on-site encompasses approximately 7.58 acres of forested buffer (> 100
trees per acre), 13.58 acres of grass/forest buffer (<100 trees per acre), 0.55 acres
of sewer easement, and 0.69 acres of impervious area (Sheet 5, and Sa).
A vegetated riparian buffer will be established along both the left and right banks
of Adkin Branch and the UT throughout the project's easement area. As a result
the total Neuse River Riparian Buffer area following construction will encompass
approximately 22.51 acres (Sheet 6, and 6a). Of this area, approximately 21.55
acres will be forested (> 100 trees per acre), 0.65 acres will remain grass/forest
(<100 trees per acre), 0.31 acres will remain in an existing sewer easement, and
0.12 acres will remain in impervious area.
5.6.3 Invasive Saecies Management
Noxious species will be identified and controlled so that none become dominant
or alter the desired community structure of the Site. If noxious plants are
identified as a problem within the Site, aspecies-specific control plan will be
developed for approval by EEP prior to implementation.
During the five-year monitoring period, where necessary, undesirable plant or
' animal species will be removed, treated, or otherwise managed by means of
physical removal, use of herbicides, live trapping, confining wires, or nets.
All vegetation removal from the Project shall be done by mechanical means only
unless EEP has first authorized the use of herbicides or algaecides for the control
of plants in or immediately adjacent to the Site.

1
' a KO & ASSOCIATES, P.C. 39
Consulting Engineers
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
6.0 PERFORMANCE CRITERIA: Monitoring of Project restoration efforts will be
performed until success criteria are fulfilled. Monitoring is proposed for the stream
channel of both Adkin Branch and the UT, stormwater management devices, and
vegetation. In general, the restoration success criteria, and required remediation actions,
are based on Appendix II of the Stream Mitigation Guidelines (USAGE et al. 2003).
6.1 Streams: The restored stream reaches are proposed to be monitored for
geometric activity. Annual fall monitoring will include development of channel
cross-sections on riffles and pools and a water surface profile of the channel. The
data will be presented in graphic and tabular format. Data to be presented will
include 1) cross-sectional area, 2) bankfull width, 3) average depth, 4) maximum
depth, 5) width-to-depth ratio, 6) meander wavelength, 7) belt-width, 8) water
surface slope, and 9) sinuosity. The stream will subsequently be classified
according to stream geometry and substrate (Rosgen 1996). Significant changes
in channel morphology will be tracked and reported by comparing data in each
successive monitoring year. A photographic record that will include
preconstruction and postconstruction pictures has been initiated with current
Project photographs (Appendix A).
6.1.1 Stream Success Criteria
Adkin Branch and Lower Section of the UT
Success criteria for stream restoration will include 1) successful classification of
the reach as a functioning stream system (Rosgen 1996) and 2) channel variables
indicative of a stable stream system.
The channel configuration will be measured on an annual basis in order to track
changes in channel geometry, profile, or substrate. These data will be utilized to
determine the success in restoring stream channel stability. Specifically, the
width-to-depth ratio should characterize a B-type channel for Adkin Branch and
an E-type or borderline E-/C-type channel for the UT to Adkin Branch, bank-
height ratios indicative of a stable or moderately unstable channel, and minimal
changes in cross-sectional area, channel width, and/or bank erosion along the
monitoring reach. In addition, channel abandonment and/or shoot cutoffs must
not occur and sinuosity values must remain at approximately 1.3 (thalweg
distance/straight-line distance) for the UT to Adkin Branch. The field indicator of
bankfull will be described in each monitoring year and indicated on a
representative channel cross-section figure. If the stream channel is down-cutting
or the channel width is enlarging due to bank erosion, additional bank or slope
stabilization methods will be employed.
Stream substrate is not expected to coarsen over time; therefore, pebble counts are
not proposed as part of the stream success criteria.
a KO & ASSOCIATES, P. C. 40
Consulting Engineer

' Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Visual assessment of in-stream structures will be conducted to determine if failure
has occurred. Failure of a structure may be indicated by collapse of the structure,
undermining of the structure, abandonment of the channel around the structure,
' and/or stream flow beneath the structure.
' UT Through Stormwater Wetland Area
It is anticipated that the UT could slightly aggrade through the areas of the
Stormwater Wetland area. If this does occur, it would be within the expected
' process of a stream which has some potions of its bankfull flow diverted. This
section of the UT would be expected to remain a C/ES type channel after
monitoring, but movement towards a D type channel with multiple braided small
channels is acceptable.
6.1.2 Stream Contingency
' In the event that stream success criteria are not fulfilled, a mechanism for
contingency will be implemented. Stream contingency may include, but may not
be limited to 1) structure repair and/or installation; 2) repair of dimension, pattern,
' and/or profile variables; and 3) bank stabilization. The method of contingency is
expected to be dependent upon stream variables that are not in compliance with
success criteria. Primary concerns, which may jeopardize stream success include
1) structure failure, 2) headcut migration through the Site, and/or 3) bank erosion.
Structure Failure
' In the event that structures are compromised, the affected structure will be
repaired, maintained, or replaced. Once the structure is repaired or replaced, it
must function to stabilize adjacent stream banks and/or maintain grade control
' within the channel. Structures which remain intact, but exhibit flow around,
beneath, or through the header/footer pilings will be repaired by excavating a
trench on the upstream side of the structure and reinstalling filter fabric in front of
' the pilings. Structures which have been compromised, resulting in shifting or
collapse of header/footer pilings, will be removed and replaced with a structure
suitable for Project flows.
Headcut Migration Through the Site
In the event that a headcut occurs within the Project (identified visually or
' through measurements [i.e. bank-height ratios exceeding 1.4]), provisions for
impeding headcut migration and repairing damage caused by the headcut will be
implemented. Headcut migration may be impeded through the installation of in-
t stream grade control structures (log sill and/or log cross-vane weir) and/or
restoring stream geometry variables until channel stability is achieved. Channel
repairs to stream geometry may include channel backfill with coarse material and
r a KO & ASSOCIATES, P. C. 41
Consalling Engineers

Project ID No. 050656]01
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
stabilizing the material with erosion control matting, vegetative transplants,
and/or willow stakes.
Bank Erosion
In the event that severe bank erosion occurs at the Project resulting in elevated
width-to-depth ratios, contingency measures to reduce bank erosion and width-to-
depth ratio will be implemented. Bank erosion contingency measures may
include the installation of log weirs and/or other bank stabilization measures. If
the resultant bank erosion induces shoot cutoffs or channel abandonment, a
channel may be excavated which will reduce shear stress to stable values.
6.2 Stormwater Management Devices '
Stormwater BMP devices will be monitored and maintained periodically, as
necessary, to ensure the life of the devices. The City of Kinston has agreed to '
provide maintenance for the sand filter BMP devices and the Stormwater wetland
for the life of the BMPs (30 years). A maintenance guideline manual will be
provided to the City of Kinston by EEP.
6.2.1 Sand Filter Device Monitoring and Maintenance
Sand filters will be inspected at least once per year after a storm event, to
determine if the infiltration capacity of the device is decreasing due to clogging of
the top layer. The maintenance guidelines are summarized as follows (NCDWQ
2005):
^ The sediment chamber outlet devices should be cleaned or repaired when

drawdown times exceed 24 hours. In addition, trash and debris should be '
removed as necessary and sediment should be cleaned out when it
accumulates to 6 inches or more.
• When the infiltration capacity of the filter diminishes or water ponds on the
filter bed surface for greater than 24 hours, the topsoil and underlying 3
inches of filter material should be removed and replaced. The removed

sediments should be tested and disposed of appropriately. Sediment/silt '
should be removed from the filter bed when accumulation exceeds 1 inch.
^ Vegetation within the sediment chamber should be mowed to limit the height
to 12 inches.
^ Direct maintenance access should be provided to the pretreatment area and
the filter bed.
6.2.2 Stormwater Wetland Monitoring and Maintenance
Plant coverage within the Stormwater wetland should be assessed and documented '
each growing season. If a minimum of 70 percent coverage is not achieved after
the second growing season, supplemental planting should be completed. Plant

Q KO & ASSOCIATES, P. C. 42

Constdlirrg Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
coverage of 90 to 95 percent is desirable. Maintenance guidelines are as follows
(NCDWQ 2005):
^ Wetland should be inspected annually after a rain event, and after all large
' (mean annual or greater) storm events to ensure the basin is operating as
designed. At a minimum the following items should be corrected if
observed.
o Clogging of the outlet or very rapid water release
o Appearance of invasive species or a monoculture
o Erosion on the wetland banks or at the inlet/outlet
o Sediment accumulation
o Damage to, or blockage of, the emergency spillway
' o Woody vegetation in the embankment or dam
^ Sediment should only be selectively removed; sediment removal disturbs
stable vegetation cover and disrupts flow paths through the wetland.
6.3 Vegetation: Restoration monitoring procedures for vegetation will monitor plant
survival and species diversity. After planting has been completed in winter or
early spring, an initial evaluation will be performed to verify planting methods
and to determine initial species composition and density. Supplemental planting
and additional modifications will be implemented, if necessary. A photographic
' record of plant growth should be included in each annual monitoring report.
During the first year, vegetation will receive a cursory, visual evaluation on a
' periodic basis to ascertain the degree of overtopping of planted elements by
nuisance species. Subsequently, quantitative sampling of vegetation will be
performed between June 1 and September 30, after each growing season, until the
vegetation success criteria are achieved.
During quantitative vegetation sampling in early fall of the first year, up to 47
sample plots (10 meters by 10 meters) will be randomly placed within the Site;
however, best professional judgment may be necessary to establish vegetative
monitoring plots upon completion of construction activities. In each sample plot,
' vegetation parameters to be monitored include species composition and species
density.
6.3.1 Vegetation Success Criteria
Success criteria have been established to verify that the vegetation component
supports community elements necessary for forest development. Success criteria
' are dependent upon the density and growth of characteristic forest species.
Additional success criteria are dependent upon density and growth of "Character
Tree Species." Character Tree Species include planted species along with species
' identified through visual inventory of an approved reference (relatively
' Q KO ~ ASSOCIATES, P. C. 43
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
undisturbed) forest community used to orient the project design. All canopy tree
species planted and identified in the reference forest will be utilized to define
"Character Tree Species" as termed in the success criteria.
An average density of 320 stems per acre of Character Tree Species must be
surviving in the first three monitoring years. Subsequently, 290 Character Tree
Species per acre must be surviving in year 4 and 260 Character Tree Species per
acre in year 5.
6.3.2 Vegetation Contingency
If vegetation success criteria are not achieved based on average density
calculations from combined plots over the entire restoration area, supplemental
planting may be performed with tree species approved by regulatory agencies.
Supplemental planting will be performed as needed until achievement of
vegetation success criteria.
6.4 Scheduling and Reporting: A tentative phasing schedule for the proposed
project is presented below; certain tasks may be dependant on seasonal
conditions.
Table 11. Project Scheduling and Reporting
Project iD Nn. 0.506(15(101 (Adkin Rranrh Ctl'PAm RPCtnYatinn Prn~nr•t1
Task Descri tion Date of Scheduled Com letion
Restoration Plan Finalized March 8, 2007
Submission of Final Desi n Ma 10, 2007
Permittin Initiated June 21, 2007
Advertise for Bidders Au ust 9, 2007
Bid O enin Se tember 6, 2007
Be in Construction December 6, 2007
End Construction June 5, 2008
Pre are As-built Miti ation Plan and Miti ation Plan Jul 3, 2008
First Year Monitorin Re ort December 1, 2008
Second Year Monitorin Re ort December 1, 2009
Third Year Monitorin Re ort December 1, 2010
Fourth Year Monitorin Re ort December 1, 2011
Fifth Year Monitorin Re ort December 1, 2012
a KO & ASSOCIATES, P. C. 44
Cunsulling Engrneer~

1
u

1
J

1

1

1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
' 7.0 REFERENCES
Doll, B.A., A.D. Dobbins, J. Spooner, D.R. Clinton, and D.A. Bidelspach. 2006. Hydraulic
Geometry Relationships for Rural North Carolina Coastal Plain Streams. Raleigh, North
Carolina.
' Griffith, G.E. 2002. Ecoregions of North and South Carolina. Reston Virginia. United States
Geological Society (map scale 1:1,500,000).
' Manning, R. 1891. On the Flow of Water in Open Channels and Pipes. Transactions of the
Institution of Civil Engineers of Ireland. 20, 161-20.
' North Carolina Division of Water Quality (NCDWQ). 2002. Neuse River Basinwide Water
Quality Plan (online). Available:
i http://h2o.enr.state.nc.us/basinwide/Neuse/2002/plan.htm [September 13, 2006]. North
Carolina Department of Environment and Natural Resources, Raleigh, North Carolina.
North Carolina Division of Water Quality (NCDWQ). 2005. Updated Draft Manual of
Stormwater Best Management Practices.. North Carolina Department of Environment
and Natural Resources, Raleigh, North Carolina.
t North Carolina Division of Water ualit NCDW 2006a. Neuse River Basinwide
Q Y ( Q)
Assessment (online). Available:
http://www.esb.enr.state.nc.us/Basinwide/Neuse06BasinReportFinal.pdf [September 13,
2006]. North Carolina Department of Environment and Natural Resources, Raleigh,
North Carolina.
North Carolina Division of Water Quality (NCDWQ). 2006b. North Carolina Waterbody
Reports (online). Available: http://h2o.enr.state.nc.us/bims/reports/reportsWB.html
[September 13, 2006]. North Carolina Department of Environment and Natural
Resources, Raleigh, North Carolina.
' North Carolina Wetlands Restoration Program (NCWRP). 2003. Neuse River Basin Watershed
Restoration Plan (online). Available:
http://www.nceep.net/services/restplans/neuse_2003.pdf [September 13, 2006]. North
Carolina Department of Environment and Natural Resources, Raleigh, North Carolina.
' Radford, A.E., H.E. Ahles, and C.R. Bell. 1968. Manual of the Vascular Flora of the Carolinas.
The University of North Carolina Press, Chapel Hill. 1183 pp.
Rosgen D. 1996. Applied River Morphology. Wildland Hydrology. Pagosa Springs, Colorado.
a K~ ~c ASSOCIATES, P. C. 45
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina: Third Approximation. North Carolina Natural Heritage Program, Division of
Parks and Recreation, North Ccarolina Department of Environment, Health, and Natural
Resources. Raleigh, North Carolina. '
Smith, R. L. 1980. Ecology and Field Biology, Third Edition. Harper and Row, New York.
835 pp. '
United States Army Corps of Engineers (USAGE), United States Environmental Protection
Agency (USEPA), North Carolina Wildlife Resources Commission (NCWRC), Natural
Resources Conservation Service (MRCS), and North Carolina Division of Water Quality
(NCDWQ). 2003. Stream Mitigation Guidelines. State of North Carolina.
United States Department of Agriculture (USDA). 1992. Soil Survey of Lenoir County, North
Carolina. United State Department of Agriculture, Soil Conservation Service.

u

a KO & ASSOCIATES, P. C. 46
Constt!ling Enkineers
1

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North Carolina
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Restoration Plan
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Consulting Engineers
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KO ~ ASSOCIATES, 1-. C. Lenoir County, North Carolina
Consulting Engineers
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(9!9) 85l-6066

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~ KO ~ ASSOCIATES, P.C.
Consulting Engineers
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Consulting Engineers
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[phone]
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Restoration Plan
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Consulting Engineers
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Date: 032307

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SITE

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Symbol Name
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Johnson Mill Run
Soil Survey Map
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Restoration Plan
Lenoir County, North Carolina
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1
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Consulting Engineers
101] SCHAUB DR., SUITE #202 RALEIGH, N. C. 27606 Date: 032307 Figure: 9
[phone]

REFERENCE
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[phone]
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Restoration Plan
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Date: 032307 Figure: 10

~a
VEGETATIVE
ZONE
DIAGNOSTIC
VEGETATION

Coastal Plain Levee Forest ~ ~
Stream-Side
Shrub Assemblage
River Birch Water Oak
Sweetgum
Mockernut Hickory Willow Oak
Winged Elm Flowerin Do wood
g g
River Birch
Loblolly Pine Black Cherry American Beautyberry American Elm
Southern Red Oak Sassafras Japanese Honeysuckle Sweetgum
Eastern Red Cedar Ironwood Muscadine Red Maple
Oak Species American Holly Greenbrier Ironwood
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LANDSCAPE UNIT
SOILS
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Willow Spring, NC 27592
(919) 2157693
[phone] fax
Buffer Zone ~~
Levee Riparian Zone
Kalmia/Kenansville/Bibb Bibb Soils
Well-drained to Poorly Drained Poorly Drained
REFERENCE VEGETATIVE COMMUNITIES MAP
ADKINS BRANCH STREAM RESTORATION SITE
LENOIR COUNTY, NORTH CAROLINA
W
Levee
Figure: 11
Project: 06-014
Date: JANUARY 2007

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Project ID No. 050656101
Adkin Branch Stream Resroration Project, Lenoir County, North Carolina
RESTORATION PLAN

APPENDIX A
ADKIN BRANCH SITE PHOTOGRAPHS
' a KO & ASSOCIATES, P. C.
Consulting Engineers

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
a KO & ASSOC'lATES, P. C.
Cun.~r~l~u~,~ L•n,~in~u~.~
APPENDIX A
I Adkin Branch Looking Downstream near NC11/55 I
Erosion along Adkin Branch Banks -Looking Downstream

Nroject ID No. 05O6561O1
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RF.ST(~RATION PL_~N
Erosion along Adkin Branch Banks -Looking Downstream
a KO c~C ASSOCIATES, P. C.
('ons« Ilin,~ Li~,Li«re~s
APPENDIX A
Adk~n branch Looking Downstream near Charter School

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RI~ST(~R.ATIC)N P[ ~AN
KU & ASSOC/AYES, P. C.
('unstdlin~,~ EnLincuts
APPENDIX. A
Ex~stmg Storm system Uuttall

Project I D No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RLST~)R,1T1C)N PLAN
Adkin Branch Looking Upstream near Gordon Street
a KO & ASSOCIATES, P. C.
('onsrdli„~,~ CI,,Y(RCC1 J
APPENDIX A
Adkin Branch Looking Upstream near Gordon Street

Project ID No. 050656101
~dkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
Existing Culvert Crossing with Timber Retaining Walls
a KO c~ ASSOC'/AYES, P. C.
(~un.crdlirrg l:n,~inur.~
APPENDIX A
~;xishng Pedestrian bridge near Washington street

Project [D No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RF:tiT(~R ~~TI(~N PLAN
UT to Adkin Branch: Channelized and incised Reach
a KO & ASSOC'/AYES, P. C'.
Cbnsu!lin~; Entirrrrrs
APPENDIX A
UT to Adkin Branch: Overwidened (F type) channel.

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

' APPENDIX B
RESTORATION SITE NCDWQ STREAM CLASSIFICATION FORMS
1. Stream Forms Location Map
2. Stream Forms
3. Email Documenting Perennial Status Determination of UT to Adkin Branch
[i
1

1

' a KO & ASSOCIATES, P. C.
Cunsulling En~irrccrs
1

Project ID No. 050656101
~dkin Branch Strea~~~ Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
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~
~ ~ ~ 1 ~~4n`? ar.•.~
_ ~ s,
......_ SST ~ ~ ~~-- ~c,~,..x, ~ ~~ ~t~ Cl

.9
~ ..
Z ` ' J
` °e ~ ~ `,3
-_.. Z

-
.' ~
~ Sewage Disposal -
~
a
o Po
nds ~ ,,~ -~.- .~., , ~ ~
o
t ~ ^~ ~
• ~
r 1 ~ .,.. P
~,
'~

_
__
.. tl '
' ~ _.Y~. 'fib
a -"
w
'TON ~ ~ _
~..
_..
.•

0?T>t'C0.[~J'VV 0'?•33':vCOC~'~! 0~.''a'co:x~ w
CcS>ngr.:G; 'Biz IrapY_df, h..
a KO c4c ASSOCIATES. P. C.
Corl.,ullin~,~ EnL~in~ere
APPENDIX B

Project ID No. O5Ob56101
Adkin aranch Stream Restoration Project, Lenoir County, North Carolina
RF:ST'ORATtON PLAN
North Carolina Division of Water Quality --Stream Identification Form; Version 3.1
Oato: ~~~r.,/v~ Project: ~f/k / / Latitude: ~ ' ~y,t`
Evaluator: Site: Longitude: ~ ~ 3 ~' ,.~c~ '
/~Xlo/r7 __/IlE'~__~rlic Gr_ _
Total Points: __ __ _ _-- _ K ~Ll}o y ---_
Stream 1s at bast tntennarent '~ Gounty: Oth@r
d z f! a perennial if Z 30 "~ r~ ~ ~'/1G~i 1~ e ~ Ouad Name:
A. Geomorphology (Subtotal = ~~ ) ~ Absent Weak ~ Moderate
~ Strong
1". Continuous bed and bank 0 1 , 2 ~'~`>
2. Sinuosity 0 J { 2 3
3. In-channel swcture raffle-pool sequence
_.._._,. _._.._._ -..._. 0
- .. - _
_
( 2 ; 3

4 SWI texture or stream substrate soAing
-- -- -- --r
0 --~
1 ~
_. _ .
2~ ~.,~_
3
5- Agive/relic floodpiain 0 i i ~
2 3
6 Depositional bars or benches
-- _ j 0 ~ ~ ~~ j

7 Braided channel _
0-~ ,_
1 ~
2
3

$ Recent alluvial deposds

0

1 j

-~y5-~- _
____
3
9' Natural levees
_ 4

`
_

~

2 I

3
10. Headcuts 1 2 ~ '3
i 11 Grade controls _ 0 ~0
5,~~ 1 t 5
12. Nature) valley or dreinageway F
0 ! ~
i
' 0.5 j 1 ~ ~' 1 5 ti
'
13. Second or greater order channel on existino I ~~~° -y
USGS or NRCS map or other documented No = 0 I ~.
Yos = 3 ~
~
evidence. ~ , ___ -
Man-tnadc ditches are not rated; xc discussions to manual
B H +~drology ~Subiotal = _
_._.r-_.___ w
-- -
I t4. Groundwater fiowJdischarge 0~ 1 ! 2 3
_ . - --t-----~~,- -^
15 Water in channel and > 48 hrs since rain, or 0 i j 2 ~ /
Water in channel - d~ or growing season _
16 Leaflltter .5 > ~ 1 0.5 0
~ 17. Sediment on lams or debris ~ i ~--~~"~~ i
P _ 0 0.5 ~,a i 1.5
18 Organic debris lines or plies (Wrack lines) 0 ~~~-0.5 1 ~ ~.~ 5 .>
f9 Nydric soils (redoxrmorphic features) presenl7 ! ~No~ Yes = 1.5
C_~~B__i_o_i_o~ _~S_u~btoial = /2 5 ~
(2~ Ffb` coos roots in channel _~ _v~1 j~`'~ 1_ 2 ~ _ i -- 0 _ - a
41 Rooted plants in channel r ~ 2 1 0 '
22 Crayfish 0 05 j > ~ t.5
T ~ .- ~_ -~- . -
23 &valves ~~ '- -~ ' 2 - ~ ~7
24. Fish 0 ! 0 5 ___ 1~ 1 5
---- -- _
25 Amphibians U 0.5 __ _ 1 ` 1 5
26 h4acrobenthos (note diversity acid abundance) 0 0.5 _r _ ~ 1 5
27 Filamentous algae, periphyton 0 ~ 0.5 ~ 1 ~ ~ f 5
_.
28. Iron oxidizing bacteria/fungus 0 0 5 f' j 1 5
29~Watland plants m streambed C =U FACW = 0.75; OBL = 1.5 SAV = 2.0; Oiher = 4
--s-----. -- ----- ___ ..__-
Items 2e and 2 t faun on the prestttce of upland plants, Item 29 the presence of aquaUC or wetland plants
Notes: (use back side of this form for additional notes } Sketch'
a KO & ASSOCIATES, P. C.
Corrsrr(tin~; En~rinrcr~
APPENDIX B

1 Project ID No. 050656101
Adkin Branch Strum Restoration Project, I_,enoir County, North Carolina
RI?ST'ORATION PLAN

t

1

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
Date: ~p- 20 -Q(o Project: V j ~ /~+~,n ~r>oiecb Latitude: (~35' i5 r 2S G8 N
.,...,..~.~e.J.~._`.. .e~~.._.. i
Evaluator. n Stq'~'~ Site:~p~~cvas T4!'~ ~~~,~Longitude: U77°,33~$~
Total Points: -5.25
Stroam is at yeast rote !tent County: ~,tNOt f cOghQuad Namo' ~~ ^S~n
it 2 19 a eronnial d 2 30

~subtotal = )
A. Geomorpho o~y ~ Absent
_ - Weak
______.. ~ _ Moderate ~ Stron
9 _
-
_
. - ----
Y. Continuous bed and bank - -- _
0 1 2
_
. ~
i
_ _ _ -
2 Sinuosity
-- ___~ _.~._ _..._
-- - -y
0
t -- t
-_. .
i __ _~
_ _ 3
.
3 in-channel structure riffle-pool sequence 0 ! 1
_

_ _
,_ _
~ 3

~_
. _ _~ _ _., . __~
i 4 Sail texture or stream substrate sorting t
_
0 t 2 _Q
____ _.A __ _ .__ __
5 AcGvetre6c floodplain __
0
' _
1

~__
3
_
_ _
- --
6. Deposibonai bars or benches -t
0 i `_
t _
~ 2 ~
~ j
(7. Braided channel
l d
ll
osit
t
8
R t~1
0 1
m 2
2 3
3
uvia
ep
s
ecen
a
.
~~9 Natural levees __ ~- ~ _ ~
~~~-~~~ ~
~ ~ ~ ~_
2 _ -3
2
10. Headcuts
r ~ ~ __ __ _ _ _
t
l
1 G
d ,
~
i _ 1
__
0
5 ~ 2 -~
1 - 3 ~
t 5
e con
ro
~ 1
ra
s ~ . ~
12 Natural valley or drainageway
F~.~_ __. _ ~ 0 ~
- _ ... 0.5
-_ ~ ~ _
- ~ - 1 5
--
i3 Second or greater order channel on xi ti
USGS or NRCS map or other documented
No = 0
Yes = 3
evidence. +
Manmade ddches are not rated. se
ediscussions in manual
/
B_ tiydrologY Subtotal = 7: S }
_
_ ___ _._ -

14 Groundwater8owldtscharge r
I 0 ~
~
_ 2
-3
15 Water in channel and > 48 hrs since rain, gr 0 0 2 3
Water in channel dry or ~rowin9 season _ ~_
_._
__

?
16 Leafiitter ~ 1 5 fJ 0 5 _0
t 7 Sediment on plants or debns l
~ 0.5 1 1 5
18 Organic debris lines or piles (Wrack Imes)
r
hi
r
r
nt?
i
d
f
t
f 19 H
d
d i
_
~ ~ 1
No = 0 0 5 1 1 5
Yes 1
es} p
r
s (
oximorp
c
ea
u
ese
y
c so
e
(Subtotal = 3.75 )
C. Biology .
_
r 20b. Fibrous roots in channel
3
_
I 2 T _
_ ,
0

(21b Rooted plants in channel f
m
_ .~
0
j 22 Crayfish -- 1 ~j i 0 5 ~ 1 ~ 5 ,
23 Bivalves ~ { ~ i i 2 i 3
24 Fish ~ 0 ~ QS ~ ~_ ~ _
1 5
25 Amphibians
_ ~ 0 5
-- _
_ t
- 7 5
_ _. _ ____. _
`. 26 Macrobenihos {note diversity and abundance)
(~? i
0.5
_ _ ~
1
- - - w
1 5
i _~ --- - -
27 Filamentous algae penphyton
28 iron oxidizing bactenaifungus its
--
~ - -
~ i I
j 0 5 2 ~

t i 3

1 5
29 ° Wetland plants in streambed FAC 0 5 = 0.75 OBL = 1 5 SAV = 2 0 O ther - 0
Items 20 and 21 focus on Uie presonce of upland plants. Item 29 focuses on the presence of aquabc or vretland plants ~~
Sketch
Notes (use back side of this torn for additional notes.!
Fpr.~t ~O~~G fr~ o n a ^ ~GY~ S<c ~i e.. e~~r UT---
L //,,,, i J_ _ l ,,,_ / I /
'Xw4~ ! s ~' T!-~! _,~?~SP~"'.M o~~Ua' BIiF~.ClGAr [~±rG.
T{,,'s.~'oc.~e1 of ~±uM.r l d~~l~g nk~irt(_G.,G~rl4,d
low ~ l~,a h < 1: _ _- ---- -- - -

KO & ASSOCIATES, P. C.
a Consuhirr ~ En ~ineers
b F,
APPENDIX B

Project [D No. 050656101
Adkill Branch Stream Restoration Project, Lenoir County, Not~th Carolina
RI?STORA"LION PLAN

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
- _ _~
Date: ~ _ 20 _ ~ Project: (~ i {~ i~du~, ~K ~ Latitude: (73 c~° 15 / .25 ~ r N
Evaluator: Stte: Lon itude o
Total Points. 22, Z S - -- __._ __ _ _
Other 'J
~~ Stream rs at teas! mtermittent County: ~no ~ / e g Ouad Namo: K~ns ~'ew
if t f 9 a Oarenn:al d t 30 `
A. Geomorphology (subtotal = 13 r
1° Conbnuous bed and bank
_ __ -
2 5~nuos~ly
_ _ _. ___
3 In channel structure riflte pool sequence
4 Sod texture or stream substrate sorimg
5 Active/relic ftoodplain
6 Deposrt~onal bars or benches
_e_ __. __ _. __
7 Braided channel
8 Recent alluvial deposits
9 Natural levees
-__ _
10 Headcuts
--
t t Grade controls
_--
12 Natural valley or dramageway _
~, 13 Second or greater order channel on xt hn
USGS or NRCS map or other documented
T
Absent _
Weak -
? Moderate f -
Strong
0 1 2
_ _.. __.
0 -
~
2 .
3.
..
0 ,_ 2

0 ~ _ _ .2_._ _ __. 3
0 ~ 2 - 3

_ _ ~ ; _2 _ 3

• j 2 3
--
. ~ _
OS _
1
15

0
05 _ ___
Q ~ _ .
i5
Man-made ddches are not ratod. sea discussions m manual
Yes = 3
B. Hydrology (Subtotal =

14 Groundwater flow/discharge
0 _
t~ _
2 3
15 Water m channel and > 48 hrs since ram, or 0 fir, 2 3
Water m channel -- d~ or groNnng season
_._ _ v

16 Leafl~tter
t 5 __
0 5 0
17 Sed~menl on plants or debns
- __ -. r _ _ 0 ~ 1 1 5

18 Orgarnc debris Imes or piles (Wrack hnes- _
0 _.
~ __ _ --
t 1 5
19 Hydric sods (redox~morph~c features) presents _
No = 0 Yes = 1
C Biology! (subtotal = 3.75 1
i 20 Fibrous roots m channel 3 ~ i 0
21° Rooted plants m channel 3
_ 2
_ 1

22 Crayfish
0 5 - _.
1 1 5
23 Bivalves _
- 1 2 ~ 3
24 Rsh -
~ 0 5 1 _1 5
25 Amphibians j 0 !] 5 t~ - _~ S
26 Macrobenthos (note drversdy and abundance} ® 0 5 1 1 5
27 Filamentous algae penphyton
28 Iron owd¢m
baderia/lun
us t 2 3
'
g
g i 0 5 1 1 5
29 ° Wetland plants in streambed FAC 0.5; W -- 0 ~ OBL = 1 5 SAV = 2 0, Other = 0
Items 20 and 21 focus on the presence of upland plants , Item 29 focuses on the presence of aquatic or wetland planes
Sketch
/'Notes (use back side of this form fo~rtaddibonal noLtes t / .L
f"OrM GO~JI ~aJ}On Gi. " .00n0 I//Sf/GPe//-'t Or 7HC I1T Gl!/YCij~
(~°WwS~r't4.q_a~..1K~ _G~.erf.Q._1~~.^A/...~i is ~lc~ew o~~
_-
c,~.~,Cl IS DYGffN%.~t!i+l~Gi~~ ~t~s Ao 1!p ~itFl1! lfi~Jf~TL+ow_ ~1/ri/
~/L CGfI ~;VA~vz _R_.d JQ~O~ ~lo,...:y {t.p'latDw•l rn 7,.i GI..,,~~
Qw(~ Gj+oi(•.1 cf~f AHfv nit 1"JOaJ. ..

1

i~

a KO & ASSOCIATES, P. C.
ConrnJlin~~ En~~incef ~ '
APPENDIX B ,

Project ID No. 050656101
Adkin Branch Stl°eam Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
---Otigwa131essage--
From Garcv.~\'azd[:va:'stoPar:-~•.nard.rn.:n3a::.5e;1
' Sent. Fuesdt}•. Angust 08. ?806 •t:36 PJS
To: R~aa Smith
Cc: Chas pullitiger; V6'ilham. G. A'escott: Julia.hunt•rncnuilnet
Subject. Re' VS m Adkin Breach
R}•an
1 lCe rated dte L7 to Adkias Bratxh today. It was touch dries than when we
were there m June but there here st81 pockets of water in stretches.
patticulazly farther doaztsatam tt'e got a ratiag of ?? on rbe Stream
Ideatibcatioa Form. this was rat<~ inm account the whole 1:00'
length from the cutsett done to where it gtpded inm Adkias Breach a~
' trying to corns up with as average for this entire stretch. Girea the
modified nature of the stream attel the tints of year. nY feel this is a
sufficient enough score m watram perennial status. Feel free ro give
the a call if yaa pace am• questions
Gares-
Nortfi Carolina Division of Water Quality -Stream Identification Form; Version 3.1
r^- __ r_.__ _. _____~- _ ___ ___ .____. - ~_
aaU ~ •, ,: .... Project `~ t. A-{•_ LaUtwM ;- a ~
_.,_ y... ~_ _ _ _ .. _ ~_._._
. _.
!

{
EYilaliiOr: ~, j#t ~ 1 1 l: 9at• 1 ilC , r .
lagitUd~. f ?
, •t
~ f
Total PbMfia: ONaer j
9eaamu atbay inMnfeCero ,_'? Cerny: t '"~'~~. eq 9~t M,rvnrr;
rates .nWAZ37 •
A. GeomorPhobgy {Suhersal = , r 5 y ~ Absont 11ygk IYlodaab 8tfonp
t• CanAn~aa be0 and bank ' 8 7 2:
,w 3
...
__._
_____._______~. --
-_. _
3 tn.ahanrsl sbupvY r~lk~wal aequerbe I 0 1` 2
a 5oa Nat Wt or it*tMt flbat/IM aortr+g 0 t 1. -3 ~
5 Aclr.~eheic Aeoddkn i 0 ~ t $ 3
6 0(dt70Lbalifll art or Uaarlles 0 1° 2 3
7 8taid80 ~annat 0 } / 2 ~ 3
6 Recent stairial dapoelta 0~ ( 1 2 3
9'Natw•ad:evtca 0; 1 2 3
t0 Neaefcw ,~' ~ t 2
.
-r.
_. __._.
.v..
..
_
. 3
._._..
._
i
_
.
~~
0
tt Grade artlrois -.
~~ t$ ~
t Z Natursi aaieq or drsiaepruay 0 0 6 1?
_ __ __ ____
~ 7 3

_.
_ _
13 Secon4 a+ groatar trdar channel an italal1114 ;
i t1SGfi a NRCS map a o?her doaenbtHed No ^ Q % Yea = a j
n
n
d
I
~
1t
a
a! __ _ __
r~in~-tltieta O~'l4aa YO (!df faM1. f~0 Ciy~y{alpts ;n RV f tii~
B tlYdrab9Y tStt a w° .i.`
dr i4 UPG1+titidlMitir ao~ 0 1 2 ~,'
t5. Wbeer h dmrr+N sad > ad rya snot ram. ~ _ ~ __ t , _ .. ? 1~ 1
tMMer h elaatanai » or ..
a'Y gravHr>~airaaon
_
- '
.
+
j t0 lwANOer 15 t ~~ 0
d 47 $BdM+etsF ~ pbvKa a tlebna
4 _ 0 0 5,r t t 3 ?
q
_
1 tt) ~9an~ debns ~ orgies IYrtaUt tateai
t4 Hydnc ao
lla [rado>minoroluc tiabxal praiMC+ _ _. _
0
_ _.... _
0~
No = 8 .. t
... , _ i 5
Ya =°l5_..
/
C ~ {SUtNatal iL ~.' ~ _.._. ..
~.
_.
-
_
_
_
2Q' Frplp11 ft 0la a1 dttlYne~ 9 ~-~
..~ ~
2t° ROdNd punts m thennat
(2Z Gaylah 3
o ~
tf:~ t
, 0 '.
t ~ I
r
~. $rYa~ea
l)
t
~
g
Z4.fah 0 •
D5 ~ 1 t6
25. Arro?tbiaro 0 O S 1-` ' t 3
', 2b Maorober+taas (note Y' seas a na,eancej 0 ~ ~ t 1 5 '
23 FMarnenteus s3gat, perphyton ~ y 2 3
1
2!s IranondamgbaKtena~Yurgus
t___ ._._._- -- ..__ -._..
0
_ _ ~.___
~' 1 t
.._..e...._ .,..
_ ._
13
__ .,,.... _~,. ~
2fit VM~rJ plinp fn tl'dtatnMd rAC = 0 S: PhGYJ = 0 Tg OBL ~
1 5 5A V : 2 0: O1nK Q'
nema 24 ana 11 tx„s en sx Frayeru of Wwra Oisnv xem 3S raeuses r the p a~+ee ee a4uahc a weaaeW i*t+gs
ri~lta t .M Gack ads ar 4nw kem Aw sada.x,at Hates 1 . Sr+6kx!
f~~ r n
.t __--r-_3 .-t a _ _
.1 -'.1 ), it a" `' i 7< i to ,
``~ r ~ r
a KO & ASSOCIATES, P. C.
Conrrdlin~,~ EnKineers
APPENDIX B

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
1
1

1 APPENDIX C
RESTORATION SITE CONCURRENCE LETTERS
1. NCWRC Letter
L 2. NCSHPO Letter
t
1
1

i~

' ~ KO & ASSOCIATES, P. C.
Cuns:dting EnKineers
1

1

1

1

t
North Carolina Wildlife Resources Commission '~'
Richard B. Hamilton, Executive Director
MEMORANDUM
To: W. Grant Lewis
Axiom Environmental, Inc.
2126 Rowland Pond Drive
Willow Spring, NC 27592
H E rh rt PhD ~~~~
From: Steven ve a ,
Southeastern Permit Coordinator
Habitat Conservation Program
127 Cardinal Drive
Wilmington, NC 28405
Date: August 29, 2006
RE: Adkin Branch Stream Restoration Project, Lenoir County
Biologists with the North Carolina Wildlife Resources Commission (NCWRC) have reviewed
the subject project for impacts to wildlife and fishery resources. Our comments are provided in
accordance with provisions of the Fish and Wildlife Coordination Act (48 Stat. 401, as amended;
16 U.S.C. 661 et. seq.), and Sections 401 and 404 of the Clean Water Act (as amended).
' The project is located just inside the city limits of Kinston, in its southeastern quadrant. Adkin
Branch is a tributary of the Neuse River. A letter and vicinity map was submitted for review of
fish and wildlife issues associated with the project.
' The applicant proposes to restore approximately 12,000 linear feet of Adkin Branch. The reach
has been channelized to promote rapid drainage resulting in channel incision and subsequent
' lateral bank erosion and channel downcutting. The stated goals of the project are:
• Construction of a stable, riffle-pool stream channel
• Enhancement of water quality functions
1
1
Mailing Address: Division of Inland Fisheries 1721 Mail Service Center Raleigh, NC 27699-1721
Telephone: [phone] Fax: [phone]
APPENDIX C

Adkin Branch Restoration Project 2 August 29, 2006
• Restoration of wildlife habitat
• Implementation of best management practices concerning stormwater retention
• Coordination with the City of Kinston
Although there is a 2003 bald eagle (F-T; NGT) record about one-half mile from the southern
extent of the project area, there do not appear to be any threatened or endangered species that
would be impacted by the project and we do not foresee any fish and wildlife issues that might
arise from the project. Thank you for the opportunity to review and comment on this project. If
you have any questions or require additional information regarding these comments, please call
me at [phone].
APPENDIX C

1

1
1

1
~~lichacl L'. ti,tac~~, (~urcnt<,r
I.ia,cih C licntt:, Sccrctaq
~rflrer ~. (-rrne, llePut~ i;ecretar~
~Ia2"cl1 I, ~~)~)?
(rrflnT ~~~. LC\VIS
_lsiom I~.nvit-clnmental, lnc.
21?6 Rowland Pond Drive ~~'illow Spring
Raleigh, \ (: ?~ 59?
ot'fi~ ~ of Archicrs :ut<I I listen
llicisiuu of I Iig[oric';d lZc_:uurcc,
Daci~l liru<,k. I)irn fur
Rc: Follow-up visit ~Adkin Branch Stream Restoration Project, Lenoir C;ount~~, f~;R C16-2189
Uear l~[r. Lewis:
Based on -our meeting roda~~ with our I~;nvironmental Re~-iew Specialist, Juliana Eiockstra, ~~re find the
proposed undertaking is unlikely to affect anv historic resources of the National Rcgtstcr-listed Oucen Cordon
Street I Iistoric District. lK%c:, therefore, have no comment on the proposed undertaking.
'T'he above comments are made pursuant to Section 10G at the rational Historic Preser-~-ation :Act and the
:~dvisorv Council on I~Iistoric Preservation's Regulations for Compliance with Section 1QG axlifted at 3li CI~R
Parr 8OO.
"1'hanh you for virur cex{peration altd consideration. If you have questions concerning the comnunts, please
contact Renee Gledhill-I~.arl}-, en~-ironmc[~tal review coordinator, at 919-?33 =I7G3, est. 2=~G. In all future
conununication concerning this project, phase remember to cite the above-referenced tracking nutnbrr.
1 Sinccrcl~~,
~rer Sandhccl:

1 _ ___
1Dh1fNISPRA'1'ION
K6~ IY)RATIOh!
SIRV'~a' Sc Y1.ANVING
_ ___ ____
Location ~hihn Address
~1i7 '~. ISlnunt Jtrect, It :1 i{th ~'t" {(,1? SLiil \i trice C ntei_ Rsd i,r \i ? 699-~61
ili ~,. Illnunt ?in-c:, P.alcy~h 5~. -1C,I?.A[ail ~crricrt cnn-r. It.drihh Ai_-'69)d(1'
~I S \ khuuu ~:ur:, R:dc:;d,. ~[_ .;61'- Alail tiea~,rc (on',~r, It.d~ i}Ch V'r: 3~G'}9 161
~yl ~'WCO

~
~ ~

North Carolina Department of Cultural Resources
State Historic Preservation Office
Pc:rr 13. >u:nlbcck, lilnva:>tran~r
'!'ihphonc/I n
'.919. -~3 1°L , , ti(=,>
;013;, 13G~t .'1>.tsnl
' APPENDIX C

1
1
1
1
1
1
J

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN
APPENDIX D
REFERENCE SITE PHOTOGRAPHS
1. Johnson Mill Run
2. UT to Wildcat Creek
i ~ KO & ASSOCIATES, P. C.
a ,•
Corrsnllrn~, brr~»reers
1

'i ~ Project 1 D No. 0506561 O l
+,~i.~'- ;r~'ail~'~ Ic'.~1' ~''~„~l)Iti?i3,* {'i(71.`~~. ~ ~.'tiil~r ~ Ollnty, North C.arohlla
ke F~.STORATION PLAN
' ~ KO & ASSOC'IATF.S. P. C'.
a C~oruulfin ~ L•n dn~~~r.+
,t ,t
APPENDIX D
Johnson Mill Run Reference Site -Looking Downstream
Johnson Mill Run Reference Site -Looking Upstream

Project ID No. 05656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
KF:STORATION PLAN
KO ~ ASSOCIATES
P
a
,
. C. t

APPENDIX D
Johnson Mill Run Reference Site -Looking Downstream
L Johnson Mill Run Reference Site -Looking Upstream I

('roject ID No. 050656101
~~~, ~ ~ . _ _ , i;.,,... ~ ~:~i,.: ~, 1~,~;~~; ~: ~,~,orl County, North Carolina
~'[~~~Tt)R;~~I~IC)N PI.r1N

' ~ KO & ASSOCIATES, P. C.
.~ .~
' APPENDIX D
UT to Wildcat Branch Reference Site -Looking Upstream
UT to Wildcat Branch Reference Site -Looking Upstream

Project 1D No. 050656101
Adkir~ Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORAT[ON PLAN
1
1
1
1
APPENDIX E
REFERENCE SITE NCDWQ STREAM CLASSIFICATION FORMS
1. Johnson Mill Run
2. UT to Wildcat Creek
1
1
1

1
1
KO ~c ASSOCIATES, P. C.
a Cunsrdli ~ 'n irreers
n~ b K
1

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RES"TORATION PLAN

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
I

1

L]

Date: ~ _
- - ~_ Project.
- _. . Latitude: '° '~
Evaluator: ~i
1 f3/1/t ~Yl V Site:
___.___. ~JG Vt ~ t ~-C/1 ~ Yi <-~. longitude: ~ ~~' 1~~1 ~L,~t
_.i.
Total Points: Other (Jrr°z•7wr'le ^j1,1~
Stream is et feast intermirtont
~Z'~ County: r}
~ j~f
eg OuadNeme:
N z t 9 or orarenntat if t 30
-.
A. Geomo hol Subtotal = ~~'~ i Absent Weak Moderate Strong
__ _ rP __ ~y ~ ---- --- ?-- -- ----_~ _ _ ._
11' Continuous bed and bank ~ 0 1 2 ~
I ______ . -. _._ t_ _ _ - ---- -- - _ _ ___, _ _.. __ ~_._
_ _. __
(2 Sinuosity 0 t > 3
_~._ _ rM_ _.___ _- _ _~ __ .___._ __ ___
3. In-channel structure. riffle-pcrol sequence 0 1 ~ 3
-- v. ~__ _. --. _ _ .
4 Sal texture or stream substrete sorting 0 { 1 ! ~ 3
_. _~-_ -_
5. Active/relic floodplain 0 1 I 3
fi. Depositbnal bars or benches 0 , 1 ` 2 ~?
- -- - T - --
7 Braided channel " ~
~ 1 2 3 _____
8 Recent alluvial deposits 0 _~ Y~ 2 ( 3
9' Natural levees 0 ~ 1 1 3
10. Headcuts _ ~~ --- _ 1 : ______ 2 ~ 3
__
11. Grade controls 0 c 0.5 _ ~ 1 ~ ~ 1 5 _
_ -.-
--
12. Naturet valley or drainageway 0 - ~ 0.5 € ~ _-1.____ l ...__ 1.5
~_.._
~ 13. Second or greater order channel on axistina ,c,"'~,~
USGS or NRCS map or other documented No 0 ~ e5 ' 3
1 evidencct. ~- --''
Man-made ditches are not rated, see discussions m rnanual
B, H tidrolagy {Subtotal = ~'
__ - - - ---
14. Groundwater 8aty/discharge 1 2 3
_. __ __ _ ~_.__T
15. Water in channel and ? 48 hrs since rain, Q( /'~' ~
I Water mchann~~ - dry tx growing season _ _ 0 t 2 3~
1fi.l.eaflrtter r r a _ 1 0.5 ____
17 Sediment on plants or debris _.__ 0.5 1.5
- -
18 Organic debris lines or pftes (Wrack l(ass) ~ _ 0 (~_ 0,5 _ _ 1 _ 1.5 ~
19 Hydrit soils (rtjdoxtmorphic~~atures} present? ~ ~"f-._~ ~ -_Yes -1.5
_C. Biolo y Subiolal / 3 }
~._.~~_ __ R~----._ _. ~ ___ _- _
20~' Fibrous roots In channel 1 _ i 2 1 0
__ -__- ------ - -- - f _ _ _~ _ _.
~ 21 . Rooted plants in channel 3 ~ 2 t 0
22. Crayfish - _ _ _ _ 0 _ -_ ( 0.5 1 1.
____ ___..___ _,. ___ _~__ _ t_....... _~._ . _____
23 Bivalves s 0? ( 1 2 _ 3
_ _ ___
24 Ftsh ~ 0 OS ~ t 5
_-- _
25 Amphibians 0 0.5 1 _ 1_5
26 Macrobenfhos (rate diveralry and abwWenca) 0 0.5 i 1 ~ 1.5
17 Fdamenious algae penphyton ~ 0 0.5 1 t 5
28 Iron oxidizing bactena/(unqus - 0 5 ~-(- ~ t . ~ ~ 1.5 _.
_ -____ ._ , _ _ - _ _ L.._. __ _ _ _
29 . Wetland plants in strearnbed AC = 0.5' ACW = 0.75; OBL = 1.5 S_AV 2 0: Other = 0 _
(tam 29 and Z l focur on the prrsencr of upland plants. Item :Q (ocu. s on the presence of aquatic nr wetland plsntt.
Sketch.
Notes. fuse back side of This form for additional Hales }
a KO & ASSOCIATES, P. C.
Consrdtin~,~ End,=lasers
APPENDIX E

Project I D No. 05065b I01
Adkin Branch Stream Restoration Project, Lenoir County, Forth Carolina
RF;STORATION PLAN

\CDRYI Serro_ C]~;:ifrl,de~ Form
Ara,+:ct Vag LT ao ASbdctt Hsasuh Ri:sv $asr: L~br Co ~-~• Rttoson
DA'Q Projoct Vua~v 2: A ?lw:o>n Taawd Sxa~: A't3d:at 3ran:h
Dato 8. W L`SGS QL'.tD: Voctwscluffhocoa
E;ahrators: R Sw.:.ti
S>00
1
Lxa~on'~itxtucs
Lat:ssii 3i'i:'36.63'T: Sigratura

r'-~; rr~ 1rx.•,r.cx.w[':,.:v,rtr. n~+..,, "«,. .nru;fttrtr'): i,.; ,.+~ r+•+
34} 3s A ?'' CMar Or Geoaetr Chasmei (r4 Iz~t:aued
Qe Teee \ise ,z+.; r a. kc Fiakil Pros®s? 5 .•r3 • . ~1
P1tlJLlltFGfiO3fOJtPHOLOGFLtiDICATOJtPOL~TS ~

3) Door Tapogaphp htdticato A - __
*.umaal~camas mad' G ~ ; ;
sFto.~D,lxFCaoua~rPBOLOCF~Drclro~POl.STS
II. A.drolon' r-bseat SPnk ~toder,te
:} k i'Lia Yogi s {or Lasi s) Lwf httar

1
r 1~ Ili- t r ~Li ,16e n U,',tfd f t r;r +r. SUeun+t,-J 'a S fJ 4
.it card i+ `1:r.1h, ,irnr :} tl~Ftr.e,r'~
SfiCO.~D.UtFdIOlOG3'L-DIC.l701tPOL'~T5 7
:ut.utts;s';::ftrir.,..+ .,.hix+l ~,+, r.,,..r, vr,-t•t .. _ ,rs.tn.F...w,.. 1ti.:+,, ,r: .•+r...,u
a KO & ASSOCIATES, P. C.
Consullrn~,r Engirteet s
APPENDIX E

'PL[ASY :COTE: {/nrrtxamr enl daedorowrr grre tl6er tlk j~errre ss • aren.+ltede lmTi, tAne tru q f cif ~brne n aN Aecrisarac dlfl {/ne
a3e 3turrRjrssiwtd j~aaeer gfdbr rsrtwmr, tAr Jernrre is t asa,neadr firrA end leer a Iued;Jf~l+d mrtrrat stranr~is ramrd syYUSn
abesdl eot lH sued'
Pritaarr Pieid Isidic:tors: r+ •„: ', r rn. ~, un,+z., ! :. ; ~s +
bse~t R'etk (der~er CereN
? S k Zbro A ~83a-Peet S~c~' 0 4 ~i
:} k :'De USDA 7rranin h: Stwsssbod!

!} Is A'mr In Chimol.t+.i jib Hss. Saco 0 S __

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

1

1

KO ~i ASSOCIATES, P. C.
a Cunsullin > En ineers
~ K
APPENDIX F
HEC-RAS ANALYSIS
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APPENDIX F
r
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a

Project [D No. 050656101
Adkin Branch Stream Restoration Project, Lenoir County, North Carolina
RESTORAT[ON PLAN

1

1 APPENDIX G
BMP SUPPORTING DOCUMENTATION

1

1

KO & ASSOCIATES, P. C.
a Coasullrn En >ineers
~ ~

' Project iD No. 050656101
Adkin E3ranch Stream Restoration Project, Lenoir County, North Carolina
RESTORATION PLAN

Ryan Smith
From: Wescott, William G SAW (William.G.Wescott~saw02.usace.army.milJ
Sent: Thursday, August 10, 2006 7:02 AM
To: Ryan Smith
' Cc: Kristie Corson; Kevin Williams
Subject: RE' UT to Adkin Branch
Rya rl ,
TL you are referring to th Sp~r.iYic P.F1F we discussed onsite which Involved putting a
etainrn~ structure ir, and arross the stream channel in ordar tc~ creat.e a stormwat.er
retention%rretland area there yciu ~tre correct.
' -----Original Message-----
From: F,yan Smith (mailty:[e-mail]]
Sent: Wednesday, August 09, 2s70t~ 10:5 !JM
7'0: Wtsrott, William G SAw
Cc: 'Kristin, Corscn'; 'Kevin Williams'
' Suhject: FW: fiT to Adkin Branch
Thanks for the information,. So am T to surmises from this that we will not
be able t.o install a B}dF' just d~~wn stream of the c~_,ivert, at the upstream end
of the UT to Adkin Branch?
'Thnaks,
F'.yan v. Smith, C'F~'S~v, PWS
1011 Schaub prive, Suite 202
Raleigh, NC L~606
Office #: 919-851-6066
Fa;< #: 97.9-851-6896
rsmithl~koassociates.con:
-----Original Message-----
Fram: Wescott, William G SAW (mailt_o:William.G.NTasc.~ttt~sawi~7~t`.nsace.army.milj
Sent: wadnesday, August U9, X006 7:G2 fvM
To: Garcy.ward; Ryan Smith
Lc: Chris Pullinger; julia.hunttancn:ail.net
Suhjr_cr : RE: U1' to Adkin, Brar_eh
I checked with the Raleigh field office since they handle rroach more streatn
won}; than we do bent, in the coastal plain. Tn-stream sediment. Y>asins,
etormwater rrteneion basins, et.c. arse not_ allowed in perennial streams. Ttte
Tarboro example I men Toned while onsite with you would not }>a considared
tn-..^>tream since. r.he ..hannel will no longer run through it.
S~dilliam W_~scctt
-----Original Message-----
From: Garcy.Ward inrailtc>:[e-mail].i
Sent: Tuesday, August O8, 20U6 9:96 FM
'Po: Ryan Smith
' Cc: Chris Pullinger; Wescott, William G SAW; [e-mail]
5uhjec.t: Re: tIT to Adkin: Branch
Ryan
We rar_ed the UT ro Adkins 1~ranch today. 7t was much drier than when we
1 were there in .Tune rut. there were still. pockets of water in stretches,
particularly farther downstream. We got a catintl of 17 on the St.rearr
Identif icatiutt Farm. This w_is taking into account the whole 1Zt)Ct'
lnngt!-e horn the culvert down to where it emptiid into Adkins Branch and
i 1
KO & ASSOCIATES, P. C.
a Consuhin ~ En ~ineei-s
b ~
APPENDIX G

Project ID No. 050656101
Adkin Branch Stream Restoration Project, Lenoir Col-nty, No--th Carolina
RF.S~TORATION PLAN
f ryi ng to r.;~me up wl Y.t: an average for th i ~ errt i re sr r=:r_ch. Given the
~. .
mcdilie:i nat±tre of t_he .stream and the rime _.. year, we feel this is a
=~t`f iciznt enuttgh >c~>re t_o o-razrant. prtet~tia; ., ..~tus. Feel free t~,; yive
me a call it yvu }~avc r~r,y questions.
,a. cy
iyun 3rniLh vacate:
'1'tzar:}:s for the info Garcy.
Take it easy,
-----original Messa~7e-----
-~ Fr_nn: Garcy.Ward [mailtu:yarcy.watd@ncn~aii.nztJ
> $vr.t: Thursday, Ruyust 03, ~OU6 6:.5 FM
> ^,~,: P.yan sR,ith
Sur-~iHCt.: F.r: UT tr. Adkin Franck
=° hyat:
1 have,~'t i?=yen bac}:, taut 1 may be able t_o get out there tvn~torrow. if
not, T will gat. out t.hera the first of next. wee}:. Z will let you knoca
as ~~~~!i as 1 n:akr a det~~rtnination.
kyar. Smith wrote:
"- Ham t_fizre keen e ~iecisic~n made as t_v tttz juti~~dict_iunal 5tatu~ <>f t._h~
..> UT Lc• Adk.in Franck that. w~ had 1vvY.ed al?
is
» 't'h..ttt}a;.
~?
,,; "hVan V. Smith, ~~~ESC, F1dS"
IC~11 ,5chaub Chive, Suit.:= %pi
~. P.a1~iyL, NC ~'~006
.; ul'i'i.e H: 919-85t-EUt`:b
i?
P'a: $: 919-£351-699u
,:> rsar,ithi9}:vastioci~strs.cam
>;
z
a KO & ASSOCIATES, P. C.
Consulting En~,~ineer~
APPENDIX G

1

1

'~

1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design
Site: BMP-1 (Martin Drive)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB D 233050 5.35 49.3%
Cr C
Cv C 200109 4.59 42.3%
Go B
Jo B
Ka B
Ke A
La A
Na B 39692.7 0.91 8.4%
Nc B
Wd A
Wn BID
472851.7 10.86 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A 0 0.00 0.0%
B 39692.7 0.91 8.4%
C 200109 4.59 42.3%
D 233050 5.35 49.3%
TOTAL 472851.7 10.86 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 1 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.41
Shallow 275 6.5% 0.05
Channel 415 5.8% 0.035
Channel 870 1.6% 0.035
1610
Calculated % Impervious Area of Basin
Total Basin - IA 20.4%
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA -Road IA -Roof, etc Lawn Woods
8.00% 12.40% 35.30% 44.30%
0.00 0.00 0.00 0.00
0.07 0.11 0.32 0.40
0.37 0.57 1.62 2.04
0.43 0.66 1.89 2.37
10.86 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 5862 cf 3375 cf
Surface Area (As): 3908 sf 2250 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 5862 cf 2700 cf
Surface Area (Af): 3908 sf 1800 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
1970 sf
Site: BMP-1 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 2/8/2007 '
Site: BMP-1 (Martin Drive) Page 2 of 36
Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) _
WQv =
Simple Method:
IA =
Rv =
Runoff from 1" Rainfall (WQv) _
Q =
Mod. CN =
THEREFORE. USE:
WQv
Step 2 -Site Feasibility:
Ditch Inv /Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
0.452 Ac-ft
19702 cf
20.4%
0.23 in / in
9205 cf Mod. CN
0.23 in
87
2:1
9205 cf 60 120
= 36.0 ft -Based on 1-ft Tailwater Depth
= 31.2 ft -Between INV & BKF based on Adkin Br Restoration
= 4.8 ft
= 3.9 ft
= 37.2
= 6.0
= 31.2 ft
Step 3 -Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andlor surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharae:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c} Determine appropriate unit peak discharge from time of concentration
(d) Compute C~ from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A fbw regulator {or fbw sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q,uq
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber
Site: BMP-1 (Martin Drive)

1

L

1
APPENDIX G

I Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design 2/s/2oo7
Site: BMP-1 (Martin Drive) Page 3 of 36
' Step 6 -Size filtration basin chamber:
The finer area is sized us~g the folk~nring equation (based on Darcy's Law):
' Ar (WQv) (drl f Ilk) (hr+ dr) (tdl
where:
A< = surface area of filter bed (ftz)
I dr = f~ter bed. depth
(typically 18 aches, no more than 24 inches)
k = coefficient of permeability of filter media (ft/day)
(use 3.5 ftlday for sand)
I hr average height of water above f~ter bed (ft)
(1/2 h,,,,~, which var~s based on site but h„~ is typically S 6 feet)
4 design fitter bed drams time (days)
(1.67 days or d0 hours is recommended maxinum)
I Set preliminary dimensions of filtration basin chamber.
WQv = 9205 cf
df = 1.5 ft -filter depth
I k _ 3.5 ft/day -sand
hf 0.75 ft
tf = 1 day -drain time
Af = 1755 sf < NCDENR Min Filter SA
HOWEVER. USE:
Af = 1755 sf
W L hmax Dim Ratio
I Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand N/ter. The sedimentation chamber should be sized to at least 25% of the
' computed WQ„ and have alength-to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
' Where:
Af = sedknentation basin surface area (ftZ)
O4 =rate of outfbw =the WQ„ over a 24-hour period
w = particle settling vebcity (ft/sec)
E =trap efficiency
Assuming:
• 90% sediment trap efficiency (0.9)
I • particle settling velocity (fUsec) = 0.0004 ftlsec for imperviousness < 75%
• particle settling velocity {fUsec) = 0.0033 fUsec for imperviousness =' 75%
• average of 24 hour holding period
' Then:
As = (0.0(16) {WQv) ~ for I < 75%
As = (0.0081) (WQ„) ft2 for 1 ~ 75%
I Set preliminary dimensions of sedimentation chamber.
Qo = 9205 cf /day
w = 0.0004 ft/sec for IA < 75%
' E = 0.9
As = 608 sf < NCDENR Min Sed Basin SA
I HOWEVER. USE:
As 608 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
I
' Site: BMP-1 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-1 (Martin Drive)
Step 8 -Compute Vmin:
V„M, = 0.75 * WQ„
Vmin = 6904 cf
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand filter.
vn:n = 0.75 tNQv s Vs + Vt + Vr.~„p
(1) Compute V. =water volume within filter bedlgraveUpipe = Af ` dr' n
Where: n =porosity = 0.4 for most applications
(2) Compute V~ =temporary storage volume above the filter bed = 2 ' hr' ~
(3) Compute V, =volume within sediment chamber = V,,,;, - Vr - Vim,,,,
(4) Compute hs =height in sedimentation chamber = V~/AS
(5) Ensure h: and hr fit available head and other dimensions still fit -change as necessary
in design iterations until all site dimensions fit.
(s} Size orifice from sediment chamber to filter chamber to release Vs within 24-hours at
average release rate with 0.5 hs as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distributi~ chamber to spread fbw over filtration media -level spreader weir or
orifices.
2/8/2007
Page 4 of 36
Vf = 1053 cf Filter Bed Volume
Vf-temp = 2633 cf Temp Storage above Filter Bed
Vs = 3219 cf Sediment Chamber Volume
hs = 2.570 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 75 1.50 2.5:1
BMP Site Design Elevations
Site Design
Sediment Chamber:
Volume (Vs): 3375 cf
Surface Area (As): 2250 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 2700 cf
Surface Area (Af): 1800 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 37.2
Inflow Elev 36.0
Spillwa 36.0 75 6.40%
Freeboard 0.3
WOpool 35.7
Depth to Bed 3.0-ft
SF bed 34.2
Underdrai 32.0 165 0.50%
Outflow 31.2
Adkin Inv 30.2
Site: BMP-1 (Martin Drive)
APPENDIX G

1
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1
1
1
1
1
1
1
1
1
1
1
Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-2 (Martin Drive)
Drainage Areas by Soil Series
Series GfOUD SF Ac Percent
BB D 200955 4.61 67.9%
Cr C 0
Cv C 95114.4 2.18 32.1
Go B 0
Jo B 0
Ka B 0
Ke A 0
La A 0
Na B 0
Nc B 0
Wd A 0
Wn B/D 0
296069.4 6.80 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A 0 0.00 0.0%
B 0 0.00 0.0%
C 95114.4 2.18 32.1
D 200955 4.61 67.9%
TOTAL 296069.4 6.80 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 5 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.41
Shallow 0 0.05
Channel 625 2.2% 0.035
Channel 240 2.4% 0.035
915
Calculated % Impervious Area of Basin
Total Basin - IA 30.6%
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA -Road IA -Roof, etc Lawn Woods
12.00% 18.60% 69.40% 0.00%

0.26 0.41 1.52
0.55 0.86 3.20
6.80 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 3671 cf 2925 cf
Surface Area (As): 2447 sf 1950 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 3671 cf 2700 cf
Surface Area (Af): 2447 sf 1800 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
1234 sf
Site: BMP-2 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC
Site: BMP-2 (Martin Drive)
St~1_-Compute Runoff Control Volumes:
Surface Sand Filter Design
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) _
WQv =
Simple Method:
IA =
Rv =
Runoff from 1" Rainfall (WQv) _
Q =
Mod. CN =
THEREFORE. USE:
- WQv
Step 2 -Site Feasibility:
Ditch Inv /Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
0.283 Ac-ft
12336 cf
30.6%
0.33 in / in
8028 cf Mod. CN
0.33 in
90
2:1
8028 cf 55 110
= 35.3 ft -Based on 1-ft Tailwater Depth
= 30.4 ft -Between INV ~ BKF based on Adkin Br Restoration
= 4.9 ft
= 3.9 ft
= 37.2
= 6.0
= 31.2 ft
Step 3 -Confirm local desipn criteria and applicability
Check with total officials and other agencies to determine if there are any additional
restrictions and/or surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharoe:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQri compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute C~ from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A flow regulator (or fbw sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Qr„q.
NIA -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
2/8/2007 ,
Page 6 of 36

1

Site: BMP-2 (Martin Drive)
APPENDIX G

' Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 218/2007
Site: BMP-2 (Martin Drive) Page 7 of 36
1
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Approx Chamber D
1
Step 6 -Size filtration basin chamber:
The filter area is sized us~g the following equation (based on Darcy's Law):
Ar = (WQr1(dr) / [(k1(hr + dr) (td)
where:
Ar = surface area of filter bed (ftz)
dr = f~ter bed depth
(typically 16 aches, no more than 24 inches)
k = coefficient of permeability of filter media (ft/day)
(use 3.5 fUday for sand)
hr = average height of water above f~ter bed (ft)
(112 h,,,~, which varies based on site but h,,,,~ is typically S 6 feet)
4 = design filter bed drams tone (days)
(1.67 days or 40 hours ~ recommended maxknum)
Set preliminary dimensions of filtration basin chamber.
WQv = 8028 cf
df = 1.5 ft -filter depth
k = 3.5 ft/day -sand
hf = 0.75 ft
tf = 1 day -drain time
Af = 1530 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1530 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at feast 25% of the
computed WO„ and have alength-to-widlt- ratio of 2:i. The Camp-Hazen equation is used
to compute the required surface area:
14s = - (Qolw) ` Ln (1-E)
Where:
As = sedknentation basin surface area (ft2)
Q, =rate of outflaw =the WQ„ over a 24-hour period
w = particle settling velocity (ft/sec)
E =trap efficienry
Assuming:
90% sediment trap efficiency (0.9)
• particle settling velocity (ftlsec) = 0.0004 ftisec for imperviousness < 75%
• particle settling velocity (ftlsec) = 0.0033 fUsec for impervousness 2 75%
• average of 24 hour holding period
Then:
As = (0.066) (W QY) ft2 for 1 < 75%
As = (0.0081) (WQ„) ftz for I ~ 75%
Set preliminary dimensions of sedknentation chamber.
HOWEVER, U
Qo = 8028 cf I day
w = 0.0004 ftJsec for IA < 75%
E = 0.9
As = 530 sf
E:
As = 530 sf
W L
im: = 25 50 S
< NCDENR Min Sed Basin SA
hmax Dim Ratio
1.5 2:1
' Site: BMP-2 (Martin Drive)
APPENDIX G

Adkin Branch - Lenoir Co., NC Surface Sand Filter Design 2/8!2007
Site: BMP-2 (Martin Drive) Page 8 of 36
Step 8 -Compute Vmin:
Vmin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand filter.
V,,:, = 0.75 WQ„ ~ Vs + Vf + Vf-temo
(1) Compute Vr =water volume within filter bedigraveUpipe = Ar " dr " n
Where_ n =porosity = 0.4 for most applications
(2) Compute Vim,„ =temporary storage volume above the filter bed = 2 ` hr " At
(3) Compute Vs =volume within sediment chamber = V,,,;,, - Vr - Vr.~,,,,
(4) Compute hs =height in sedimentation chamber = V~/AS
(5} Ensure hs and hr frt available head and other dimensions still fd -change as necessary
in desgn iterations until all site dimensions fit.
(s> Size orifice from sediment chamber to filter chamber to release Vs within 24-hours at
average release rate with 0.5 h~ as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 {see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
Vf = 918 cf Filter Bed Volume
Vf-temp = 2295 cf Temp Storage above Filter Bed
Vs = 2808 cf Sediment Chamber Volume
hs = 2.250 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 65 1.50 2.2:1
BMP Site Design Elevations
Site Design
Sediment Chamber:
Volume (Vs): 2925 cf
Surface Area (As): 1950 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 2700 cf
Surface Area (Af): 1800 sf
Filter Depth (df): 1.50 ft
= 6021 cf
Elev Len th Slope
Nat Gnd 37.2
Inflow Elev 35.3
S illwa 35.3 75 6.53%
Freeboard 0.4
WQpool 34.9
Depth to Bed 3.8-ft
SF bed 33.4
Underdrai 31.2 165 0.50%
Outflow 30.4
Adkin Inv 29.4
Site: BMP-2 (Martin Drive)
APPENDIX G

1
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1
1

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-3 (Martin Drive)
Drainage Areas by Soil Series
Series GfOUD SF Ac Percent
BB D 120794 2.77 25.5%
Cr C 0
Cv C 316442 7.26 66.8%
Go B 0
Jo B 0
Ka B 0
Ke A 0
La A 0
Na B 36799.9 0.84 7.8%
Nc B 0
Wd A 0
Wn BID 0
474035.9 10.88 100.0%
Drainage Areas by Hvdrologic Soil Groups
GI'OUD SF Ac Percent
A 0 0.00 0.0%
B 36799.9 0.84 7.8%
C 316442 7.26 66.8%
D 120794 2.77 25.5%
TOTAL 474035.9 10.88 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 9 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.410
Shallow 250 6.4% 0.050
Channel 330 3.6% 0.035
Channel 520 2.6% 0.035
1150
Calculated % Impervious Area of Basin
Total Basin - IA 30.6%
Residential - IA 30.6%
Residential: Lots 0.16 - 0.3
Land Use by Hvdrologic Soil Groups
IA -Road IA -Roof, etc Lawn Woods
12.00% 18.60% 69.40% 0.00%

0.10 0.16 0.59
0.87 1.35 5.04
0.33 0.52 1.92
10.88 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 5877 cf 4725 cf
Surface Area (As): 3918 sf 3150 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 5877 cf 3675 cf
Surface Area (Af): 3918 sf 2450 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
1975 sf
Site: BMP-3 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC
Site: BMP-3 (Martin Drive)
Surface Sand Filter Design
Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.453 Ac-ft
WQv = 19751 cf
Simple Method:
IA = 30.6%
Rv = 0.33 in / in
Runoff from 1" Rainfall (WQv) = 12854 cf Mod. CN
Q = 0.33 in
Mod. CN = 90
THEREFORE. USE: 2:1
WQv = 12854 cf~~ 70 140
Step 2 -Site Feasibility:
Ditch Inv /Inflow Elev = 35.3 ft -Based on 1-ft Tailwater Depth
Stream Inv /Outflow Elev = 30.0 ft -Between INV & BKF based on Adkin Br Restoration
Total Available Depth = 5.3 ft
Check Design Depth = 3.9 ft
NG Elev at Boring = 37.2
Water depth = 7.0
Water Elev at Boring = 30.2 ft
Step 3 -Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions and/or surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, Cify of Kinston has no additional criteria and defers to the NCDENR design criteria.
Ste~4_- Compute WQ v peak discharae:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures {see subse
{a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute (~ from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A flow regulator (or flow sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low fbw orfice, weir, or other device to pass Q,,,,y
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-3 (Martin Drive)
2/8/2007 '
Page 10 of 36

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APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-3 (Martin Drive)
' Step 6 -Size filtration basin chamber:
The filter area is sized using the following equation (based on Darcy's Law}:
where:
Ar = surface area of filter bed {itz)
dr = filter bed depth
(typically 18 aches, no more than 24 inches)
k = coefficient of permeability of filter media (ft/day}
(use 3.5 ft/day for sand)
' hr average height of water above filter bed (ft)
(112 h,,,~, which var~s based on site but h„~ is typically 5 6 feet)
4 design filter bed drams time (days}
(1.67 days or 40 hours is recommended maxonum)
' Set preliminary dimensions of filtration basin chamber.
WQv = 12854 cf
df = 1.5 ft -filter depth
k 3.5 ft/day -sand
hf 0.75 ft
tf = 1 day -drain time
Af = 2450 sf < NCDENR Min Filter SA
HOWEVER. USE: -
Af 2450 sf
W L hmax Dim Ratio
' Approx Chamber Dim: = 30 60 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed WQ„ and have a Ier-gth-to-width ratio of 2:1. The Camp-Hazen equatwn is used
to compute the required surface area:
' Where:
As = sedknentation basin surface area (ft
Qo =rate of outflow =the WQ„ over a 24-hour period
w = particle settling velocity (ft/sec)
' E =trap efficiency
Assuming:
• 90% sediment trap efficiency (0.9)
' • particle settling velocity (fUsec) = 0.0004 ft/sec for imperviousness < 75%
• particle settling velocity {ft/sec} = 0.0033 ft/sec for impervousness z 75%
• average of 24 hour holding period
' Then:
As = (0.066) {WQv) ft for 1 < 75%
As = (0.0081) (WQ„) ttz for 1 ~ 75%
' Set preliminary dimensions of sedimentation chamber.

1

HOWEVER. U
Approx Chamber D
Qo = 12854 cf I day
w = 0.0004 ft/sec
E = 0.9
As = 848 sf
SE:
As = 848 sf
W L
im: = 30 60
forlA < 75%
< NCDENR Min Sed Basin SA
hmax Dim Ratio
1.5 2:1
2/8/2007
Page 11 of 36
Site: BMP-3 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP-3 (Martin Drive) Page 12 of 36
Step 8 -Compute Vmin:
V„~„ = 0.75 ' WQ„
Vmin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand fJlter.
V,,,;, - 0.75 WQ„ = VS + Vr + Vr.~
(1) Compute Vr =water volume within filter bed/graveUpipe = Ar' dr * n
Where: n =porosity = 0.4 for most applications
(2) Compute Vr.~,p =temporary storage volume above the filter bed = 2 ' hr' Ar
(3) Compute V, =volume within sediment chamber = V,,;,, - Vr - Vr.~,,,,
(4) Compute hs =height in sedimentation chamber = V~/Af
(5) Ensure h; and hr fd available head and other dimensions still fd -change as necessary
in design iterations until all site dimensions fd.
(s) Size orifice from sediment chamber to filter chamber to release VS within 24-hours at
average release rate with 0.5 hs as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
Vf = 1470 cf Filter Bed Volume
Vf-temp = 3675 cf Temp Storage above Filter Bed
Vs = 4496 cf Sediment Chamber Volume
hs = 2.500 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 1.50 2.0:1
Sed Basin Dimensions: = 35 90 1.50 2.6:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Volume (Vs): 4725 cf
Surface Area (As): 3150 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 3675 cf
Surface Area (Af): 2450 sf
Filter Depth (df): 1.50 ft
= 9641 cf
Elev Len th Slope
Nat Gnd 37.2
Inflow Elev 35.3
S illwa 35.3 75 7.07%
Freeboard 0.7
WOpool 34.6
Depth to Bed 4.1-ft
SF bed 33.1
Underdrai 30.9 180 0.50%
Outflow 30.0
Adkin Inv 29.0
Site: BMP-3 (Martin Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-4 (Miller Street)
Drainage Areas by Soil Series
Series Grouo SF Ac Percent
BB D 22765.5 0.52 15.1
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 127668 2.93 84.9%
Ke A 0
La A 0
Na B 0
Nc B 0
Wd A 0
Wn B/D 0
150433.5 3.45 100.0%
Drainage Areas by Hvdrologic Soil Groups
Groun SF Ac Percent
A 0 0.00 0.0%
B 127668 2.93 84.9%
C 0 0.00 0.0%
D 22765.5 0.52 15.1
TOTAL 150433.5 3.45 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
218/2007
Page 13 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.24
Shallow 397 1.8%
C&G 155 0.7% 0.012
System 178 1.1 % 0.012
780
Calculated % Impervious Area of Basin
Total Basin - IA 45.3%
Residential - IA
Residential: Lots 0.11 Ac (Avg)
Land Use by Hvdrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
~~ nn°i o_oo°u

0.69 0.73 1.51

0.00 0.14 0.38
3.45 <= Area Check
Sediment Chamber: NCDENR Minimum Site Design Summa
Volume (Vs): 1865 cf 2063 cf
Surface Area (As): 1244 sf 1375 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 1865 cf 1875 cf
Surface Area (Af): 1244 sf 1250 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
627 sf
Site: BMP-4 (Miller Street)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 2/&/2007 ,
Site: BMP-4 (Miller Street) Page 14 of 36

Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.14 Ac-ft
WQv = 6268 cf
Simple Method:
IA = 45.3%

Rv =
0.46
in / in '
Runoff from 1" Rainfall (WQv) = 5732 cf
Q = 0.46 in
Mod. CN = 93
THEREFORE. USE: 0.14 Ac-ft 2:1
WQv = 5732 cf 45 90
Step 2 -Site Feasibility: i
Sys Inv /Inflow Elev = 30.3 ft -Based on 1-ft Tailwater Depth
Stream Inv /Outflow Elev = 25.9 ft -Between INV & BKF based on Adkin Br Restoration
Total Available Depth = 4.4 ft
Check Design Depth = 3.9 ft
NG Elev at Boring = 31.3

Water depth =
3.0 '
Water Elev at Boring = 28.3 ft
Step 3 -Confirm local desian criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions andlor surface water or watershed requirements that may apply.
NIA -Per meeting on Jan 30, 2007, Cify of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharae:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute ~ from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharae:
A flow regulator (or fbw sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q„~.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-4 (Miller Street)
APPENDIX G

I Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 218/2007
Site: BMP-4 (Miller Street) Page 15 of 36

LI'
1

1

I'.

Approx Chamber D
1
Step 6 -Size filtration basin chamber:
The filter area is sized using the folbwing equation (based on Dares Law):
Ar (WG1~1(dtJ 1((k) (hr + dr) (trJJ
where:
14 = surface area of filter bed (ftz)
dr = filter bed depth
(typically 18 inches, no more than 24 inches)
k = coefficient of permeability of filter media (ft/day)
(use 3.5 ftlday for sar-d)
hr = average height of water above filter bed (ft)
(112 h,ryx, which varies based. on site but h,,,,,, is typically 5 & feet)
4 = design filter bed drams time (days)
(1.67 days or 40 hours is recommended maxknum)
Set preliminary dimensiw~s of filtration basin chamber.
WQv = 5732 cf
df = 1.5 ft -filter depth
k = 3.5 ft/day -sand
hf = 0.75 ft
tf = 1 day -drain time
Af = 1095 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1095 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 20 40 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand filter. The sedimentation chamber should be sized to at least 25% of the
computed W(~„ and have alength-to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
Where:
As = sedanentation basin surface area (ftZ)
Q, =rate of outflow =the WQ„ over a 24-hour period
w = particle settling velocity (fVsec)
E =trap efficiency
Assumirp:
90% sediment trap efficiency (0.9)
particle settling velocity (ft/sec) = 0.0004 fUsec for imperviousness < 75%
particle settling velocity (ft/sec) = 0.0033 ft/sec for imperviousness z 75%
average of 24 hour hokia~g period
Then:
As = (0.066) (WQ„) ft2 for I < 75%
A, _ (0.0081) (WQ„) ftz for 12 7596
Set preliminary dimensions of sedkr-entation chamber.
HOWEVER, U
Qo = 5732 cf /day
w = 0.0004 ft/sec for IA < 75%
E = 0.9
As = 378 sf
SE:
As = 378 sf
W L
im: = 20 40
< NCDENR Min Sed Basin SA
hmax Dim Ratio
1.5 2:1
' Site: BMP-4 (Miller Street)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design
Site: BMP-4 (Miller Street)
Step 8 -Compute Vmin:
V„;„ = 0.75 ' W Q„
Vmin = 4299 cf >= NCDENR Min Volume for Total Basin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size
Surface sand filter.
V,,:, = 0.75 WQ„ = Vs + Vt + Vr.~
(1) Compute Vr =water volume within filter bed/graveUpipe = Ar " dr' n
Where: n =porosity = 0.4 for most applications
(2) Compute V~ =temporary storage volume above the filter bed = 2 ' hr' Ar
(3) Compute V, =volume within sediment chamber = V,,,;, - Vr - Vr.~„Q
(4) Compute hs =height in sedimentation chamber = V~/AS
(5) Ensure hs and fk fit available head and other dimensions still frt -change as necessary
in design iterations until all site dimensions fd.
{s> Size orifice from sediment chamber to filter chamber to release VS within 24-hours at
average release rate with 0.5 h, as average head.
(7} Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2/8/2007
Page 16 of 36
Vf = 657 cf Filter Bed Volume
Vf-temp = 1643 cf Temp Storage above Filter Bed
Vs = 2000 cf Sediment Chamber Volume
hs = 2.500 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 25 50 1.50 2.0:1
Sed Basin Dimensions: = 25 55 1.50 2.2:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Volume (Vs): 2063 cf
Surface Area (As): 1375 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 1875 cf
Surface Area (Af): 1250 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 31.3
Inflow Elev 30.3
Spillwa 30.3 75 5.91
Freeboard 0.0
WOpool 30.3
Depth to Bed 2.5-ft
SF bed 28.8
Underdrai 26.6 150 0.50%
Outflow 25.9
Adkin Inv 24.9
Site: BMP-4 (Miller Street)
APPENDIX G

1
1
1
1
1
I
1
1
1
1
1
1
1
1
1
1
1
Adkin Branch -Lenoir Co., NC SurFace Sand Filter Design
Site: BMP-5 (South Dover Street)
Drainage Areas by Soil Series
Series GrOUD SF Ac Percent
BB D 58036.4 1.33 15.1
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 0
Ke A 325458 7.47 84.9%
La A 0
Na B 0
Nc B 0
Wd A 0
Wn B/D 0
383494.4 8.804 100.0%
Drainage Areas by Hvdrologic Soil Groups
Grnun SF Ac Percent
A 325458 7.47 84.9%
B 0 0.00 0.0%
C 0 0.00 0.0%
D 58036.4 1.33 15.1
TOTAL 383494.4 8.80 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 17 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.24
Shallow 270 1.1
C&G 471 0.5% 0.012
System 499 1.0% 0.012
1290
Calculated % Impervious Area of Basin
Total Basin - IA 43.3%
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hvdrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
26.60% 0.00%
1.58 1.99 3.90

0.15 0.09 1.09 0.00
8.80 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 4755 cf 4500 cf
Surface Area (As): 3170 sf 2250 sf
Depth (hs): 1.5 ft 2 ft
Sand Filter Chamber:
Filter Volume (Vf): 4755 cf 3600 cf
Surface Area (Af): 3170 sf 1800 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
1598 sf
Site: BMP-5 (South Dover Street)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-5 (South Dover Street)
Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) _
WQv =
Simple Method:
IA =
Rv =
Runoff from 1" Rainfall (WQv) _
O =
Mod. CN =
THEREFORE. USE:
WQv
Step 2 -Site Feasibility:
Sys Inv /Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
0.37 Ac-ft
15979 cf
43.3%
0.44 in / in
14040 cf
0.44 i n
93
0.33 Ac-ft 2:1
14040 cf 60 120
= 26.8 ft -Based on NO Tailwater Depth
= 21.2 ft -Between INV & BKF based on Adkin Br Restoration
= 5.6 ft
= 4.4 ft
= 31.3
= 6.0
= 25.3 ft
Step 3 -Confirm local desian criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions and/or surface water or watershed requirements that may apply.
NIA -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharae:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Gi,,,,q from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharae:
A flow regulator (or flow sputter diversion structure) should be supplied to divert the WQ„ to
the sand fitter facility.
Size low flow orifice, weir, or other device to pass ~,,,,,,q.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
2/8/2007
Page 18 of 36

LJ~

1

1

Site: BMP-5 (South Dover Street)
APPENDIX G

I Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-5 (South Dover Street)
Step 6 -Size filtration basin chamber:
The filter area is sized using the following equation (based on Darcy's Law):
Ar = (H-~) (dt)1 l(k) (hr + dr) (tr)l
where:
Ar = surface area of fixer bed (fiz)
dr = f~ter bed depth
(typically 18 aches, no more than 24 inches)
k = coeff'~cient of permeability of filter media (tt/day)
(use 3.5 ft/day for sand)
hr = average height of water above fitter bed (ft)
(112 h,,,,~, which var~s based on site but h,,,~ is typically 5 6 feet)
tr = design filter bed drakt time (days)
(1.67 days or 40 hours is recommended maxertum)
Set preliminary dimensions of filtration basin chamber.
WQv = 14040 cf
df = 1.5 ft -filter depth
k = 3.5 ft/day -sand
hf = 1 ft
tf = 1 day -drain time
Af = 2410 sf < NCDENR Min Filter SA
HOWEVER. USE:
Af = 2410 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 2 2:1
Step 7 -Size sedimentation basin:
Surface sand filter: The sedimentation chamber should be sized to at least 25% of the
computed WQr and have alength-to-w~dth ratio of 2:1. The Gamp-Hazen equation is used
to compute the required surface area:

Where:
As = sedkrrtentation basin surface area (fiz)
Qo =rate Of outflow =the WQ„ over a 24-hour period
w = particle settling velocity (ft/sec)
E =trap effir5ertcy
Assuming:
90% sediment trap efficiency (0.9)
particle settling vebcity (fUsec) = 0.0004 ftlsec for imperviousness < 75%
• particle settling velocity (fUsec) = 0.0033 fUsec for imperviousness Z 75°i6
average of 24 hour holding period
Then:
A~ _ (0.066) {W Qr) ftz fa I < 75%
As = C0.00$t) (WQr) ftz for 1 ~ 75%
Set preliminary dimensions of sedimentation chamber.
HOWEVER, U
Approx Chamber D
for IA < 75%
< NCDENR Min Sed Basin SA
hmax Dim Ratio
2 2:1
2/$/2007
Page 19 of 36
Site: BMP-5 (South Dover Street)
Qo = 14040 cf /day
w = 0.0004 ftlsec
E = 0.9
As = 927 sf
SE:
As = 927 sf
W L
im: = 25 50
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-5 (South Dover Street)
Step 8 -Compute Vmin:
V„„„=0.75*WQ„
Vmin = 10530 cf >= NCDENR Min Volume for Total Basin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand flier.
V,,,;n = 0.75 WG2v ~ VS + Vr + Vr.~
(1) Compute Vr =water volume within filter bedlgraveUpipe = Ar' df' n
Where: n =porosity = 0.4 for most applications
(2) Compute V~ =temporary storage volume above the filter bed = 2 ' tk' Ar
(3) Compute Vs =volume within sediment chamber = V„v, - Vr - Vim,,,
(4) Compute hs = height in sedimentation chamber = Vs/Af
(5) Ensure hs and hr fd available head and other dimensions still fit -change as necessary
in design iterations until all site dimensions frt.
ts} Size orifice from sediment chamber to filter chamber to release VS within 24-hours at
average release rate with 0.5 hS as average head.
(7) Design outlet structure with perf~ations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2isi2oo7
Page 20 of 36
Vf = 1446 cf Filter Bed Volume
Vf-temp = 4820 cf Temp Storage above Filter Bed
Vs = 4264 cf Sediment Chamber Volume
hs = 3.410 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 2.00 2.0:1
Sed Basin Dimensions: = 30 75 2.00 2.5:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Volume (Vs): 4500 cf
Surface Area (As): 2250 sf
Depth (hs): 2.00 ft
Sand Filter Chamber:
Filter Volume (Vf): 2700 cf
Surface Area (Af): 1800 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 31.3
Inflow Elev 26.8
Spillwa 26.8 175 3.18%
Freeboard 0.1
WQ ool 26.7
Depth to Bed 6.6-ft
SF bed 24.7
Underdrai 22.5 265 0.50%
Outflow 21.2
Adkin Inv 20.2
Site: BMP-5 (South Dover Street)
APPENDIX G

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-6 (South Seacrest Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB D 94128 2.16 11.8%
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 0
Ke A 145505 3.34 18.2%
La A 0
Na B 233198 5.35 29.1
Nc B 0
Wd A 328122 7.53 41.0%
Wn B/D 0
800953 18.39 100.0%
Drainage Areas by Hvdrologic Soil Groups
Grnun SF Ar, Percent
A 473627 10.87 59.1
B 233198 5.35 29.1
C 0 0.00 0.0%
D 94128 2.16 11.8%
TOTAL 800953 18.39 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs 8~ Meth. Design Requirements
2/8/2007
Page 21 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.24
Shallow 700 3.1
C&G 940 2.6% 0.016
24" Conc 230 1.3% 0.012
1920
Calculated % Impervious Area of Basin
Total Basin - IA 27.2%
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hvdrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
14.04% 13.17% 66.55% 6.24%
1.82 1.01 7.64 0.40
0.67 1.27 2.67 0.75

0.10 0.15 1.92 0.00
18.39 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 9930 cf 6300 cf
Surface Area (As): 6620 sf 3150 sf
Depth (hs): 1.5 ft 2 ft
Sand Filter Chamber:
Filter Volume (Vf): 9930 cf 4900 cf
Surface Area (Af): 6620 sf 2450 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
3337 sf
Site: BMP-6 (South Seacrest Street)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design 2/s/2oo7 '
Site: BMP-6 (South Seacrest Street) Page 22 of 36

Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.77 Ac-ft

WQv =
33373
cf '
Simple Method:
IA = 27.2%

Rv =
0.29
in / in '
Runoff from 1" Rainfall (WQv) = 19683 cf
Q = 0.29 in

Mod. CN =
89 '
THEREFORE. USE: 0.46 Ac-ft 2:1

WQv =
19683
cf 75 150 '
Step 2 -Site Feasibility:
Sys Inv /Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
1
= 25.7 ft -Based on 1-ft Tailwater Depth
= 20.4 ft -Between INV ~ BKF based on Adkin Br Restoration
= 5.3 ft
= 4.4 ft
= 26.5
= 3.0 '
= 23.5 ft
Step 3 -Confirm local desian criteria and applicability
Check with local officials and other agencies to determine if there are any additional
restrictions and/or surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharae:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concenVtion
(d) Compute ~„q from unit peak discharge, drainage area, and WQ,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharae:
A flow regulator (or flow sputter diversion structure) should be supplied to divert the WQ„ to
the sand fitter facility.
Size bw fbw orifice, weir, or other device to pass Q,,,,q.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-6 (South Seacrest Street)
APPENDIX G

I Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-6 (South Seacrest Street)
I Step 6 -Size filtration basin chamber:
The filter area is sized using the folbwing equation {based on Darcy~s law}:
Ar (W4r11dd ~ [(k) (hr + dr) (ii))
where:
Ar = surface area of finer bed (ft~}
I dr = fitter bed depth
(typically 18 arches, no more than 24 inches)
k = coefficient of permeability of filter media (ft/day)
(use 3.5 ft/day for sand}
' hr average height of water above filter bed (ft}
(112 h,,,~, which varies based on site but h,,,,x is typically 5 6 feet)
tf design filter bed dram time (days)
(1.67 days or 40 hours is recommended maxanum)
I Set preliminary dimensions of filtration basin chamber.
WQv = 19683 cf
df = 1.5 ft -filter depth
k 3.5 ft/day -sand
hf 1 ft
tf = 1 day -drain time
Af = 3375 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 3375 sf
W L hmax Dim Ratio
I Approx Chamber Dim: = 30 60 2 2:1
Step 7 -Size sedimentation basin:
Surface sand flRer. The sedimentati~ chamber should be sized to at least 25% of the
I computed W(~„ and have alength-to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
Where:
A~ = sedanentation basin surface area (ft
Qo =rate of outfbw =the WQ„ over a 24-hour period
w = particle settling vebcity (ft/sec)
E =trap effiaency
Assuming:
• 90% sediment trap efficiency (0.9)
' • particle settling vebcity (fUsec) = 0.0004 fUsec for imperviousness < 75%
• particle settling vebcity (fUsec) = 0.0033 fUsec for imperviousness 2 7596
• average of 24 hour holding period
I Then:
A, _ (O.Oti6) (WOr) ftz for 1 < 75%
A, _ (0.0081) (WQ„) ft2 for I z 75%
' Set preliminary dimensions of sedimentation chamber.
Qo = 19683 cf /day
w = 0.0004 fUsec for IA < 75%
' E = 0.9
As = 1299 sf < NCDENR Min Sed Basin SA
' HOWEVER, USE: _
As 1299 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 30 60 2 2:1
2/8/2007
Page 23 of 36
I Site: BMP-6 (South Seacrest Street)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-6 (South Seacrest Street)
Step 8 -Compute Vmin:
V„„„ = 0.75 ' WQ„
Vmin = 14763 cf < NCDENR Min Volume for Total Basin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand i:<lter.
V.,:. = 0.75 WQ„ ~ Vs + Vr + Vr.~„o
(1) Compute Vr =water volume within filler bed/graveUpipe = Ar ` dr' n
Where: n =porosity = 0.4 for most applications
(2) Compute Vr~env =temporary storage volume above the filter bed = 2 ' hr' Ar
(3) Compute Vs =volume within sediment chamber = V,,,;, - Vr - Vrtemo
(4) Compute hs =height in sedimentation chamber = V~/As
(5) Ensure hs and hr fit available head and other dimensions still fd -change as necessary
in design iterations until all site dimensions fd.
(s) Size orifice from sediment chamber to filter chamber to release Vs within 24-hours at
average release rate with 0.5 hs as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2/8/2007
Page 24 of 36
Vf = 2025 cf Filter Bed Volume
Vf-temp = 6750 cf Temp Storage above Filter Bed
Vs = 5988 cf Sediment Chamber Volume
hs = 3.330 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 2.00 2.0:1
Sed Basin Dimensions: = 35 90 2.00 2.6:1
Site Design
Sediment Chamber:
Volume (Vs): 6300 cf
Surface Area (As): 3150 sf
Depth (hs): 2.00 ft
Sand Filter Chamber:
Filter Volume (Vf): 3675 cf
Surface Area (Af): 2450 sf
Filter Depth (df): 1.50 ft
BMP Site Design Elevations
Elev Len th Slope
Nat Gnd 26.5
Inflow Elev 25.7
Spillwa 25.7 75 7.01
Freeboard 0.2
WOpool 25.5
Depth to Bed 3.0-ft
SF bed 23.5
Underdrai 21.3 180 0.50%
Outflow 20.4
Adkin Inv 19.4
Site: BMP-6 (South Seacrest Street)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-7 (South Myrtle Avenue)
Drainage Areas by Soil Series
Series Grouo SF Ac Percent
BB D 95597.4 2.19 18.0%
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 0
Ke A 435610 10.00 82.0%
La A 0
Na B 0
Nc B 0
Wd A 0
Wn BID 0
531207.4 12.19 100.0%
Drainage Areas by Hydrologic Soil Groups
Grnun SF Ar. PPrnPnt
A 435610 10.00 82.0%
B 0 0.00 0.0%
C 0 0.00 0.0%
D 95597.4 2.19 18.0%
TOTAL 531207.4 12.19 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 25 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.24
Shallow 280 1.1
Channel 330 2.1 % 0.035
24" Conc 0 0.012
660
Calculated % Impervious Area of Basin
Total Basin - IA 14.3%
Residential - IA
Residential: Lots 0.16 - 0.3
Land Use by Hydrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
F 04% fi ~9% A574% 0.00%
0.67 0.97 8.36

0.06 0.04 2.09 0.00
12.19 <= Area Check
Sediment Chamber: NCDENR Minimum Site Design Summa
Volume (Vs): 6586 cf 2925 cf
Surface Area (As): 4391 sf 1950 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 6586 cf 2700 cf
Surface Area (Af): 4391 sf 1800 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
2213 sf
Site: BMP-7 (South Myrtle Avenue)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-7 (South Myrtle Avenue)
Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.51 Ac-ft
WQv = 22134 cf
Simple Method:
IA = 14.3%
Rv = 0.18 in / in
Runoff from 1" Rainfall (WQv) = 7894 cf
Q = 0.18 in
Mod. CN = 85
THEREFORE, USE: 0.19 Ac-ft 2:1
WQv = 7894 cf 55 110
Step 2 -Site Feasibility:
Sys Inv /Inflow Elev = 24.6 ft -Based on 1-ft Tailwater Depth
Stream Inv /Outflow Elev = 19.6 ft -Between INV & BKF based on Adkin Br Restoration
Total Available Depth = 5.0 ft
Check Design Depth = 3.9 ft
NG Elev at Boring = 28.5
Water depth = 3.0
Water Elev at Boring = 25.5 ft
Step 3 -Confirm local desian criteria and applicability:
Check with bcal officials and other agencies to determine if there are any additional
restrictions andlor surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharge:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute Q,,,q from unit peak discharge, drainage area, and WQ,,.
NIA -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A flow regulator (or fbw sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low flow orfice, weir, or other device to pass Q,,,q
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-7 (South Myrtle Avenue)
2/8/2007 ,
Page 26 of 36

1

APPENDIX G

I Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-7 (South Myrtle Avenue)
Step 6 -Size filtration basin chamber:
The filter area is sized using the folbwing equation (based on Darcy's Law}:
I Ar (WTI (dr) ~ ((k) (hr + dr) (tr)l
where:
A~ - surface area of filter bed (ft2)
' dr = filter bed depth
(typically 18 aches, no more than 24 inches)
k = coefficient of permeability of filter media (fUday)
(use 3.5 ft/day for sand)
I h< average height of water above filter bed (ft)
(112 h„~, which var~s based on site but h,,,,x is typically 5 6 feet}
fi design filter bed draft time (days)
(1.67 days or 40 hours is recommended maxlnum)
' Set preliminary dimensions of filtration basin chamber.
WQv = 7894 cf
df = 1.5 ft -filter depth
' k 3.5 ft/day -sand
hf 0.75 ft
tf = 1 day -drain time
Af = 1505 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 1505 sf
W L hmax Dim Ratio
I Approx Chamber Dim: = 25 50 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand fi?Iter. The sedimentation chamber should be sized to at least 25% of the
I computed WQ„ and have alength-to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
' Where:
Af = sedirnnentation basin surface area (ft2)
Qo =rate of outfbw =the WQ„ over a 24-hour period
I w = particle settling vebcity (ft/sec)
E =trap efficiency
Assuming:
• 90% sediment trap efficiency {0.9)
' particle settling velocity (ft/sec) = 0.0004 fUsec for imperviousness < 75%
• particle settling velocity {fUsec) = 0.0033 fUsec for imperviousness =' 75%
• average of 24 hair holding period
' Then:
As = (0.066) (WQ„) ftZ for 1 < 75%
AS = (0.0081) (WQ„) flz for I z 75%
I Set preliminary dimensions of sedimentation chamber.
Qo = 7894 cf /day
w = 0.0004 ft/sec for IA < 75%
E = 0.9
As = 521 sf < NCDENR Min Sed Basin SA
' HOWEVER. USE: -
As 521 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 25 50 1.5 2:1
2/8/2007
Page 27 of 36
Site: BMP-7 (South Myrtle Avenue)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design
Site: BMP-7 (South Myrtle Avenue)
Step 8 -Compute Vmin:
V,,,„,,, = 0.75 " WQ„
Vmin = 5921 cf < NCDENR Min Volume for Total Basin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size•
Surface sand flier.
V,,:, ~ 0.75 WQ„ ~ Vs + Vt + Vt.~„,~
(1) Compute V~ =water volume within filter bed/graveUpipe = Ar' dr' n
Where: n =porosity = 0.4 for most applications
(2) Compute V~„p =temporary storage volume above the filter bed = 2 ` hr' Ar
(3) Compute Vs =volume within sediment chamber = V,,;,, - V, - Vim,,,,
(4j Compute hs =height in sedimentation chamber = V~/AS
(5) Ensure hs and ht fd available head and other dimensions still frt -change as necessary
in design iterations until ail site dimensions frt.
(s) Size orifice from sediment chamber to filter chamber to release VS within 24-hours at
average release rate with 0.5 h, as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2/8/2007
Page 28 of 36
Vf = 903 cf Filter Bed Volume
Vf-temp = 2258 cf Temp Storage above Filter Bed
Vs = 2761 cf Sediment Chamber Volume
hs = 2.210 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 30 60 1.50 2.0:1
Sed Basin Dimensions: = 30 65 1.50 2.2:1
BMP Site Design Elevations
Site Design
Sediment Chamber:
Volume (Vs): 2925 cf
Surface Area (As): 1950 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 2700 cf
Surface Area (Af): 1800 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 28.5
Inflow Elev 24.6
Spillwa 24.6 150 3.35%
Freeboard 0.2
WOpool 24.4
Depth to Bed 5.6-ft
SF bed 22.9
Underdrai 20.8 240 0.50%
Outflow 19.6
Adkin Inv 18.6
Site: BMP-7 (South Myrtle Avenue)
APPENDIX G

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Adkin Branch -Lenoir Co., NC Surface Sand Filter Design
Site: BMP-8 (Holloway Drive)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB D 32798 0.75 19.8%
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 0
Ke A 132521 3.04 80.2%
La A 0
Na B 0
Nc B 0
Wd A 0
Wn B/D 0
165319 3.80 100.0%
Drainage Areas by Hydrologic Soil Groups
Group SF Ac Percent
A 132521 3.04 80.2%
B 0 0.00 0.0%
C 0 0.00 0.0%
D 32798 0.75 19.8%
TOTAL 165319 3.80 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Design Specs & Meth. Design Requirements
2/8/2007
Page 29 of 36
Time of Concentration Details
L S n
Sheet 50 0.5% 0.24
Shallow
C&G 680 0.3% 0.016
System 360 0.3% 0.012
1090
Calculated % Impervious Area of Basin
Total Basin - IA 15.2%
Residential - IA
Land Use by Hydrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
15.17% 0.00% 84.83% 0.00%
0.58 0.00 2.47

0.00 0.00 0.75 0.00
3.80 <= Area Check
Sediment Chamber: NCDENR Minimum Site Design Summa
Volume (Vs): 2050 cf 900 cf
Surface Area (As): 1367 sf 600 sf
Depth (hs): 1.5 ft 1.5 ft
Sand Filter Chamber:
Filter Volume (Vf): 2050 cf 1200 cf
Surface Area (Af): 1367 sf 800 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
689 sf
Site: BMP-8 (Holloway Drive)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design 2/8/2007
Site: BMP-8 (Holloway Drive) Page 30 of 36

Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.16 Ac-ft

WQv =
6888
cf '
Simple Method:
IA = 15.2%

Rv =
0.19
in / in '
Runoff from 1" Rainfall (WQv) = 2570 cf
O = 0.19 in

Mod. CN =
86 ,
THEREFORE, USE: 0.06 Ac-ft 2:1 ,
WQv = 2570 c~ 30 60
Step 2 -Site Feasibility:
Sys Inv /Inflow Elev
Stream Inv /Outflow Elev
Total Available Depth
Check Design Depth
NG Elev at Boring
Water depth
Water Elev at Boring
i
.~
= 23.6 ft
= 17.8 ft -Between INV & BKF based on Adkin Br Restoration
= 5.8 ft
= 3.9 ft
= 25.5
= 7.0
= 18.5 ft
Step 3 -Confirm local design criteria and applicability'
Check with bcal officials and other agencies to determine if there are any additional
restrictions andlor surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharge:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute 0,,,,q from unit peak discharge, drainage area, and WGi,,.
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A flow regulator (or fbw sputter diversion structure) should be supplied to divert the WD„ to
the sand filter facility.
Size low flow orifice, weir, or other device to pass QY„q
N/A -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-8 (Holloway Drive)
APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP-8 (Holloway Drive) Page 31 of 36

1

1
1
Step 6 -Size filtration basin chamber:
The filter area is sized using the following equation (based on Darcy's law):
Ar (Wt~„) (dr) / [(k) (hr + dd (tr)]
where:
~ = surface area of filter bed {ftZ)
dr = f~ter bed depth
{typically 18 aches, no more than 24 inches)
k = coefficient of permeability of filter media (ftlday)
(use 3.5 ft/day for sand)
h< = average height of water above f~ter bed (ft)
(1/2 h,,,~, which varies based on site but h„,~ is typically 5 6 feet)
tr = design filter bed drain time {days)
{1.67 days or 40 hours ~ recommended maxanum)
Set preliminary dimensions of filtration basin chamber.
WQv = 2570 cf
df = 1.5 ft -filter depth
k = 3.5 ft/day -sand
hf = 0.75 ft
tf = 1 day -drain time
Af = 490 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 490 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 15 30 1.5 2:1
Step 7 -Size sedimentation basin:
Surface sand filter. The sedimentatwn chamber should be sized to at least 25% of the
computed WQ„ and have alength-to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
Where:
As =sedimentation basin surface area (fiz)
Q, =rate of outflow = tl~e WQ„ over a 24-hour period
w = particle settling vebcity (ft/sec)
E =trap efficiency
Assuming:
• 90% sediment trap efficiency (0.9)
• particle settling velocity (fUsec) = 0.0004 fUsec for imperviousness < 75%
• particle setNing vebcity (ft/sec) = 0.0033 ft/sec for imperviousness >_ 75%
• average of 24 hour holding period
Then:
As = (0.066) (WQv) ft for I < 75%
As = (0.0081) (WQ„) ftz for I Z 75%
Set preliminary dimensions of sedimentation chamber.
Qo
w
E
As
HOWEVER. USE:
As
2570 cf /day
= 0.0004 ft/sec
= 0.9
= 170 sf
= 170 sf
W L
= 15 30
for IA < 75%
< NCDENR Min Sed Basin SA
hmax Dim Ratio
1.5 2:1
Approx Chamber Dim:
1
' Site: BMP-8 (Holloway Drive)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design
Site: BMP-8 (Holloway Drive)
Step 8 -Compute Vmin:
V,~„=0.75"WQ„
Vmin = 1928 cf < NCDENR Min Volume for Total Basin
Step 9 -Compute storage volumes within entire facility and sedimentation chamber orifice size:
Surface sand filter.
V,,:, = 0.75 WQ„ = Ys + Vt + Vr.~„,~
(1 j Compute V~ =water volume within fter bed/graveUpipe = Af ` dt ` n
Where: n =porosity = 0.4 for most applications
(2) Compute V~ =temporary storage volume above the filter bed = 2 ' tk' Af
(3) Compute V, =volume within sediment chamber = V,,,;, - V, - Vim,,,,
(4) Compute h, =height in sedimentation chamber = V~/As
(5) Ensure hs and ht frt available head and other dimensions still frt -change as necessary
in design iterations until all site dimensions frt.
(s) Size orifice from sediment chamber to finer chamber to release Vs within 24-hours at
average release rate with 0.5 hS as average head.
(7} Design outlet structure with perforations allowing for a safely factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2isi2oo7
Page 32 of 36
Vf = 294 cf Filter Bed Volume
Vf-temp = 735 cf Temp Storage above Filter Bed
Vs = 899 cf Sediment Chamber Volume
hs = 2.000 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Design Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 20 40 1.50 2.0:1
Sed Basin Dimensions: = 20 30 1.50 1.5:1
BMP Site Design Elevations
Site Design
Sediment Chamber:
Volume (Vs): 900 cf
Surface Area (As): 600 sf
Depth (hs): 1.50 ft
Sand Filter Chamber:
Filter Volume (Vf): 1200 cf
Surface Area (Af): 800 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 25.5
Inflow Elev 23.6
Spillwa 23.6 150 3.84%
Freeboard 1.0
WQpool 22.5
Depth to Bed 4.5-ft
SF bed 21.0
Underdrai 18.9 210 0.50%
Outflow 17.8
Adkin Inv 16.8
Site: BMP-8 (Holloway Drive)
APPENDIX G

1
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1
1
1
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1
1
1
1
1
1
1
1
1
Adkin Branch -Lenoir Co., NC SurFace Sand Filter Design
Site: BMP-9 (East Shine Street)
Drainage Areas by Soil Series
Series Group SF Ac Percent
BB D 20851.9 0.48 3.8%
Cr C 0
Cv C 0
Go B 0
Jo B 0
Ka B 395962 9.09 71.3%
Ke A 138682 3.18 25.0%
La A 0
Na B 0
Nc B 0
Wd A 0
Wn BID 0
555495.9 12.75 100.0%
Drainage Areas by Hvdrologic Soil Groups
Group SF Ac Percent
A 138682 3.18 25.0%
B 395962 9.09 71.3%
C 0 0.00 0.0%
D 20851.9 0.48 3.8%
TOTAL 555495.9 12.75 100.0%
NCDENR Stormwater BMP Manual:
3.12.6.3 Desian Specs & Meth. Design Requirements
2isi2oo7
Page 33 of 36
Time of Concentration Details
L S n
Sheet 50 0.3% 0.24
Shallow 300 0.8%
Swale 785 0.7% 0.045
System 665 0.7% 0.016
1800
Calculated % Impervious Area of Basin
Total Basin - IA 36.9%
Residential - IA
Residential: Lots 0.11 Ac (Avg)
Land Use by Hvdrologic Soil Groups
IA -Road IA -Roof, etc Lawn/Open Woods
15.97% 20.94% 63.10% 0.00%
0.54 0.69 1.96
1.41 1.98 5.70 0.00

0.09 0.00 0.39 0.00
12.75 <= Area Check
Sediment Chamber: NCDENR Minimum Site Desi n Summa
Volume (Vs): 6887 cf 5600 cf
Surface Area (As): 4591 sf 2800 sf
Depth (hs): 1.5 ft 2 ft
Sand Filter Chamber:
Filter Volume (Vf): 6887 cf 4900 cf
Surface Area (Af): 4591 sf 2450 sf
Filter Depth (df): 1.5 ft 1.5 ft
Austin Sand Filter:
Sed. Surface Area
2315 sf
Site: BMP-9 (East Shine Street)
APPENDIX G

Adkin Branch -Lenoir Co., NC
Site: BMP-9 (East Shine Street)
Surface Sand Filter Design
Step 1 -Compute Runoff Control Volumes:
Water Quality Volume (WQv):
Uniform 1/2" Runoff (WQv) = 0.53 Ac-ft
WQv = 23146 cf
Simple Method:
IA = 36.9%
Rv = 0.38 in / in
Runoff from 1" Rainfall (WQv) = 17690 cf
Q = 0.38 in
Mod. CN = 92
T_ HEREFORE. USE: 0.41 Ac-ft 2:1
WQv = 17690 cf 70 140
Step 2 -Site Feasibility:
Sys Inv /Inflow Elev = 23.6 ft - Based on 1-ft Tailwater Depth
Stream Inv /Outflow Elev = 18.2 ft - Between INV & BKF based on Adkin Br Restoration
Total Available Depth = 5.4 ft
Check Design Depth = 4.4 ft
NG Elev at Boring = 27.5
Water depth = 6.0
Water Elev at Boring = 21.5 ft
Step 3 -Confirm local design criteria and applicability:
Check with local officials and other agencies to determine if there are any additional
restrictions and/or surface water or watershed requirements that may apply.
N/A -Per meeting on Jan 30, 2007, City of Kinston has no additional criteria and defers to the NCDENR design criteria.
Step 4 -Compute WQ v peak discharge:
The peak rate of discharge for water quality design storm is needed for sizing of off-line
diversion structures (see subse
(a) Using WQ,,, compute CN
(b) Compute time of concentration using TR-55 method
(c) Determine appropriate unit peak discharge from time of concentration
(d) Compute QM,y from unit peak discharge, drainage area, and WQ,,.
NIA -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Step 5 -Compute WQ v peak discharge:
A flow regulator (or flow sputter diversion structure) should be supplied to divert the WQ„ to
the sand filter facility.
Size low flow orifice, weir, or other device to pass Q„„y.
NIA -Structure is designed for project site as an In-line BMP with disversion from Sediment chamber.
Site: BMP-9 (East Shine Street)
2/8/2007
Page 34 of 36

APPENDIX G

Adkin Branch -Lenoir Co., NC Surface Sand Filter Design 2/8/2007
Site: BMP-9 (East Shine Street) Page 35 of 36

1
1
1

1
1

1
1
Approx Chamber D

Step 6 -Size filtration basin chamber:
The finer area is sized using the following equation (based on Darcy's Law}:
Af (WQr} (~ f ({k) lihf + dr) (tf)~
where:
Ar = surface area of filter bed {ftz}
dr = f~ter bed depth
(typically 18 aches, no more than 24 inches)
k = coefficient of permeability of filter media (ftlday)
(use 3.5 ft/day for sand)
fk = average height of water above f7ter bed (ft)
{112 h,,,~, which varies based on site but h„~ is typically 5 6 feet}
4 = design filter bed dram tare (days)
(1.67 days or 40 hours is recommended maxanum)
Set preliminary danenswns of filtration basin chamber.
WQv = 17690 cf
df = 1.5 ft -filter depth
k = 3.5 ft/day -sand
hf = 1 ft
tf = 1 day -drain time
Af = 3035 sf < NCDENR Min Filter SA
HOWEVER, USE:
Af = 3035 sf
W L hmax Dim Ratio
Approx Chamber Dim: = 30 60 2 2:1
Step 7 -Size sedimentation basin:
Surface sand Blter. The sedimentation chamber should be sized to at feast 25% of the
computed W(1„ and have a length--to-width ratio of 2:1. The Camp-Hazen equation is used
to compute the required surface area:
Where:
A, = sedanentation basin surface area (ft2)
Qo =rate of outflow =the WQ„ over a 24-hour period
w = particle settling vebcity (f /sec)
E =trap efficienry
Assuming:
• 90% sediment trap efficiency {0.9)
• particle settling velocity (fUsec) = 0.0004 fUsec for imperviousness < 75%
particle settling vebcity (ft/sec) = 0.0033 fUsec for imperviousness ~ 75%
• average of 24 hour hold'mg period
Then:
A, _ (0.066) (WQr) ftz for I < 75%
AS = (0.0081) (WQr) flz for I ~ 75%
Set preliminary dimensions of sedanentation chamber.
HOWEVER. U
Qo = 17690 cf /day
w = 0.0004 ft/sec for IA < 75%
E = 0.9
As = 1168 sf
E:
As = 1168 sf
W L
im: = 30 60 S
< NCDENR Min Sed Basin SA
hmax Dim Ratio
2 2:1
Site: BMP-9 (East Shine Street)
APPENDIX G

Adkin Branch -Lenoir Co., Nc Surface Sand Filter Design
Site: BMP-9 (East Shine Street)
Step 8 -Compute Vmin:
V,~;,, = 0.75 ' WQ„
Vmin = 13268 cf < NCDENR Min Volume for Total Basin
Step 9 -Compute storaae volumes within entire facility and sedimentation chamber orifice size•
Surface sand fiber.
V,,;,, a 0.75 WQ„ = Vs + Vt + Vtee„a
(1) Compute Vf =water volume within filter bed/graveUpipe = Af' dr * n
Where: n =porosity = 0.4 for most applications
(2) Compute V~,,,p =temporary storage volume above the filter bed = 2 ' hr' At
(3) Compute V, =volume within sediment chamber = V,,;,, - V~- Vim,„
(4) Compute hs =height in sedimentation chamber = V~/As
(5) Ensure hf and hr fd available head and other dimensions still fd -change as necessary
in desgn iterations until all site dimensions fit.
(s) Size or~ce from sediment chamber to fitter chamber to release VS within 24-hours at
average release rate with 0.5 hs as average head.
(7) Design outlet structure with perforations allowing for a safety factor of 10 (see example)
(8) Size distribution chamber to spread fbw over filtration media -level spreader weir or
orifices.
2/8/2007
Page 36 of 36
Vf = 1821 cf Filter Bed Volume
Vf-temp = 6070 cf Temp Storage above Filter Bed
Vs = 5377 cf Sediment Chamber Volume
hs = 2.990 cf Sediment Chamber Height>Design Head, Adj Geometry
BMP Final Desian Summary
RE ADJ'D BASIN GEOMETRY: W L hs or hf Dim Ratio
Filter Basin Dimensions: = 35 70 2.00 2.0:1
Sed Basin Dimensions: = 35 80 2.00 2.3:1
BMP Site Desian Elevations
Site Design
Sediment Chamber:
Volume (Vs): 5600 cf
Surface Area (As): 2800 sf
Depth (hs): 2.00 ft
Sand Filter Chamber:
Filter Volume (Vf): 3675 cf
Surface Area (Af): 2450 sf
Filter Depth (df): 1.50 ft
Elev Len th Slope
Nat Gnd 27.5
Inflow Elev 23.6
Spillwa 23.6 75 7.25%
Freeboard 0.4
WQpool 23.3
Depth to Bed 6.2-ft
SF bed 21.3
Underdrai 19.1 180 0.50%
Outflow 18.2
Adkin Inv 17.2
Site: BMP-9 (East Shine Street)
APPENDIX G

' Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-1 (Martin Drive) Page 1 of 18

t
Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-1 (Martin Drive)
Land Use Summary
Total Site Area (acres) 10.86
Pre-development impervious percentage 20.4%
Post-development impervious percentage 20.4%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 9.39 9.39 9.39
Annual Infiltration (inches/yr) 3.65 3.65 3.65
Annual Pollutant Load and Target Summary
Existing Design Design Meets
Total Site Annual Load
Landuse without BMPs I art~at
with BMPs
Goal?
Total Nitrogen (Ib/yr) 47 47 31
Total Phosphorus (Ib/yr) 7.7 7.7 4.2
Sediment (ton/yr) 0.59 0.59 0.09 41 O~.F Yes

Nitrogen Load Phosphorus Load Sediment Load
50 ------ - ------ ~ __ 9.0 _ ____ _ 0.70 _ .._
8.0 0.60
40 7.0
6.0 0.50
30 5.0 0.40
20 4.0 0.30
3.0 0.20
10 2.0 i :a ,t~;t
0.10 ®
0 _ __ -
0.0 0.00
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 4.36 4.36 2.84 6.00 Yes
Total Phosphorus (Ib/aclyr) 0.71 0.71 0.39 1.33 Yes
Sediment (ton/ac/yr) 0.054 0.054 0.008
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy-down range of 3.6 to 6 Ib/aclyr
Nitrogen Rate Phosphorus Rate Sediment Rate
7.00 1.40 _ _- +<„~~>+_ 0.060 _
ia~y~'~
6.00
5.00
1.20 -
1.00
0.050
~ 0.040 ~I
--
4.00 0.80
0.030
3.00 0.60
0.020
1.00 0.20 . 0.010 -

0.00
0.00
0.000 -- _..
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-1 (Martin Drive) Page 2 of 18
Runoff Volume (ac-ft)
1 inch storm
1-yr 24-hr storm
1 inch storm
0.3 _
0.2
0.2
0.1
0.1
0.0
Storm Event Runoff Volume and Target Summary
Existing Design BMP Storage
Landuse without BMPs Volume to-1-~`t
0.179 0.179 0.197 0.179
1.153 1.153 0.197 0.000
1 yr 24 hr
0.3 --
0.2
a2
0.1
0.1
0.0 -
Storm Event
Not Selected
Meets
Goal?
Yes
Yes
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hvdrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 18.60 25.92 18.60 25.92
Comparison of SCS peak to
Design with BMPs Design Design Source Target
without BMPs with BMPs
1-yr 24-hr storm (cfs) 25.92 25.92 Estimated 25.92
30 -~1-yr 24-hr storm
25 - -
20 -
15
10
5
0
~~ 6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
Meets
Goal?
Yes
Post, no BMPs
Existing
-Post. with BMPs
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-2 (Martin Drive) Page 3 of 18

ii

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-2 (Martin Drive)
Land Use Summary
Total Site Area (acres) 6.7968
Pre-development impervious percentage 30.6%
Post-development impervious percentage 30.6%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 13.11 13.11 13.11
Annual Infiltration (inches/yr) 2.20 2.20 2.20
Annual Pollutant Load and Target Su mmary

Total Site Annual Load Existing Design Design
I <fr fiec Meets
Landuse without BMPs with BMPs Goal?
Total Nitrogen (Ib/yr) 45 45 29
Total Phosphorus (Ib/yr) 7.3 7.3 4.0
Sediment (tonlyr) 0.51 0.51 0.08 ,i iI?a Yes
Nitrogen Load Phosphorus Load Sediment Load
50 _ _ 8.0 _ _ i 0.60

40 7.0 0.50
6.0

30 ~
5.0
0.40
4.0 0.30
20 3.0
0.20
10 2'0 i aiyet

0 0.0 0.00
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 6.58 6.58 4.28 6.00 Yes
Total Phosphorus (Ib/ac/yr) 1.07 1.07 0.59 1 ~:~ Yes
Sediment (ton/ac/yr) 0.075 0.075 0.012
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Ib/ac/yr
Nitrogen Rate Phosphorus Rate Sediment Rate
7.00 _ _ 1.40 +.+ ~;. + 0.080 _ _
6.00 I _r y i 1.20 0.070
5.00 1.00 0.060

4.00
0.80 0.050
0.040
3.00 _ 0.60 r._ ... 0.030 i
i 2.00 ; 0.40 i 0.020 ~
'~
1.00 h
I
0 20 I
0.010
®

II 0.00
0 00
- -0.000
- _~ I
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-2 (Martin Drive) Page 4 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac-ft) Existing Design BMP Storage
~.ar~t
Landuse without BMPs Volume
1 inch storm 0.162 0.162 0.182 0.162
1-yr 24-hr storm 0.874 0.874 0.182 0.000
1 inch storm 1 yr 24 hr
0.2 0.2 1
0'2 ° 2 Storm Event
0.1 0.1 Not Selected
o0.1 0.1
0.0 0.0
Meets
Goal?
Yes
Yes
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 16.06 20.22 16.06 20.22
Comparison of SCS peak to
Design with BMPs Design Design
without BMPs with BMPs Source
1-yr 24-hr storm (cfs) 20.22 20.22 Estimated
25 - - 1-yr 24-hr storm
20
,~ 15 -
" 10
5
0
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
-Post, no BMPs
Existing
-Post, with BMPs
12.00 AM 3:00 AM
Target Meets
Goal?
20.22 Yes
APPENDIX G

' Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-3 (Martin Drive) Page 5 of 18

1

J

1

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-3 (Martin Drive)
Land Use Summary
Total Site Area (acres) 10.8824
Pre-development impervious percentage 30.6%
Post-development impervious percentage 30.6%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 13.11 13.11 13.11
Annual Infiltration (inches/yr) 3.17 3.17 3.17
Annual Pollutant Load and Target Su mmary
Existing Design Design Meets
Total Site Annual Load t roclct
Landuse without BMPs with BMPs Goal?
Total Nitrogen (Ib/yr) 72 72 47
Total Phosphorus (Ib/yr) 11.7 11.7 6.4
Sediment (ton/yr) 0.82 0.82 0.12 ~~ ~? Yes

Nitrogen Load Phosphorus Load Sediment Load
80 _. _. __ 14.0 _ i 0.90 --
70 12.0 0.80
60 10.0 0.70
50 0.60

40 8.0 0.50
6.0 0.40
30
4
0 0.30
20 . 0.20 I rc3;:=t
1 ~ ~
0 - 0.0 - 0.00

Areal Loading Rates Existing Design Design Meets
Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 6.58 6.58 4.28 6,00 Yes
Total Phosphorus (Ib/ac/yr) 1.07 1.07 0.59 1 33 Yes
Sediment (ton/ac/yr) 0.075 0.075 0.011
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Ib/ac/yr
Nitrogen Rate ~ Phosphorus Rate Sediment Rate
I 7.00 _ _ ~ 1.ao ~,,. r~:~- o.oao - ,
6.00 1.20 0.070
i
5.00 1.00 0.060 ~
t
4.00 K '
.-
0.80
:• 0.050 -
.. ~
. 0.040
3.00 0 60
` 0.030
2.00 0.40
'
v I 0.020
i
~ 1.00 0.20 0.010

0.00
-_ -
0.00 ''
--

'- 0.000 _ - -
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-3 (Martin Drive) Page 6 of 18
Storm Event Runoff Volume and Target Summary

Runoff Volume (ac-ft) Existing Design BMP Storage
~atciet Meets
Landuse without BMPs Volume Goal?
1 inch storm 0.243 0.243 0.265 0.243 Yes
1-yr 24-hr storm 1.287 1.287 0.265 0.000 Yes
-- - --
1 Inch storm 1 yr 24 hr
0.3 _. - 0.3 l
0.3 0.3
o.z o.z
o.z oz
a~ o.i
0.1 0.1
0.0 0.0
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Storm Event
Not Selected
Estimated Peak Flows, Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hyd Rational Unit Hyd
1-yr 24-hr storm (cfs) 24.85 29.86 24.85 29.86
Comparison of SCS peak to
Design with BMPs Design Design Source Tarmac et Meets
without BMPs with BMPs - Goal?
1-yr 24-hr storm (cfs) 29.86 29.86 Estimated 29.86 Yes
35 - --
30 -
- - 1-yr 24-hr storm
_ - - -
-Post no BMPs
25 Existing ~
w 20 - - - -Post, with BMPs
" 15
10
5
0
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM 12.00 AM 3:00 AM
APPENDIX G

I Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-4 (Miller Street) Page 7 of 18
ii

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-4 (Miller Street)
Land Use Summary
Total Site Area (acres) 3.453
Pre-development impervious percentage 45.3%
Post-development impervious percentage 45.3%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 18.43 18.43 18.43
Annual Infiltration (inches/yr) 4.66 4.66 4.66
Annual Pollutant Load and Target Su mmary
Existing Design Design Meets
Total Site Annual Load Landuse without BMPs rLi1g~t
with BMPs Goal?
Total Nitrogen (Ib/yr) 29 29 19
Total Phosphorus (Ib/yr) 4.6 4.6 2.5
Sediment (ton/yr) 0.37 0.37 0.06 d. tr>i Yes
Nitrogen Load Phosphorus Load Sediment Load
35 5.0 _ _ _ 0.40 --
30 0.35

25 4.0
0.30
20 3.0 0.25
0.20
15 2.0
0.15

10

1.0 _

,.
0.10
~
~ ~
0 _ 0.0 --
0.00
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 8.38 8.38 5.45 6.00 Yes
Total Phosphorus (Ib/ac/yr) 1.34 1.34 0.74 1 33 Yes
Sediment (ton/ac/yr) 0.108 0.107 0.017
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Ib/aclyr
~
Nitrogen Rate
, Phosphorus Rate Sediment Rate
9.00 - _ _ _ 1.60 0.120 _ _ - _ __
8.00 1.40 Tr~rg~i 0.100
7.00 1.20
6.00 1.00 0.080
5.00
0.80
0.060
4.00
~ 3.00 0.60 0.040
2.00 0.40
0.020 ~
-
1.00 0.20
0.00 - 0.00 0.000
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-4 (Miller Street) Page 8 of 18
Runoff Volume (ac-ft)
1 inch storm
1-yr 24-hr storm
1 inch storm
0.2 ---
0.1
0.1
0.0
Storm Event Runoff Volume and Target Summary
Existing Design BMP Storage Meets
Landuse without BMPs Volume 1 arc~ei Goal?
0.105 0.105 0.132 0.105 Yes
0.416 0.416 0.132 0.000 Yes
1 yr 24 hr
0.2
0.1
0.1
0.0
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 8.46 8.51 8.46 8.51
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1-yr 24-hr storm (cfs) 8.51 6.56 Estimated 8.51 Yes
10 _ _ _ _ _ 1-Yr 24-hr sto m --
1
$ Post, no BMPs
Existing
w 6
U - - -Post, with BMPs
4
2
0
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM 12:00 AM 300 AM
APPENDIX G

1 Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-5 (South Dover Street) Page 9 of 18

1

1

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-5 (South Dover Street)
Land Use Summary
Total Site Area (acres) 8.803820018
Pre-development impervious percentage 43.3%
Post-development impervious percentage 43.3°/a
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 17.69 17.69 17.69
Annual Infiltration (inches/yr) 7.14 7.14 7.14
Annual Pollutant Load and Target Su mmary
Existing Design Design Meets
Total Site Annual Load Landuse without BMPs with BMPs , ~i c1r~; Goal?
Total Nitrogen (Ib/yr) 72 72 47
Total Phosphorus (Ib/yr) 11.5 11.5 6.3
Sediment (ton/yr) 0.91 0.91 0.14 t) i n Yes

Nitrogen Load Phosphorus Load Sediment Load
80 _ _ - 14.0 ~ 1.00 _ _ __ _ _ _ _
70 12.0
0.80
60 10.0
50
8.0 0.60
40
30 6' 0 0.40
20 4.0
0.20 1 ;--~~,aet
10 2.0
0 __ 0.0 ...._ _- 0.00
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 8.13 8.13 5.29 6.00 Yes
Total Phosphorus (Ib/aclyr) 1.30 1.30 0.72 1.33 Yes
Sediment (ton/ac/yr) 0.104 0.103 0.016
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Iblac/yr

Nitrogen Rate ~ Phosphorus Rate Sediment Rate
9.00 +~+,tr~:
1.40 0.120 __
8.00 ~
1.20
0.100
7.00
6.00
1.00
0.080
5.00 0.80
0.060
4.00 ' 0.60
3.00 0.40 0.040 i
2.00 ~ o.zo o.ozo ~,
- - - -- - J
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7!2007
Site: BMP-5 (South Dover Street) Page 10 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac-ft) Existing Design BMP Storage
1
~r
~{et Meets
_
_
Landuse without BMPs Volume _ Goal?
1 inch storm 0.256 0.256 0.279 0.256 Yes
1-yr 24-hr storm 0.914 0.914 0.279 0.000 Yes
1 inch storm
0.3
0.3
0.2
o.z
o.l
o.l
o.o
1 yr 24 hr
0.3
0.3
a2
oz
01
0.1
00
Storm Event
Not Selected
Storm Event
Not Selected
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hvdrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 18.32 14.50 18.32 14.50
Comparison of SCS peak to
Design with BMPs Design Design
Source Meets
Target
without BMPs with BMPs ~
Goal .
1-yr 24-hr storm (cfs) 14.50 10.91 Estimated 14.50 Yes
20 _ 1-yr 24-hr storm -
__ _ ___-
15 _ ~st, no BMPs
Ewsting
u 10 -Post, with BMPs
5
0
~, 6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM 12:00 AM 3:00 AM
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-6 (South Seacrest Street) Page 11 of 18

1

1

1

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-6 (South Seacrest Street)
Land Use Summary
Total Site Area (acres) 18.38735078
Pre-development impervious percentage 27.2%
Post-development impervious percentage 27.2%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 11.88 11.88 11.88
Annual Infiltration (inches/yr) 8.62 8.62 8.62
Annual Pollutant Load and Target Summary
Existing Design Design Meets
Total Site Annual Load Landuse without BMPs with BMPs T~iryet Goal?
Total Nitrogen (Ib/yr) 111 111 72
Total Phosphorus (Ib/yr) 18.1 18.1 10.0
Sediment (ton/yr) 1.24 1.24 0.19 0 1 ~i Yes
Nitrogen Load Phosphorus Load Sediment Load
120 __ _ _ - 20.0 1.40 _ _ _ _ _
100 1.20

80 15.0 1.00
i
0.80
60 10.0
0.60
40
5.0 0.40
i zo yep
20 0.20
0 -- - 0.0 0.00 _
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 6.03 6.03 3.92 6.00 Yes
Total Phosphorus (Ib/ac/yr) 0.99 0.99 0.54 1.33 Yes
Sediment (ton/ac/yr) 0.068 0.067 0.010
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Ib/ac/yr
Nitrogen Rate Phosphorus Rate Sediment Rate
7.00 _ 1.40 +<,»~„~ .. 0.080 __ __
~~
I a. yai
6.00 1.20 0.070
5.00 1.00 0.060
4.00 0.80 0.050
0.040
3.00 0.60 0.030
2.00 0.40 ~
0.020
1.00 0.20 0.010
~
0.00 - 0.00 - 0.000 -
--
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output
Site: BMP-6 (South Seacrest Street)
2/7/2007
Page 12 of 18
Storm Event Runoff Volume and Target Summary
Existing
Runoff Volume (ac-ftl
- Design BMP Storage
Target Meets
Landuse without BMPs Volume ~~~ Goal?
1 inch storm 0.341 0.341 0.374 0.341 Yes
1-yr 24-hr storm 1.360 1.360 0.374 0.000 Yes
1 inch storm 1 yr 24 hr
0.4 - 0.4
°'3 ° 3 Storm Event Storm Event
o.z o.2 ! Not Selected Not Selected
0.1 0.1
0.0 0.0 _~
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hyd Rational Unit Hyd
1-yr 24-hr storm (cfs) 34.14 23.11 34.14 23.11
Comparison of SCS peak to
Design with BMPs Design Design Source
without BMPs with BMPs
1-yr 24-hr storm (cfs) 23.11 15.30 Estimated
25 ' 1-yr 24-hr storm ---
20 - -
a 15 -
~ 10
5
I 0
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
Target Meets
Goal?
23.11 Yes
-Post, no BMPs
-Existing
-Post, with BMPs
12:00 AM 3:00 AM
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-7 (South Myrtle Avenue) Page 13 of 18

0
e
t

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-7 (South Myrtle Avenue)
Land Use Summary
Total Site Area (acres) 12.19484389
Pre-development impervious percentage 14.3%
Post-development impervious percentage 14.3%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 7.18 7.18 7.18
Annual Infiltration (incheslyr) 10.49 10.49 10.49
Annual Pollutant Load and Target Summary

Total Site Annual Load Existing Design Design
[
a~:~t~=~ Meets
Landuse without BMPs ,_
with BMPs Goal?
Total Nitrogen (Ib/yr) 56 56 36
Total Phosphorus (Ib/yr) 9.5 9.5 5.2
Sediment (ton/yr) 0.46 0.46 0.07 0 07 Yes
Nitrogen Load Phosphorus Load Sediment Load
60 __. - _ - 10.0 - 0.50 __
50 8.0 0.40
40
6.0 0.30
30
4.0 0.20
20
10 2.0 0.10 I <~r3et
0 -- ~ 0.0 - 0.00 ~.
Existing Design Design Meets
Areal Loading Rates Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 4.58 4.58 2.98 6.00 Yes
Total Phosphorus (Iblaclyr) 0.78 0.78 0.43 t 33 Yes
Sediment (ton/ac/yr) 0.038 0.038 0.006
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy-down range of 3.6 to 6 Ib/aclyr
Nitrogen Rate Phosphorus Rate Sediment Rate
7.00 _
1 diyr,t 1.40 ~., ;._. , 0.040 - __. - -__

6.00
1.20 - 0.035
5.00 1.00 0.030

4.00
0.80 0.025
0.020
3.00 0.60 0.015
2.00 0.40 0.010
1.00 0.20 0.005
~
0.00 - 0.00 - 0.000 _
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-7 (South Myrtle Avenue) Page 14 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac-ftl Existing Design BMP Storage Meets
Landuse without BMPs Volume laru~t Goal?
1 inch storm 0.128 0.128 0.181 0.128 Yes
1-yr 24-hr storm 0.566 0.566 0.181 0.000 Yes
1 inch storm 1 yr 24 hr
0.2 _ - ~ 0.2
0'2 °'2 ~ Storm Event Storm Event
0.1 0.~ Not Selected Not Selected
0.1 p.1
0.0 0.° - i
Peak Flow and Hydrograph Summary
Estimated Peak Flows. Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hyd Rational Unit Hyd
1-yr 24-hr storm (cfs) 13.75 5.51 13.75 5.51
Comparison of SCS peak to
Design with BMPs Design Design
Source
Target
without BMPs with BMPs
1-yr 24-hr storm (cfs) 5.51 2.60 Estimated 5.51
6 ~yr 24-hr storm
5 __
4 -
a 3
U
2
1
0
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM
Meets
Goal?
Yes
~POSt, no BMPs
-Existing
-Post, with BMPs
12:00 AM 3:00 AM
APPENDIX G

' Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-8 (Holloway Drive) Page 15 of 18

Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-8 (Holloway Drive)
Land Use Summary
Total Site Area (acres) 3.79520202
Pre-development impervious percen tage 15.2°/a
Post-development impervious perce ntage 15.2%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 7.51 7.51 7.51
Annual Infiltration (inches/yr) 10.20 10.20 10.20
Annual Pollutant Load and Target Su mmary
Total Site Annual Load Existing Design Design Tar et
~ Meets
Landuse without BMPs with BMPs --
- Goal?
Total Nitrogen (Ib/yr) 18 18 12
Total Phosphorus (Ib/yr) 3.0 3.0 1.7
Sediment (ton/yr) 0.15 0.15 0.02 G 02 Yes
Nitrogen Load Phosphorus Load Sediment Load
20 _ _ 3.5 0.16
3.0 0.14
15 2 5 0.12
2.0 0.10
10 0.08
1.5
0.06
5 1'0 0.04
f
aryet
0.5
0 - 0.0 0.00 ~ ~
Areal Loading Rates Existing Design Design Meets
Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 4.70 4.70 3.05 6.00 Yes
Total Phosphorus (Ib/ac/yr) 0.79 0.79 0.44 1 33 Yes
Sediment (ton/ac/yr) 0.040 0.040 0.005
Site is located in Urban Residential Nutrient Zone
TN loading rate is below the buy-down range of 3.6 to 6 Iblac/yr
Nitrogen Rate Phosphorus Rate Sediment Rate
7.00 1.40 ~ . ,_ ~.-,.. 0.045.
6.00 Iaiyut 1.20 0.040
0.035
5.00 1.00 0.030
4.00 0.80 0.025
3.00 - 0.60 0.020 -

2.00
~
0.40 0.015

" 0.010
1.00 ; ~ 0.20 0.005
0.00 0.00 ~ ~- 0.000 --
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-8 (Holloway Drive) Page 16 of 18
Storm Event Runoff Volume and Target Summary
Runoff Volume (ac-ftl Existing Design BMP Storage Meets
Landuse without BMPs Volume ~ ~` ` `~ Goal?
1 inch storm 0.042 0.042 0.075 0.042 Yes
1-yr 24-hr storm 0.189 0.189 0.075 0.000 Yes
1 inch storm 1 yr 24 hr ~
0.1 p.1
0'1 ~ ° 1 Storm Event Storm Event
o.o o.o Not Selected Not Selected
o.o o.o
o.o o.o
Peak Flow and Hydrograph Summary
Estimated Peak Flows, Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 4.97 2.54 4.97 2.54
Comparison of SCS peak to
Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1-yr 24-hr storm (cfs) 2.54 0.51 Estimated 2.54 Yes
3 - - ._ _ .__ __ _ _' 1-Yr 24-hr storm _ --- -- -
2.5 =Post, no BMPs
2 _ _ _ _ Existing
1 5 Post, with BMPs
1
0.5
0,
6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM 12:00 AM 3:00 AM
APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-9 (East Shine Street) Page 17 of 18

1
1
Upper Neuse Site Evaluation Tool -Site Performance Analysis
Adkin Branch
City of Kinston, NC
BMP-9 (East Shine Street)
Land Use Summary
Total Site Area (acres) 12.75243113
Pre-development impervious percentage 36.9%
Post-development impervious percentage 36.9%
Annual Hydrology Summary
Existing Design Design
Landuse without BMPs with BMPs
Annual Surface Runoff (inches/yr) 15.39 15.39 15.39
Annual Infiltration (inches/yr) 6.64 6.64 6.64
Annua l Pollutant Load and Target Su mmary
Existing Design Design Meets
Total Site Annual Load Landuse without BMPs 1~rct~t
with BMPs Goal?
Total Nitrogen (Ib/yr) 94 94 61
Total Phosphorus (Ib/yr) 15.2 15.2 8.3
Sediment (ton/yr) 1.14 1.14 0.17 +:i a ! Yes
Nitrogen Load Phosphorus Load Sediment Load
100 ......._.. . _.. __ _ 16.0
14.0 1.20
80
12.0 1.00
60 10.0 0.80
8.0 0.60
40 6.0
0.40
20 4.0 I aryc;l

0 _ 0.0 - 0.00....
Existing Design Design Meets
Areal Loading Rates
Landuse without BMPs with BMPs Target Goal?
Total Nitrogen (Ib/ac/yr) 7.36 7.36 4.78 6.00 Yes
Total Phosphorus (Ib/ac/yr) 1.19 1.19 0.65 1 33 Yes
Sediment (ton/ac/yr) 0.089 0.089 0.013
Site is located in Urban Residential Nutrient Zone
TN loading rate is within the buy-down range of 3.6 to 6 Ib/aclyr

Nitrogen Rate I Phosphorus Rate Sediment Rate
8.00 . I 1.40 , .. ;~ 0.100
7.00 1.20
0.080
6.00 1.00
5.00
0.80 0.060
~ 4.00
i 3.00 0.60 0.040
~ 2.00 0.40
~ 0.020
1.00 _
0.20
0.00 - 0.00 - 0.000 -
' APPENDIX G

Adkin Branch -Lenoir Co., NC SET Model Output 2/7/2007
Site: BMP-9 (East Shine Street) Page 18 of 18
Runoff Volume (ac-ft)
1 inch storm
1-yr 24-hr storm
1 inch storm
0.4 _- -
0.3
0.2
0.1
0 --
Peak Flow and Hydrograph Summary
Target Meets
Goal?
0.312 Yes
0.000 Yes
Storm Event
Not Selected
Estimated Peak Flows. Rational and
SCS Unit Hydrograph Methods Existing Landuse Design without BMPs
Rational Unit Hvd Rational Unit Hvd
1-yr 24-hr storm (cfs) 23.63 17.92 23.63 17.92
Comparison of SCS peak to

Design with BMPs Design Design Source Target Meets
without BMPs with BMPs Goal?
1-yr 24-hr storm (cfs) 17.92 15.32 Estimated 17.92 Yes
20 - - - --------
--
1-yr 24-hr storm
---
-Post, no BMPs
15 ------ - - - Existing
~ 10
v Post, with BMPs
5
0

6:00 AM 9:00 AM 12:00 PM 3:00 PM 6:00 PM 9:00 PM 12:00 AM 3:00 AM
Storm Event Runoff Volume and Target Summary
Existing Design BMP Storage
Landuse without BMPs Volume
0.312 0.312 0.350
1.221 1.221 0.350
1 yr 24 hr
0.4 _ i
0.3 Storm Event
0.2 Not Selected
0.1
0.0
APPENDIX G

Project [D No. 05656101
~dkin Branch Sh~earn Restoration Project, Lenoir County, No~~~h Carolina
RES"CORATION PLAN
APPENDIX H
REGIONAL CURVE DOCUMENTATION
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