20200002 Ver 1_Mitigation Plans 12-08-2021_20220217

Draft Three Creeks Farm Mitigation
Bank
Mitigation Plan
Davidson County, North Carolina
Yadkin River Basin HUC 03040103
USACE Action ID No. SAW-2019-02341
Bank Sponsor: Eco Terra Partners, LLC
Prepared By: Eco Terra Partners, LLC with assistance from VHB Engineering NC, P.C.
December 2021
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Draft Mitigation Plan
Three Creeks Farm Mitigation Bank
Davidson County, NC
Yadkin River Basin HUC 03040103
USACE Action ID No. SAW-2019-02341
Prepared By:
ecoJ terra
Eco Terra Partners, LLC
1328 Dekalb Avenue NE
Atlanta, GA 30307
409.913.0020
�Vhb
VHB Engineering N C, P.C.
940 Main Campus Dr. Ste. 500
Raleigh, NC 27606
919.754.5019
This mitigation plan has been written in conformance with the requirements of the following:
• Federal rule for compensatory mitigation project sites as described in the Federal Register Title 33
Navigation and Navigable Waters Volume 3 Chapter 2 Section § 332.08 paragraphs (c)(2) through
©(14).
Contributing Staff:
Michael Beinenson, Principal in Charge, Eco Terra
Norton Webster, Project Manager, Eco Terra
Heather Smith, LSS, Project Manager/Natural Resources, VHB
Reid Robol, P.E., Lead Designer, VHB
Miranda Salzler, P.E., Designer/FEMA Compliance, VHB
Jenny Fleming, P.E., Design QA/QC, VHB
Lane Sauls, QA/QC, VHB

Executive Summary
Eco Terra Partners, LLC, the bank sponsor, is proposing a stream and wetland mitigation bank,
Three Creeks Mitigation Bank, in the Yadkin River Basin. Figure 1 shows the Site location. This
project will enhance and restore Little Brushy Fork and five of its tributaries and restore and
enhance five wetlands. The work completed by this project will offset unavoidable impacts to
Waters of the United States in the service area of hydrologic unit (HUC) 03040103.

Table of Contents
1.0 Introduction 1
1.1 Site Description 1
2.0 Watershed Approach and Site Selection 1
2.1 Subbasin 2
3.0 Baseline and Existing Conditions 3
3.1 Landscape Characteristics 3
3.1.1 Physiography and Topography 3
3.1.2 Geology and Soils 4
3.2 Land Use/Land Cover 4
3.3 Existing Vegetation 5
3.4 Project Resources 5
4.0 Watershed and Channel Disturbance Response 11
5.0 Functional Uplift Potential 11
5.1 Hydrology 12
5.2 Hydraulics 13
5.3 Channel Geomorphology 13
5.4 Physicochemical 14
5.5 Biology 14
5.6 Overall Functional Uplift Potential 15
5.7 Site Constraints to Functional Uplift 15
6.0 Regulatory Considerations 15
6.1 Biological Resources 16
6.2 Cultural Resources 17
6.3 FEMA Floodplain Compliance 18
6.4 Section 401/404 18
7.0 Goals and Objectives 19
8.0 Design Approach and Mitigation Work Plan 20
8.1 Design Approach Overview 20
8.2 Reference Streams 21

8.2.1 UT to Little Brushy Fork 22
8.2.2 North Prong Creek 22
8.2.3 Lake Norman Group Camp Upstream 22
8.2.4 UT to Lyle Creek 22
8.3 Design Channel Morphological Parameters 23
8.4 Bankfull Discharge Analysis- 23
8.4.1 Published Regional Curve Data 24
8.4.2 Continuity Equation and Velocity Comparison Analysis 24
8.4.3 Existing Bankfull Indicators (Manning's Equation) 25
8.4.4 Design Discharge Analysis Summary 25
8.5 Sediment Transport Analysis 27
8.5.1 Sediment Supply 27
8.5.2 Competence and Capacity Analysis 28
8.6 Wetland Design 31
8.6.1 Wetland Design Overview 31
8.6.2 Hydric Soils within Wetland Restoration/Enhancement Areas 31
8.6.3 Reference Wetland 32
8.6.4 Hydrologic Modeling 32
8.7 Project Implementation 34
8.7.1 Stream Restoration and Enhancement 34
8.7.2 Wetland Mitigation Activities 35
8.8 Vegetation and Planting Plan 37
8.9 Project Risk and Uncertainties 38
8.10 Proposed Crossings 38
9.0 Performance Standards 39
9.1 Streams 39
9.1.1 Dimension 39
9.1.2 Pattern and Profile 39
9.1.3 Photo Documentation 39
9.1.4 Bankfull Events 39
9.2 Wetlands 40

9.3 Vegetation 40
9.4 Visual Assessments 41
10.0 Monitoring Plan 41
10.1 As -Built Survey 42
10.2 Visual Monitoring 42
10.3 Hydrology Monitoring 43
10.4 Cross Sections 43
10.5 Vegetation Monitoring 43
10.6 Scheduling and Reporting 43
11.0 Long -Term Management Plan 43
11.1 Ownership and Long -Term Manager 43
11.2 Long -Term Management Activities 44
11.3 Funding Mechanism 44
12.0 Adaptive Management Plan 45
13.0 Determination of Credits 46
14.0 Financial Assurances 48
15.0 References 50
Figures
Figure 1. Vicinity Map
Figure 2. Service Area
Figure 3. Anticipated NCDOT Projects for Fiscal Years 2020 — 2029 in Yadkin 03
Figure 4. Existing Conditions
Figure 5. USGS Topographic Map
Figure 6. NRCS Soil Survey
Figure 7. 1964 Historical Aerial
Figure 8. FEMA Mapped Areas
Figure 9. Mitigation Areas
Figure 10A. Monitoring Plan Overview
Figure 10B. Monitoring Plan
Figure 10C. Monitoring Plan
Figure 10D. Monitoring Plan

Tables
Table 1. General Project Information
Table 2. Project Resources Existing Conditions
Table 3. Project Attribute Table
Table 4. Summary of NCWAM Scores
Table 5. Regulatory Considerations
Table 6. Federally Protected Species Potentially Occurring in Davidson County
Table 7. Estimated Impacts to Jurisdictional Resources
Table 8. Mitigation Goals and Objectives
Table 9. Stream Reference Data Utilized for Design Development
Table 10. Select Proposed Morphological Parameters
Table 11. Stream Design Discharge Analysis Summary
Table 12. Results of Competence Analysis
Table 13. Water Budget Analysis of Wetland 4
Table 14. Proposed Wetland Mitigation Activities and Credit Ratios
Table 15. Wetland Mitigation Units
Table 16. Proposed Planting Plan
Table 17. Monitoring Plan
Table 18. Long -Term Management Plan
Table 19. Management Funding
Table 20. Project Assets Summary
Table 21. Stream Assets
Table 22. Wetland Assets
Table 23. Reduction of Penal Sum
Appendices
Appendix A. Conservation Easement Information -Draft
Appendix B. USACE Wetland Data Forms and Preliminary Jurisdictional Determination
Appendix C. NCDWR Stream Classification Forms
Appendix D. 60% Design Plans
Appendix E. IRT, USFWS, NCWRC, and SHPO Correspondence
Appendix F. Wetland Hydrologic Modeling Charts
Appendix G. Project Risk and Uncertainties
Appendix H. Credit Release Schedule
Appendix I. Financial Assurance

1.0 Introduction
1.1 Site Description
The Three Creeks Farm Mitigation Site (hereinafter referred to as the Project Site or Site) is
located in Davidson County, approximately four miles south of Winston-Salem near the
community of Midway (Figure 1). The center latitude and longitude are 35.970173 °N and -
80.197086 °W. It is part of the Yadkin River Basin within 14-digit Hydrologic Unit Code (HUC)
03040103030010 and NC Division of Water Resources (NCDWR) Subbasin 03-07-07. The Project
Site was ultimately selected based on its potential for functional uplift opportunities to existing
impaired streams and wetland resources resulting from previous and current land use activities.
The project will provide a combination of stream and wetland mitigation credits in the Yadkin
River Basin 8-digit Cataloging Unit 03040103 (a.k.a. Yadkin 03). Stream attributes include the
restoration of approximately 9,043 linear feet (If) and enhancement of 789 If of stream channel.
The combined restoration and enhancement activities will generate a total of 9,385 Stream
Mitigation Units (SMUs). In addition, wetland attributes include the restoration (through
rehabilitation) of 1.41 acres of degraded wetland areas, re-establishment of 2.68 acres, and the
enhancement of 2.70 acres of riparian wetlands. Wetland restoration and enhancement
activities will generate 3.75 Wetland Mitigation Units (WMUs). The Site will be protected in
perpetuity by a 40.63-acre conservation easement, which is provided in Appendix A.
2.0 Watershed Approach and Site Selection
The NC Office of State Budget and Management (2021) predicts that the counties within the
Yadkin 03 Cataloging Unit (CU) will see a population increase between 0.9% and 8.4% over the
next 10 years (2020-2030). The Office also predicts that the three most populous counties in the
Unit will witness an 8% or greater increase. This increase in population will increase
development pressures, conversion of land use, and increased need for transportation
infrastructure, all demanding a need for stream and wetland mitigation in this CU. The
Mitigation Bank will help to offset unavoidable impacts to jurisdictional resources in this area.
The Site's service area is the Yadkin 03 watershed (Figure 2).
Potential customers for the Bank include, but are not limited to commercial and residential
developers, county governments and local municipalities, and the NC Department of
Transportation (NCDOT). The Yadkin 03 watershed incorporates parts of the Winston-Salem, NC
Metropolitan Statistical Area, including the cities of Greensboro, Winston-Salem, and High Point.
Additional cities and towns within the CU are Lexington, Thomasville, Kernersville, Asheboro,
Salisbury, and several other smaller municipalities. Figure 3 illustrates anticipated NCDOT
projects for Fiscal Years 2020-2029 in the Cataloging Unit.
Abbotts Creek and the Lexington -Thomasville Water Supply Reservoir, classified as WS-III and
WS-III/CA, relatively, are receiving waters located downstream of the Site. They are both
identified on the 2018 303(d) list as Impaired for chlorophyll a. This Site currently serves as a
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source of nutrients from ongoing livestock operations adjacent to multiple unbuffered streams,
as well as a source of sediment from the actively eroding stream banks. Section 5.4 discusses
the nutrient removal benefits with project implementation. Reducing nutrient and sediment
inputs at one of the sources will ultimately help to ameliorate the increased presence of
chlorophyll a in the downstream drinking water. Protecting these sources of drinking water
within the greater Yadkin 03 area is imperative for economics and growth and critical for the
environment.
2.1 Subbasin
The project is within the NCDWR Subbasin 03-07-07. The Yadkin Pee -Dee River Basin Plan (RBP)
serves as the watershed plan for this Subbasin. According to data provided in the Plan (2003),
this subbasin is the most developed in the basin. Based on recent 2018 aerials of the watershed,
the Project Site consists of approximately 40% agricultural, 40% forested, and 15% developed
lands. The remaining 5% is classified as impervious area.
The NC Department of Environmental Quality (NCDWQ) Yadkin River Basinwide Water Quality
Plan (RBWQP) (2008) rates Abbotts Creek as Impaired, with stormwater runoff serving as the
main contributing source. Additional impairments listed are habitat degradation, turbidity, fecal
coliform, and nutrient enrichment. The Plan also states that soils within the Abbotts Creek
watershed are susceptible to erosion and provide increased sediment downstream. The Site
contributes nutrients and sediment due to its approximately 80 head of cattle and the lack of
exclusion fencing along the stream corridors.
The NC Division of Mitigation Services (DMS) River Basin Restoration Priorities (RBRP) (2009)
further describes the 03040103 CU in detail as having multiple impaired streams. Its stated
goals for the watershed are:
• continuation of watershed improvements;
• protection of wildlife resources;
• improved management of stormwater runoff to these waters; and,
• mitigation of impacts resulting from urbanization in the area.
The Site supports all four of the recommended goals. It was selected for the opportunity to
restore/enhance approximately two miles of stream channel, restrict livestock access to streams,
restore/enhance riparian wetlands, and provide functional uplift upstream of a designated
impaired drinking water source.
Agricultural and forestry practices are two of the known stressors within the local watershed.
These activities contribute nutrients, fecal coliform, and increased sediment to receiving waters.
Project implementation will provide numerous ecological benefits within the Yadkin River Basin.
Project benefits range from Site specific aquatic and terrestrial habitat improvements to those
that extend beyond the immediate area and improve water quality in the river basin including,
reduction of nutrient and sediment loads.
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Stream and wetland restoration/enhancement activities will address the stressors identified in
the RBWQP by stabilizing stream banks, removing cattle access to wetlands and streams, and
planting forested riparian buffers. The project will increase retention times, reduce surface water
temperatures, and increase floodplain connectivity. The reduction of downstream nutrient and
sediment loads will also help to reduce the production of chlorophyll a.
3.0 Baseline and Existing Conditions
Table 1 summarizes watershed attributes associated with the Site. The existing conditions of the
watershed (Figure 4) and watershed processes, including watershed disturbance and response
are described in the following sections. Existing conditions photos are provided in Appendix B.
Table 1: General Project Information
Project Watershed Summary Information
Physiographic Province
Piedmont
Ecoregion
Ecoregion 45b-Southern Outer Piedmont
River Basin
Yadkin River
USGS HUC (8-digit, 14-digit)
03040103, 03040103030010
NCDWR Sub -basin
03-07-07
Project Drainage Area
4.2 sq. mi. (measured from downstream end at
project terminus)
Project Drainage Area Percent Impervious Area
5%
CGIA Land Use Classification
40% forested, 40% agriculture, 15% developed,
5% impervious
3.1 Landscape Characteristics
3.1.1 Physiography and Topography
The Site is located in the Piedmont physiographic province of North Carolina. Project
implementation will address six total stream channels: Little Brushy Fork and five of its unnamed
tributaries (UTs). For the context of this document and the construction drawings, the tributaries
have been labeled UT1 through UT5. Figure 4 depicts their locations, as well as other existing
Site conditions.
Topography at and surrounding the Project Site is characterized as gently rolling with medium
sized floodplains (Figure 5). Little Brushy Fork, UT1, UT4, and UT5 are part of a wide valley
traversing in a southerly direction and ranging in width between 250 and 350 feet. Average
slopes associated with the valley range between 0.18% and 0.70%. UT2 and UT3 are associated
with steeper valleys, with widths ranging between 50 and 150 feet. Channel slopes average
1.5% to 4.9%, respectively.
Five wetland areas, labeled as Wetlands 1 through 5 are part of the overall project. Wetlands 1,
3, 4, and 5 are all associated with the floodplain of Little Brushy Fork. These riparian wetlands
receive overbank flooding, surface runoff from the surrounding landscape, and groundwater
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infiltration. Wetland 2 is a headwater wetland situated along the upper portion of UT3 near its
transition point from an ephemeral to an intermittent stream channel.
3.1.2 Geology and Soils
The Site is located in a portion of the Piedmont known as the Charlotte Belt (NCGS, 1985). The
rocks in this region are primarily granite and gabbroic plutons and range in age from 735 million
to 235 million years old. The Charlotte Belt contains highly altered mafic intrusive rocks formed
by ocean crust, including gabbro, amphibolite, serpentine, and greenstone metabasalt. Streams
in the Charlotte belt have intermittent baseflow throughout the year. A study by Guise and
Mason (1993) states that the Charlotte Belt in the western Piedmont has an "intermediate
potential for sustaining base flow to streams." Little Brushy Fork and UT1 appear to have
consistent baseflow due to the larger drainage area for these systems, while UT2, UT3, UT4, and
UT5 all appear to experience intermittent flow periods during the summer months, as witnessed
during Site visits.
Chewacla loam dominates the floodplain along Little Brushy Fork and UT1 (Figure 6). This soil
frequently floods and is classified by the Natural Resources Conservation Service (NRCS) as
somewhat poorly drained with a depth greater than 80 inches. The depth to bedrock provides
no natural grade control in the streambed, allowing the streams to degrade and incise according
to current flow regimes and patterns. The degradation and incision will likely continue until the
channels reach bedrock or a manmade barrier, which is not likely to occur within the foreseeable
future.
Little Brushy Fork, UT1, and UT4 exhibit excess sand that masks natural bedform substrate
diversity. UT2, UT3, and UT5 are dominated by a clay streambed with small amounts of gravel
throughout.
3.2 Land Use/Land Cover
Land Use activities associated with the Project Site center around livestock management,
particularly cattle farming. The open fields serve as both pasture for livestock and associated
hay production. Cattle have non -restricted access to all streams and wetland areas. They are
periodically rotated between pastures to ensure good vegetative cover in the fields.
As previously noted, the watershed is approximately 40% forested, 40% agriculture, and 15%
developed. The most common historical and current land uses in the watershed appear to be
agriculture and rural development. A review of historic aerials shows that the Site has been in
agricultural production in the existing configuration since at least 1964 (Figure 7). This
consistency in land use within the project watershed over the past 57 years indicates that
watershed processes affecting hydrology, sediment supply, and nutrient and pollutant delivery
have not varied widely over time.
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3.3 Existing Vegetation
Pasture Areas
The growth of native vegetation is highly restricted due to periodic and ongoing maintenance as
pasture lands. Vegetation within these areas is limited to a mix of grasses, sedges, and rushes.
The jurisdictional wetland areas in these pastures exhibit common vegetative species such as
soft rush (Juncus effusus), various sedges, lizard's tail (Saururus cernuus), arrowhead (Sagittaria
latifolia), lady's thumb (Polygonum persicaria), and spike rush (Eleocharis spp.). Scattered canopy
trees exist along portions of Little Brushy Fork and all five tributaries.
Successional Areas
Successional vegetation was observed in and around Wetlands 2 and 3. Common species
observed were black willow (Salix nigra), water oak (Quercus nigra), Chinese privet (Ligustrum
sinense), persimmon (Diospyros virginiana), soft rush, arrowhead, lady's thumb, and nutsedge
(Cyperus esculentus).
3.4 Project Resources
Jurisdictional areas were delineated using the US Army Corps of Engineers (USACE) Routine On -
Site Determination Method. This method is defined by the 1987 Corps of Engineers Wetlands
Delineation Manual and the Eastern Mountain and Piedmont Regional Supplement. Potential
jurisdictional wetlands and typical uplands were classified using the USACE Wetland
Determination Data Form. Evaluation methods also utilized the NCDWR Stream Identification
Form. Locations of jurisdictional waters of the US (WOTUS) boundaries were surveyed for
inclusion on plans and figures.
Six jurisdictional stream channels (Little Brushy Fork, UT1, UT2, UT3, UT4, and UT5) and five
wetland areas (1, 2, 3, 4, and 5) comprise the attributes at the Project Site. USACE Wetland
Determination Data Forms and the issued Preliminary Jurisdictional determination (USACE
Action ID No. SAW-2019-02341) are provided in Appendix B. According to the NCDWR Stream
Form classification method, Little Brushy Fork, UT1, and UT4 meet the requirements of perennial
stream types while UT2, UT3, and UT5 are considered intermittent. Stream Identification Forms
are provided in Appendix C. Table 2 provides a summary of water resources within the Project
Site and Table 3 provides Project attributes. Reach specific cross sections and geomorphic
summaries are provided in Appendix D.
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Table 2: Project Resources Existing Conditions
Stream Reach
Length (If)
/Area (ac)
Stream/Wetland
Type
Existing Condition Impairment
Little Brushy
Fork (LBF)
3,000 If
Perennial
Incised, streambank scouring, mass wasting, lack of
bedform, lack of riparian vegetation, and direct
livestock access.
UT1
2,942 If
Perennial
Incised, streambank scouring, mass wasting, lack of
bedform, lack of bedform diversity, lack of riparian
vegetation, and direct livestock access.
UT2
325 If
Intermittent
Incised, lack of riparian vegetation, direct livestock
access, lack of bedform diversity, and active headcuts.
UT3
824 If
Intermittent
Incised, lack of riparian vegetation, direct livestock
access, and active headcuts.
UT4
1,090 If
Perennial
Lack of bedform diversity, lack of riparian vegetation,
and direct livestock access.
UT5"
0 If
Intermittent
Stream is piped.
Wetland 1
1.41
Riparian
Altered wetland hydrology, lack of mature forested
vegetation, direct livestock access.
Wetland 2
(successional)
0.62
Riparian
Lack of mature forested vegetation, direct livestock
access.
Wetland 2
(pasture)
0.18
Riparian
Lack of mature forested vegetation, direct livestock
access.
Wetland 3
1.90
Riparian
Lack of mature forested vegetation, direct livestock
access.
Wetland 4*
0
Riparian
Lack of wetland hydrology, lack of mature forested
vegetation, direct livestock access.
Wetland 5*
0
Riparian
Lack of wetland hydrology, lack of mature forested
vegetation, direct livestock access.
^Piped stream, * Currently considered non -jurisdictional
Table 3: Project Attribute Table
Reach Summary Information
Parameter
LBF Reach 1
LBF Reach 2
LBF Reach 3
UT1 Reach 1
Existing Length of Reach
(If)
1,475
998
527
1,135
Valley Confinement
Unconfined
Unconfined
Unconfined
Unconfined
Drainage Area (acres)
887
1,127
2,687
434
Stream Flow
Perennial
Perennial
NCDWR Water Quality
Classification
WS III
Stream Classification
Existing/Proposed'
G5/C5
Unstable
G5/E5 to C5
G5/C5
G5/E5
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Table 3: Project Attribute Table (cont.)
Reach Summary Information
Parameter
Parameter
Parameter
Parameter
Parameter
Evolutionary Trend
(Simon)1
III: Degrading
V: Aggrading
& Widening
V: Aggrading
& Widening
III: Degrading
FEMA Classification
Zone AE
Parameter
UT1 Reach 2
UT1 aeach
2Existing
UT2
UT3 Reach 1
Length of Reach
(If)
1,514
293
325
200
Valley Confinement
Unconfined
Unconfined
Confined
Confined
Drainage Area (acres)
1,542
15
46
Stream Flow
Perennial
Perennial
Intermittent
Intermittent
NCDWR Water Quality
Classification
WS III
Stream Classification
Existing/Proposed
G5/E5
G5/E5
G5/E5
C5/C5
Evolutionary Trend
(Simon)
III: Degrading
V: Aggrading
& Widening
N/A
FEMA Classification
Zone AE
Zone AE
Not Mapped
Not Mapped
Parameter
UT3 Reach 2
UT3 Reach 3
UT3 Reach 4
UT 1�2ach
UM"
Existing Length of Reach
(If)
100
489
35
1,090
0
Valley Confinement
Moderately
Confined
Confined
Unconfined
Unconfined
Drainage Area (acres)
46
205
13
Stream Flow
Intermittent
Perennial
Intermittent
NCDWR Water Quality
Classification
WS III
Stream Classification
Existing/Proposed2
G5/C5
C5/C5
G5/C5
G5/C5
C5/C5
Evolutionary Trend
(Simon)1
IV: Degradation
and Widening
N/A
N/A (piped)
II:
Channelized
i ed
N/A (p p )
FEMA Classification
Not Mapped
Zone AE (flooding source LBF)
Wetland Summary Information
Parameter
Wetland 1
Wetland 2*
Wetland 3
Wetland 4
Wetland 5
Size of Wetland (acres)
1.41
0.62 0.18
1.90
N/A
N/A
Wetland Type
Riparian
Mapped Soil Series
Chewacla
Drainage Class
Somewhat poorly drained
Hydric Soil Status
Hydric
Source of Hydrology
Groundwater and overbank events
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Table 3: Project Attribute Table (cont.)
Wetland Summary Information
Parameter
Parameter
Parameter
Parameter
Approach
Restoration
(Rehabilitation)
Enhancement
Restoration
(Re-establishment)
AInformation is based on natural upstream portion of UT5, *Wetland 2 has two distinct areas, successional (0.62 acres)
and pasture (0.18 acres)
Little Brushy Fork (LBF)
Little Brushy Fork originates approximately two miles northeast of the Site near the intersection
of Gumtree and Old Thomasville Roads. This perennial channel enters the Site through two 8.5'
x 6' corrugated metal arch pipes underneath SR 1719 (Tom Livengood Road) and flows
southward converging with the waters associated with UT4, then UT1, and ultimately towards
the downstream terminus of the Project. Its floodplain is moderately sized as compared with
other nearby streams. The double pipes at Tom Livengood Road are perched nearly three feet
above the existing stream bed. Channel incision, active erosion, vertical streambanks, and other
characteristic signs of instability are common along this channel. Stream incision reduces
downstream of the confluence with UT4, as the valley slope decreases. Bank heights along LBF
decrease in vertical height as the channel converges with UT4; however, they remain vertical on
both sides for the remaining extent on Site. Valley slopes decrease from 0.64% to 0.39% as LBF
transitions across the Site, although erosion along LBF is common and appears to increase in
amount and frequency as the watershed size increases. Riparian vegetation is sparse along the
channel, especially in the areas near the upstream pipes, middle portion, and lower portion
along the right stream bank facing downstream. Trees and shrubs exist within the buffer areas,
but their overall extent is very limited. Mass wasting was observed downstream of the
confluences with both UT4 and UT1 and its sand bed channel exhibits little bedform diversity
and is primarily ripple/run throughout its length across the Project Site. The channel pattern
associated with LBF is reminiscent of similar type streams that have been straightened in the
past.
Unnamed Tributary 1 (UT1)
UT1 is a perennial channel that originates approximately one mile northwest of the Site at the
outfall associated with a 2.5-acre private pond. UT1 enters the Site from the northwest via a
forested corridor. The channel is incised, and mass wasting is obvious along both stream banks.
Bank height ratios range from 1.3 to 2.1. Little to no riparian vegetation exists along this
channel upstream of SR 1715 (Norman Shoaf Road). Near the road crossing, UT1 converges
with another unnamed tributary from the west and riparian vegetation associated with this
channel continues along the right stream bank to the single 8.5' x 6.0' corrugated metal arch
pipe under Norman Shoaf Road. UT1 is joined by UT2 approximately 75 feet downstream of the
road crossing. At this point, the riparian corridor associated with UT1 has poor vegetative
density and or composition. The valley slope downstream of the road is 0.52%. No bedform
diversity was observed throughout the entire length of this sand -bed channel.
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Unnamed Tributary 2 (UT2)
UT2 is an intermittent channel that originates 350 feet south of the Site along Norman Shoaf
Road. This tributary enters the Site via a perched, single corrugated metal pipe underneath a
private access road. The pipe is perched nearly six feet above the existing stream bed. UT2 is
incised, with bank height ratios averaging 4.7. There is no floodplain connection in its current
position or state. Erosion is obvious along the length of the channel and the valley slope is
relatively steep, at 2.7%. This slope decreases once UT2 enters the floodplain associated with
UT1. Minimal bedform diversity was observed along this channel, consisting mainly of sand with
small amounts of gravel. Riparian vegetation is limited to a single line of trees along the
streambanks with sparse shrubs in the understory.
Unnamed Tributary 3 (UT3)
UT3 is an intermittent channel that originates within the conservation easement area. The
tributary is associated with a small watershed that is along the east side of the Project Site. A
very deep headcut (greater than 6 feet in height) currently exists along the upper portion of this
channel. This headcut will continue its progress upstream until it reaches a controlling factor or
human intervention is employed. As a result, mass wasting and bank erosion are significant
through this reach. Further downstream the channel splays into the floodplain of UT4 and LBF.
This stream also lacks bedform diversity and sand dominates the majority of the reach.
Unnamed Tributary 4 (UT4)
UT4 is a perennial channel that originates approximately one-half mile northeast of the Site at
the confluence of three smaller tributaries. UT4 enters the Site via a 12-inch corrugated plastic
pipe under a farm road. Once in the conservation easement area, its floodplain transitions with
the LBF floodplain. Based on observations and its general location within the larger floodplain,
this channel has been relocated in the past. It is currently positioned along the valley edge,
likely to provide a larger farming area between UT4 and LBF. There is little to no bedform
diversity and sand dominates the sediment supply. Riparian vegetation is very limited,
consisting of a single row of trees along the adjacent banks. UT4 converges with UT3
approximately 750 feet downstream of the pipe. The channel then flows a short distance and
empties into Little Brushy Fork.
Unnamed Tributary 5 (UT5)
UT5 consists of an intermittent channel that originates near the southeast corner of the Site
outside of the conservation easement area. The riparian corridor associated with UT5 is forested
throughout its length to LBF. The lower extent of this tributary was piped via an 8-inch ductile
iron pipe directly into LBF. The length of this pipe is approximately 100 feet. Upstream of the
pipe, UT5 exhibits stability and bedform diversity. A portion of this stream was used as an on -
site reference channel for design purposes.
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Wetlands 1 through 5
An on -site delineation of jurisdictional resources identified three areas of existing jurisdictional
wetlands and two drained wetland areas within the proposed conservation easement. Table 3
(above) outlines specific details of the on -site wetland resources.
Wetland 1 (W1) is located near the downstream end of the Project Site in the floodplain along
the right bank of Little Brushy Fork. In its current state, this wetland is disconnected from
overbank flows due to channel incision. It is devoid of woody vegetation and is dominated by
herbaceous wetland plants. According to the North Carolina Wetland Assessment Method
(NCWAM) dichotomous key, W1 classifies as a bottomland hardwood forest.
Wetland 2 (W2) is situated immediately south of the headwater portion of UT3. The vegetation
associated with W2 has been altered through past land use activities. A portion of W2 has
successional hardwood growth and half is dominated by herbaceous vegetation. According to
NCWAM dichotomous key, W2 classifies as a headwater forest.
Wetland 3 (W3) is located along the left bank of LBF and right bank of UTS. Wetland vegetation
consists of successional growth hardwoods and a predominance of Chinese privet (Ligustrum
sinense) in the understory. According to the NCWAM dichotomous key, W3 classifies as a
bottomland hardwood forest.
Drained wetland 4 (W4) is located in the floodplain between LBF and UT1. This area is currently
considered non jurisdictional due to drainage ditches that are negatively affecting the
hydrology. One of the drainage ditches begins within the wetland area and flows towards LBF.
The second, more substantial drainage ditch, begins upstream of Norman Shoaf Road and flows
underneath the road towards Little Brushy Fork. The area draining towards this wetland is
approximately 20 acres. The area has been heavily impacted by cattle and vegetation is
dominated by pasture grasses and sporadic soft rush. No NCWAM assessments were
completed due to the current state of this area.
Drained wetland 5 (W5) is located between LBF and UT4. This area is also currently considered
non jurisdictional due to disconnection from the two bordering streams and a shallow drainage
ditch. The area has been heavily impacted by cattle, and vegetation is dominated by pasture
grasses and sporadic soft rush. With conditions similar to W4, no NCWAM assessments were
completed due to the current state of this area.
Wetlands 1, 2, and 3 exhibit one or more of the following wetland hydrology indicators: high
water table, saturation in upper 12 inches, oxidized rhizospheres, and/or surface water. Hydric
soils meeting the F3 (depleted matrix) indicator were observed. The soils associated with
Wetlands 4 and 5 predominately met the F19 (floodplain soils) indicator and had small areas
meeting the F3 indicator. These two areas, however, did not exhibit any wetland hydrology
indicators.
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As previously noted, each jurisdictional wetland area was evaluated using NCWAM. Wetlands 4
and 5 were not evaluated due to their current status as non jurisdictional; however, it is assumed
they will reflect the bottomland hardwood forest community, post restoration. The rapid
assessment evaluates field conditions to generate qualitative function ratings (Low, Medium,
High) for the overall area relative to reference conditions for the specific wetland type. Results
from the NCWAM evaluation are summarized in Table 4.
Table 4: Summary of NCWAM Scores
Wetland
Name*
NCWAM
Score
Impairment
Reason for Impairment
Wetland 1
Low
Low hydrology function
Low water quality function
Low habitat function
Hydrology: Cattle compaction and land use
activities
Water Quality: lack of floodplain connectivity
and woody vegetation.
Habitat: lack of diverse vegetation structure
Wetland 2-
Successional
Medium
Medium hydrology function
High water quality function
Low habitat function
Hydrology: Cattle compaction and past land use
activities
Habitat: lack of diverse vegetation structure
Wetland 2-
Pasture
Low
Low hydrology function
High water quality function
Low habitat function
Hydrology: Cattle compaction and land use
activities
Habitat: lack of diverse vegetation structure
Wetland 3
Medium
Medium hydrology function
Medium water quality function
Low habitat function
Hydrology: Cattle compaction
Water Quality: lack of floodplain connectivity
Habitat: lack of diverse vegetation structure
*Wetlands 4 & 5 were not evaluated due to the lack of hydrology.
4.0 Watershed and Channel Disturbance Response
Very little change has occurred in the watershed of Little Brushy Fork and its tributaries over the
past few decades. There have been some additional rural developments of small subdivisions or
single-family homes, timber activities, and ongoing agricultural land uses, but these
disturbances have been minor and do not appear to be the main source of degradation
throughout the Project Site. The original land disturbances (50+ years ago) associated with
conversion of 40% of the watershed to agricultural land use and ditching and draining of
wetlands appear to be the driving factors for the degradation of Site streams and wetlands. The
incision of the streams and ditching of wetlands resulted in degraded aquatic and terrestrial
habitats, bare riparian zones, floodplain disconnection, and loss and degradation of wetland
functions. Streambank erosion is on -going and contributes to further resource degradation.
5.0 Functional Uplift Potential
The potential for functional uplift is described in this section according to the Stream Functions
Pyramid (Harman, 2012). The Stream Functions Pyramid describes a hierarchy of five stream
functions, each of which supports the functions above it on the pyramid (and sometimes
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reinforces those below it.) The five functions in order from bottom to top are hydrology,
hydraulics, geomorphology, physicochemical, and biology. Functions that affect the greatest
number of other functions are illustrated at the base of the pyramid while functions that have
the least effect on other functions are illustrated at the top. The pyramid is illustrated below.
5 BIOLOGY
Biodiversity and the life histories of aquatic and riparian life
4 PHYSICOCHEMICAL
Temperature and oxygen regulation; processing of organic matter and nutrients
3 GEOMORPHOLOGY
Transport of wood and sediment -to create diverse bed forms and dynamic equilibrium
2 HYDRAULIC
Transport of water in the channel, on the flood plain, and through sediments
1 HYDROLOGY
Transport of water from the watershed to the channel
T
Geo
ogy
Climate
5.1 Hydrology
The major watershed disturbances have been deforestation, conversion of approximately 40% of
the watershed to agricultural land uses, and approximately 15% to rural home development.
These alterations in land cover typically result in reductions in rainfall interception and
evapotranspiration which lead to increases in runoff and water yield (Dunne and Leopold, 1978).
These types of land disturbances can result in an increase in peak and base flows. Initial
increases in flows can occur shortly after the watershed disturbance and stabilize over time as
successional vegetation establishes and row crops are replanted. Ever changing conditions in
watershed hydrology can negatively affect flooding regimes of streams and floodplain wetland
hydrology. There are no stream gauges within this watershed and no quantitative data to
determine how past land uses within the watershed have affected the watershed hydrology. The
majority of the changes to the watershed occurred decades ago. Population growth in the
watershed is expected to continue in the future.
This project will address several historic hydrologic disturbances: deforestation, incision, and
channelization, along the restored stream channels. However, as Harman (2012) stated "a stream
restoration project performed at a specific Site does not often result in uplift to hydrology."
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Wetland hydrology uplift and establishment in existing and restored wetlands is expected. The
existing headwater and bottomland hardwood forests adjacent to restoration and enhancement
reaches will have improved hydrologic connectivity to streams. Water storage duration will
likely increase because of planted woody stems, increased surface roughness, and reduced
drainage gradients by elevating streambeds. These improvements are expected to improve
functional headwater and bottomland hardwood forest wetland hydrologic regimes in existing
jurisdictional areas and restore the hydrologic regime in drained wetlands.
5.2 Hydraulics
The primary hydraulic stressors to Site streams are active scour on vertical stream banks, lack of
stabilizing stream bank and riparian vegetation due to active cattle pasture, excessive
sedimentation, and incision. Existing bank height ratios within the Site range from a high of 5.4
down to 1.3. Bank height ratios greater than 1.0 and a lack of adequate riparian vegetation
reduce residence time in adjacent floodplain wetlands, providing a negative effect on wetland
hydraulics. The proposed bank height ratios for the Site are 1.0, indicating that each reach will
be reconnected to its floodplain. The Site design will improve shear stress and bankfull
velocities to a functional level. Increased floodplain inundation and elevated groundwater tables
will improve wetland hydrology.
Functional uplift is expected following the reconnection of LBF and unnamed tributaries 1
through 5 to their floodplains.
5.3 Channel Geomorphology
C93Ab EL EVOLUTdO Nd kL
{SIX STAGES
$1Ri4Y Ynd Hopp. 1974
SEQL'EtiCLOFSTREAK TT' CICCUKk�CE
6UE TO MQAPifQLQQIf'wL C FLat<CE
atoscSn, 1994)
According to the Simon Channel Evolution C4
Model, Little Brushy Fork Reach I, and all
reaches of UT1 are classified as Stage III. Little
Brushy Fork Reaches 2 & 3 and UT2 are
classified as Stage V. UT3 Reach 2 is Stage IV
and UT4 Reaches 1 & 2 are Stage II. UT3 Reach
4 and UT5 don't have a classification due to the
existing piped conditions. These classifications
are due to channelization, incision, and on-
going bank erosion. Stages II, III, IV, and early
V indicate an unstable condition which comes
with active erosion and thus are considered
"Not Functioning" by Harman (2012). The goal
of restoration is to achieve stable condition,
either by returning to Stage I through Priority 1
restoration or advancing to Stage VI through
Priority 2 restoration. Stages I and VI are
considered "Functioning" and late Stage V is "Functioning -At -Risk" if the stream has begun to
construct a floodplain at a lower elevation, but this is not the case for the stream channels on
the Site.
5.41
akrwprt,u4
GI
C4
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There is significant opportunity to stabilize streams and improve the geomorphologic function
of the Site streams. Restoration of streams will reconnect the streams to a floodplain, eliminate
incision, stabilize streambanks, and provide appropriate sediment transport. Large woody
debris will be installed to the streams and a riparian buffer will be planted. The geomorphology
function will be restored to Functioning on project streams.
5.4 Physicochemical
No water quality monitoring has occurred on the Site even though its streams flow to the
Lexington -Thomasville Water Supply Reservoir (Abbotts Creek) approximately 4.5 miles
downstream. The reservoir is listed on the 2018 303(d) list of impaired waters for exceeding the
acceptable levels of chlorophyll a. The 2008 RBWQP identifies Abbotts Creek as Impaired with
the potential source identified as stormwater runoff. Impairments listed are habitat degradation,
turbidity, fecal coliform, and nutrient enrichment. The 2008 RBRP lists goals for the 8-digit CU
as continuation of watershed improvements, protection of wildlife resources, improved
management of stormwater runoff to these waters, and mitigation of impacts resulting from
urbanization in the area.
Fecal coliform is another likely source of pollution due to livestock operations. NCDMS
conducted a literature review (NCDMS, 2016) for estimating fecal load reductions. This
methodology was applied and found that an estimated 85% reduction may be achieved by
establishing a riparian buffer and an additional 8.5% reduction may be achieved by excluding
livestock from the stream channels. The estimated reduction in fecal coliform colonies is 2.30
X1012 per day from exclusion of the 80 head of beef cattle. An annual load reduction of 3.68
X1013 fecal coliform colonies is estimated from nearly 41 acres due to conversion of pasture to a
vegetated riparian buffer. The total annual fecal coliform reduction from the project is
estimated to be 3.91 X1013.
There is potential to improve the physicochemical functioning of the Project streams. Streamside
vegetation will be replanted to provide shade and cool stream flow, and filter overbank and
overland flows. The stream will be reconnected to its floodplain and adjacent riparian wetlands
to provide storage and treatment of overbank flows and increase residence time and nutrient
uptake thought native riparian vegetation. Reducing bank height ratios will reduce streambank
erosion and return sediment levels to a more natural level. These improvements to
physicochemical functioning will not happen immediately, and some aspects will not occur until
a mature canopy is established. Physicochemical improvements will not be included as part of
the project success criteria.
5.5 Biology
There are no available biological data for the Site; however, the habitat conditions at and
surrounding the Project Site are considered poor. The perennial channel substrates are
dominated by sand. The bedform is lacking and characterized by long runs and sediment filled
pools. There is little to no woody debris within the channels. Some channels have overhanging
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banks, but these features are unstable and don't provide long term habitat due to the threat of
erosion. Fish passage potential is good with very few impediments.
While the riparian wetlands provide habitat diversity in the floodplain, they are regularly
impacted by cattle grazing, removing shade and refuge areas. Current ditching onsite drains
portions of the riparian zone and degrades habitat for aquatic and terrestrial species.
There is opportunity to improve the instream and riparian habitat. Installation of instream
structures comprised of rock and woody materials, providing riparian buffer for shade, creating
pools, and reducing overload of sand will improve habitat. These improvements to biology may
not occur until after the completion of the seven-year monitoring period.
The quality of habitat provided by existing and proposed headwater and bottomland hardwood
forests is projected to improve. The Site wetlands generally lack a mature forest canopy and
diverse vegetation structure and lack connectivity to other natural habitats. Habitat deficiencies
will be alleviated over time as a diverse, continuous riparian buffer is established.
5.6 Overall Functional Uplift Potential
The proposed restoration and enhancement activities will provide functional uplift potential to
re-classify the Site resources as "Functioning" with respect to the Stream Functions Pyramid.
This uplift will mainly result from improvements to hydraulics and geomorphology between
existing and proposed conditions. The hydrology function will not be significantly changed due
to the scale of the project. Physicochemical and biological improvements are likely but will not
be quantified. The biological function is expected to improve, but the habitat assessment may
not confirm the improvement.
5.7 Site Constraints to Functional Uplift
The Site is an active cattle farm and crossings of the streams are proposed to allow access to
areas outside of the conservation easement. A total of three at -grade stream crossings
(upstream end of UT1 outside of the Project Site, downstream of Norman Shoaf Road near the
confluence of UT1 and UT2, and on Little Brushy Fork) are proposed. These crossings will be
fenced and gated to prevent cattle from utilizing the areas on a day to day basis. Cattle will
have access to the crossings during movement from one pasture to the next. At -grade
crossings, instead of pipes or culverts, are proposed due to the risks of over -widening these
large stream channels and maintenance issues with culverted crossings.
6.0 Regulatory Considerations
Table 5 summarizes the regulatory considerations for the Site. Additional detail for each
consideration is provided in Sections 6.1-6.4.
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Table 5: Regulatory Considerations
Federal Regulation
Applicable
Resolved
Supporting Documents
Water of the U.S. Section 404
Yes
Yes
PCN1
Water of the U.S. Section 401
Yes
Yes
PCN1
Endangered Species Act
Yes
Yes
Appendix E
Historic Preservation Act
Yes
Yes
Appendix E
Coastal Zone Management Act
No
N/A
N/A
FEMA Floodplain Compliance
Yes
No
CLOMR/LOMR2
Essential Fisheries Habitat
No
N/A
N/A
1- PCN will be submitted to IRT with Fina Mitigation Plan, 2- CLOMR/LOMR are still being processed through FEMA.
6.1 Biological Resources
The US Fish and Wildlife Service (USFWS) Information for Planning and Consultation (IPaC) and
NC Natural Heritage Program (NCNHP) databases were utilized to search for potential
occurrences of federally listed threatened and endangered species in Davidson County. Table 6
lists the three federally protected species potentially occurring in Davidson County. According
to both the USFWS and NCNHP, there are no known occurrences of federally listed species
within one mile of the Site.
Table 6: Federally Protected Species Potentially Occurring in Davidson County
Scientific Name
Common Name
Federal
Status
Suitable
Habitat
Biological
Conclusion
Haliaeetus leucocephalus
Bald eagle
BGPA
No
Not Required
Myotis septentrionalis
Northern long-eared bat
T
Yes
Meets 4(d) rule
Helianthus schweinitzii
Schweinitz's sunflower
E
Yes
MA-NLAA
*E - Endangered, T — Threatened, BGPA- Bald and Golden Eagle Protection Act, MA-NLAA- May Affect, Not Likely to
Adversely Affect
Scoping letters were sent to the USFWS and NC Wildlife Resources Commission (NCWRC) on
April 23, 2021. The letters requested response about the potential presence of federally listed
threatened and endangered species on the Site protected by the Endangered Species Act. All
correspondence between Eco Terra and the USFWS and NCWRC is provided in Appendix E.
Bald eagle
The bald eagle nests in large trees near coastlines, rivers, and large lakes. These bodies of water
provide ample food supply. The bald eagle will typically select the tallest tree in a forested area
and can roost on man-made objects such as power poles. Bald eagle nests are generally four to
five feet wide and two to four feet deep.
Habitat for the bald eagle does not exist within 1.13 miles of the Site. There are no bodies of
water large enough to provide foraging habitat for the eagle. Additionally, a NCNHP report
dated April 27, 2021 did not identify any occurrences of the species within one mile. A
biological conclusion is not required for bald eagle.
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Northern long-eared bat
In North Carolina, the northern long-eared bat (NLEB) occurs in the mountains, with scattered
records in the Piedmont and coastal plain. In western North Carolina, NLEB spend winter
hibernating in caves and mines. Since this species is not known to be a long-distance migrant,
and caves and subterranean mines are extremely rare in eastern North Carolina, it is uncertain
whether or where NLEB hibernate in eastern North Carolina. During the summer, NLEB roost
singly or in colonies underneath bark, in cavities, or in crevices of both live and dead trees
(typically >_3 inches dbh). Males and non -reproductive females may also roost in cooler places,
like caves and mines. This bat also has been found, rarely, roosting in structures like barns and
sheds, under eaves of buildings, behind window shutters, in bridges, and in bat houses. Foraging
occurs on forested hillsides and ridges, and occasionally over forest clearings, over water, and
along tree -lined corridors. Mature forests may be an important habitat type for foraging.
Habitat for the NLEB in the form of trees > 3 inches dbh does exist within the Project Site. This
project is not located in a HUC with a known maternity roost, and there are no caves within the
Site. The project meets requirements of the 4(d) Rule regarding incidental take. The biological
conclusion for this species is Meets 4(d) Rule.
Schweinitz's sunflower
Schweinitz's sunflower is endemic to the Piedmont of North and South Carolina. The few sites
where this rhizomatous, perennial herb occurs in relatively natural vegetation are found in Xeric
Hardpan Forests. The species is also found along roadside rights -of -way, maintained power lines
and other utility rights -of -way, edges of thickets and old pastures, clearings and edges of
upland oak -pine -hickory woods and Piedmont longleaf pine forests, and other sunny or semi -
sunny habitats where disturbances (e.g., mowing, clearing, grazing, blow downs, storms,
frequent fire) help create open or partially open areas for sunlight. It is intolerant of full shade
and excessive competition from other vegetation. Schweinitz's sunflower occurs in a variety of
soil series, including Badin, Cecil, Cid, Enon, Gaston, Georgeville, Iredell, Mecklenburg,
Misenheimer, Secrest, Tatum, Uwharrie, and Zion, among others. It is generally found growing
on shallow sandy soils with high gravel content; shallow, poor, clayey hardpans; or shallow rocky
soils, especially those derived from mafic rocks.
Plant -by -plant surveys were conducted on August 19, 2020 for the presence/absence of
Schweinitz's sunflower. No specimens were observed during the survey. A NCNHP report dated
April 27, 2021 did not identify any occurrences of the species within one mile. The biological
conclusion for this species is No Effect.
6.2 Cultural Resources
The USACE sent a scoping letter to the State Historic Preservation Office (SHPO) on May 15,
2020 after the initial Interagency Review Team (IRT) site visit. The letter requested comment on
the project with regards to historic resources. SHPO concluded there are no historic resources
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that would be affected by the project and had no comment on the project as proposed. This
correspondence can be found in Appendix E.
6.3 FEMA Floodplain Compliance
The Site contains Federal Emergency Management Agency (FEMA) regulated areas. Site streams
are located on Davidson County Flood Insurance Rate Map (FIRM) 3710684000J, with an
effective date of 3/16/2009. The Site is located within the Zone AE Special Flood Hazard Area
(SFHA) regulatory floodplain associated with Little Brushy Fork and UT1 (associated with Little
Brushy Fork Tributary 1 and Little Brushy Fork Tributary 1A on FIRM). The majority of UT4 and
UT5 within the Site are located within the Little Brushy Fork Floodplain but do not have an
independent hydraulic model. The remaining Site streams are not mapped by FEMA. Effective
FEMA mapping for the Site with project streams is shown on Figure 8. The effective hydraulic
models for Little Brushy Fork, Little Brushy Fork Tributary 1 and Little Brushy Fork Tributary 1A
were downloaded from the NC Flood Risk Information Systems website. A Conditional Letter of
Map Revision (CLOMR) is currently being developed for submittal to FEMA. A Letter of Map
Revision (LOMR) will be submitted to FEMA post -construction once as -built surveys have been
received. A floodplain development permit will be obtained from the Davidson County
floodplain administrator.
6.4 Section 401/404
There are six stream channels and three wetlands that are considered jurisdictional Waters of
the US (WOTUS). The USACE issued a preliminary jurisdictional determination on February 25,
2021, SAW-2019-02341. This document is provided in Appendix B.
Impacts to jurisdictional streams and wetlands will be necessary for restoration and
enhancement activities but the overall result will be an uplift in aquatic function to the
historically impacted resources. Appropriate levels of intervention were developed based on
existing stream stability and functionality. Project streams with greater instability and less
functionality, Little Brushy Fork, UT1, UT2, UT3 (Reach 4), UT4, and UT5 are proposed for
restoration which will involve the construction of new stream channels. A portion of UT3 is
proposed for enhancement due to less instability and partial stream functionality. Existing
Wetlands 1, 4, and 5 are impacted by swales, ditches, or other anthropogenic methods to
exacerbate the conveyance of surface and groundwater from these areas. In their current state,
these areas are disconnected from the normal flood flows of Little Brushy Fork and its unnamed
tributaries. In addition, periodic and ongoing vegetation maintenance also occurs. Existing
Wetlands 2 and 3 are impacted by cattle access and maintenance of vegetation. Impacts to
Wetland 1 will include filling of swales to promote better hydroperiods while the swales, ditches,
etc. associated with Wetlands 4 and 5 will be removed. There are no proposed impacts to
Wetlands 2 and 3. Table 7 denotes the estimates of anticipated impacts to existing streams and
wetlands as a result of Project implementation.
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Table 7: Estimated Impacts to Jurisdictional Resources
Jurisdictional
Resource
Classification
Existing
Permanent Impact (P)
Temporary Impact (T)
Length
(If)
Acres
(ac)
Activity
Impacts
(If/ac)
Activity
Impacts
(If/ac)
Little Brushy
Fork
perennial
3,000
Restoration
3,000
UT1
Perennial
2,942
Restoration
2,942
UT2
Intermittent
325
Restoration
325
UT3
Intermittent
824
Restoration
35
Enhancement
(EI/II)
789
UT4
Perennial
1,090
Restoration
1,090
UT5
Intermittent
0
Pipe Removal
25
Wetland 1
Riparian
1.41
Swale Fill
0.19
Total
Impact (P)
If
7,492
Tot (T) fact
714
Total Impact
(T) ac
0.19
7.0 Goals and Objectives
The overarching goal of the project is to provide stream and wetland credits, to offset
unavoidable impacts, as compensatory mitigation. These credits will be developed through a
combination of stream and wetland restoration and enhancement activities. Project goals are
desired project outcomes and are verified through measurement and/or visual assessment.
Objectives are activities that will result in the accomplishment of goals. The project will be
monitored after construction to evaluate performance as described in Section 10 of this report.
The project goals and related objectives are described in Table 8.
Table 8: Mitigation Goals and Objectives
Goal
Objective
Expected
Function Supported
Reconnect channels
Reconstruct stream
with historic floodplains
channels for bankfull
dimensions and depth
Regular bankfull events
with access to the
and improve wetland
relative to the existing
floodplain. Higher
Hydraulic
hydrology in existing
floodplain. Fill ditches
groundwater table
and drained wetland
areas.
to increase wetland
hydroperiod
elevation
Construct stream
Reduce sediment input
Improve the stability of
stream channels
channels that will
maintain a stable
pattern and profile.
from bank erosion.
Reduce shear stress on
channel boundary.
Geomorphology
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Table 8: Mitigation Goals and Objectives (cont.)
Goal
Objective
Expected
Function Supported
Exclude cattle from
streams
Implement cattle
exclusion measures
around conservation
easements.
Reduce sediment input;
reduce fecal coliform,
reduce nutrient input.
Geomorphology &
Physicochemical
Improve stream habitat
Install habitat features
such as constructed
riffles, root wads, and
woody debris in
restored/enhanced
stream channels.
Construct pools of
varying depth
Increase and diversify
available habitats for
macroinvertebrates,
fish, and amphibians.
Geomorphology &
Biology
Restore/enhance
wetland hydrology,
soils, and plant
communities.
Restore/enhance
riparian wetlands and
soils by raising stream
bed elevations, filling
ditches/swales,
removing livestock, and
planting native wetland
plants.
Elevate groundwater
elevation in drained
wetlands and prolong
elevated groundwater
levels in enhanced
wetlands.
Physicochemical &
Biology
Restore and enhance
native floodplain and
streambank vegetation
Plant native tree and
understory species in
riparian zone and plant
appropriate streambank
species.
Reduce sediment inputs
from bank erosion and
runoff. Increase nutrient
cycling and storage in
floodplains. Provide
riparian habitat. Add
woody debris to
streams.
All functions:
Hydrology, Hydraulic,
Geomorphology,
Physicochemical &
Biology
Permanently protect
the project site from
future development.
Establish conservation
easement on the Site.
Protect Site from
encroachment on the
riparian corridor and
direct impact to
streams and wetlands.
All functions:
Hydrology, Hydraulic,
Geomorphology,
Physicochemical &
Biology
8.0 Design Approach and Mitigation Work Plan
8.1 Design Approach Overview
The proposed design involves the restoration and/or enhancement of Little Brushy Fork and five
unnamed tributaries. For design purposes, segments of channel were separated into fourteen
distinct stream reaches; Little Brushy Fork (three reaches), UT1 (three reaches), UT2 (one reach),
UT3 (four reaches), UT4 (two reaches), and UT5 (one reach). These reaches were categorized by
contributing drainage area, channel slope, valley slope, and valley type. The overall design
approach is similar across the entire Site and utilizes both analog and analytical approaches, as
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well as empirical data and prior experience. Construction drawings depict proposed
implementation methods and methodologies. These drawings are provided in Appendix D.
Existing and proposed morphology data are shown in Appendix D.
The design approach for the Site was developed to meet the goals and objectives described in
Section 7. The project streams will be reconnected with an active floodplain and channels will
be reconstructed with stable dimension, pattern, and profile that will transport the water and
sediment delivered to the system. Wetlands will be restored by plugging and filling existing
drainage ditches. Floodplains and wetlands will be planted with native species to restore
adequate buffer areas where necessary. Instream structures were designed to provide stable
channel morphology and improve aquatic habitat. The entire project area will be protected by a
conservation easement.
The design criteria applied to this Project included the evaluation of an on -site reference stream,
the upper portion of UT5, a combination of reference reach data available online and via the NC
Division of Mitigation Services' website, past reference reach surveys, and prior designs and
monitoring data from past successful stream restoration projects completed in the Piedmont
Physiographic province of North Carolina. The design criteria were developed using Natural
Channel Design (Rosgen 1996) as the standard approach, combined with hydrologic/ hydraulic
analysis information, sediment transport calculations, and comparison with available empirical
data. The approach provides the optimum opportunity for successful uplift via the established
goals and objectives for Project implementation.
8.2 Reference Streams
One reference stream (UT5) was identified and surveyed on the Three Creeks Farm Site. This
stream was chosen due to its proximity, stream type, watershed, and stability. The reach is
immediately upstream of the piped reach that will be daylighted as part of Project
implementation.
The use of multiple reference streams representing the characteristics of stable channels
(including dimension, pattern, and profile) provides a comparison of data which can be very
beneficial to the design of stable channels of similar character, nature, and location. Published
data from five reference streams were evaluated and utilized in the design of Little Brushy Fork
and its tributaries. Parameters utilized in the selection included drainage areas less than three
square miles, watersheds of similar composition, valley types, and channel slopes, similar bed
material, and stream systems originating in the Piedmont physiographic province of North
Carolina.
Reference reach data, where applicable, are provided in Table 9.
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Table 9. Stream Reference Data Utilized for Design Development
Site Stream Name
Little Brushy Fork
UT1
UT2
UT3
UT4
UT5
Reference
Stream Name
Watershed
Size (mi)
Stream
Type
UT Little Brushy
Fork
0.05
C5
✓
✓
✓
✓
✓
North Prong
Creek
3.00
C5
✓
✓
✓
✓
✓
Lake Norman
Group Camp
Upstream
0.10
C/E5b
V
UT to Lyle Creek
0.25
C5
✓
✓
✓
8.2.1 UT to Little Brushy Fork
UT to Brushy Fork (UT5) is a perennial stream channel exhibiting a drainage area of
approximately 0.05 square miles (13 acres). This channel is located at the south end of the
Project, immediately east of Little Brushy Fork. The reference reach originates in a narrow valley
east of the site and connects with Little Brushy Fork's floodplain before entering a pipe which
discharges directly into Little Brushy Fork. The section between the bottom of the valley and
pipe was used as a reference as it contained stable riffles and pools in the meander bends. The
reference reach exhibits a sinuosity of 1.2, greater than 2.2 entrenchment ratio, and high width
to depth ratio which classifies it as a C5 channel. The reach is bordered by mature forest with
lush understory of herbaceous species.
8.2.2 North Prong Creek
North Prong Creek is in Durham County and classified as a narrow width/depth C5 stream type.
It was originally identified and surveyed by KCI (NCDMS 2007). This reference reach has a
comparable sediment regime and valley slope to the site and was used to develop
morphological criteria and hydraulic relationships. The portion of the stream used as a reference
is found approximately 1,500 feet northwest of the intersection of Interstate 40 and State
Highway 55.
8.2.3 Lake Norman Group Camp Upstream
Lake Norman Group Camp Upstream was identified and surveyed by Wildlands Engineering, Inc.
(NCDMS 2021). The Rosgen E5b stream exhibits a sinuosity of 1.6, a valley slope of 0.023 ft/ft
and a channel slope of 0.017 ft/ft. The bank height ratio is between 0.9-1.1. This channel is
located west of Interstate 77 in the Lake Norman State Park.
8.2.4 UT to Lyle Creek
UT to Lyle Creek was also identified and surveyed by Wildlands Engineering, Inc. (NCDMS 2019).
According to the Mitigation Plan associated with DMS ID No. 100048, this tributary's watershed
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is predominately wooded. The Rosgen C5 stream exhibited an entrenchment ratio of more than
2.5, sinuosity of 1.7, width -depth ratio of 31, and channel slope of 0.4%. This perennial channel
is located in the floodplain of Lyle Creek in the vicinity of the Lyle Creek Mitigation Site in
Catawba County.
8.3 Design Channel Morphological Parameters
Key proposed morphological parameters (i.e., cross section, pattern, and profile) are shown in
Table 10. Complete morphological tables for existing, reference, and proposed conditions are
provided in Appendix D.
Table 10: Select Proposed Morphological Parameters
Little Brushy Fork
UT1
UT 2
UT3
UT4
UTS
R1
R2
R3
R1
R2a
R2
R2
R4
R1
R2
Bankfull Width
(Wbkf) ft
16.0
16.0
25.0
14.0
21.0
20.0
3.0
5.0
5.0
9.0
10.0
6.0
Bankfull Area (Abkf)
sq ft
22.4
22.4
54.4
16.9
32.6
31.8
1.5
2.5
2.1
6.6
8.8
2.6
Bankfull Max Depth
(dbkf) ft
2.1
2.1
3.1
1.8
2.3
2.3
1.0
1.0
0.8
1.1
1.4
0.9
Bankfull Mean Depth
(dbkf) ft
1.4
1.4
1.8
1.2
1.6
1.6
0.5
0.5
0.4
0.9
0.5
0.43
W/D Ratio
(Wbkf/dbkf)
11.4
11.4
13.9
11.6
13.1
12.5
6.0
10.0
11.9
11.4
13.4
13.8
Entrenchment Ratio
(Wfpa/Wbkf)
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
Average WS
Slope, %
0.39
0.57
0.22
0.31
0.29
0.39
2.45
7.29
0.79
0.81
0.35
0.50
Sinuosity
1.2
1.1
1.1
1.1
1.1
1.2
1.1
1.0
1.1
1.1
1.2
1.2
Meander Length Ratio
(Wblt/Wbkf)
10.8
11.6
8.2
10.4
5.1
8.7
N/A
N/A
11.0
10.6
10.2
8.8
Ratio of Radius of
Curve to Bankfull
Width (Wblt/Wbkf)
2.4
2.4
2.1
2.7
2.5
2.3
N/A
N/A
2.5
2.7
2.5
2.4
Meander Width Ratio
(Wblt/Wbkf)
4.2
4.0
2.4
4.2
3.1
3.4
N/A
N/A
3.6
3.8
3.9
2.3
8.4 Bankfull Discharge Analysis -
Several methods were used to develop bankfull discharge estimates for each restoration reach
of the project: the NC Rural Piedmont Regional Curve (Harman et al., 1999), the continuity
equation utilizing various velocity calculation methods described in section 8.4.2, and
professional judgement. The discharges obtained from the above -mentioned methods were
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evaluated to determine applicability and compared to USGS regression methods to determine
return intervals. Using multiple methods to estimate bankfull discharge helps to eliminate
dependence on a single method as the basis of channel design. The different methods
commonly produce varying results, so professional judgement was used to select the final
design discharge for each restoration reach. For this analysis, there was some concurrence
between the NC Rural Piedmont Regional Curve, Dr. Richard Hey method, Shear Velocity (u*)
method, and manning's n methods; however, the resistance equations by stream type and
reference reach curve values were consistently lower than the other methods. Each of the
methods used to estimate discharge are described below in Section 8.4.2 and the results of the
analysis are summarized in Table 11.
8.4.1 Published Regional Curve Data
The NC Rural Piedmont Regional Curve published by Harman et al. in 1999 was used to estimate
discharges of each restoration reach. The Piedmont curves were deemed most applicable to the
Site due to the project's physiographic location along with restoration reach drainage areas and
slopes being within range of those used in the development of the Rural Piedmont Regional
Curve. The computed values of this method can be viewed in Table 11.
8.4.2 Continuity Equation and Velocity Comparison Analysis
VHB utilized four methods of calculating bankfull velocity to input in the continuity equation to
develop bankfull discharges for each restoration reach. To develop inputs for this analysis, VHB
conducted on -site surveys on each of the design reaches. A total of 10 cross sections were
surveyed. Bankfull indicators were identified in the field during the survey and were included in
the survey data collection. Dimension, slope, and bed material information gathered during the
surveys were used as inputs for the velocity comparison analysis. The four methods of the
velocity comparison analysis included:
1. Manning's equation using a manning's n value developed from velocity, slope,
channel material, and hydraulic radius data, (Rosgen, Leopold, and Silvey 1998;
Rosgen and Silvey 2005)
2. Shear Velocity (u*) using a friction factor back calculated from relative roughness
(Rosgen, Leopold, and Silvey 1998; Rosgen and Silvey 2005)
3. Manning's equation using a manning's n based on specified stream type (Rosgen,
Leopold, and Silvey 1998; Rosgen and Silvey 2005)
4. Dr. Richard Hey Method (derived from D'Arcy Weisbach equation)
Each of the specified methods produced varying ranges of velocities, which were then used in
the continuity equation based on surveyed bankfull areas to develop bankfull discharges;
however, greater emphasis was placed on Dr. Richard Hey's Method due to the predominantly
sand bed material of the system. The computed values of each method can be viewed in Table
11.
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8.4.3 Existing Bankfull Indicators (Manning's Equation)
Field -observed bankfull data points, including the uppermost scour lines, and in some cases, the
backs of point bars, were surveyed and compared to data output from the continuity equation to
determine the existing bankfull discharge. Bankfull elevations throughout the site were consistent
with the 1.0-1.5-year storm, which is the common recurrence interval in North Carolina.
8.4.4 Design Discharge Analysis Summary
The results of the bankfull discharge analysis provided a range of values. The most obvious
convergence in values was between the existing bankfull indicators (Dr. Hey's Method and Shear
Velocity) and the Piedmont Regional Curves for all reaches within the Site. These values were
consistently within 15% of each other apart from UT2 and UT5. The two outliers have drainage
areas much smaller than those used to develop the regional curves. When comparing Hey and
Shear Velocity methods, the range of discharges for these tributaries are within 5% of each
other. These three methods were more heavily weighted when determining the final design
discharge for this site because they were thought to account for the in -situ site conditions and
in the case of the existing bankfull indicators the mitigation of runoff throughout the watershed.
Final design discharges were selected based on analysis of the methods discussed in this
section. The final design discharges for all reaches weighted the Regional Curves and the
existing bankfull indicators heavily to arrive at values that were in line with observed conditions
and reflected return intervals between 1.0 and 1.5 years. The goal of the design was to achieve a
balance between streams that would be highly connected to their floodplain and not undersize
channels to the point where vegetation and aggradation could choke the channel. Table 11
below gives a summary of the discharge analysis results.
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Table 11. Stream Design Discharge Analysis Summary
Little Brushy
Fork Reach 1
Little
Brushy Fork
Reach 2
Little Brushy
Fork Reach 3
UT1
Reach 1
UT1 Reach
2a
UT1 Reach
2
Drainage Area (Sq. Mi.)
1.4
1.8
4.2
0.73
2.4
2.4
NC Rural Piedmont
Regional Curve (cfs)
113
135
250
71
167
167
Continuity
Equation
U/U*
Manning's
Equation
(cfs)
93
127
268
67
148
154
U* (cfs)
106
139
283
76
167
174
Stream
Type
Manning's
n (cfs)
76
92
187
46
103
108
Dr.
Richard
Hey
Method
110
145
292
79
173
180
Design Discharge (cfs)
106
140
283
76
167
174
Return Interval
1.0
1.0
1.2
1.4
1.0
1.0
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Table 11. Stream Design Discharge Analysis Summary (cont.)
UT2
UT3 Reach 4
UT4
Reach 1
UT4
Reach 2
UT5
Drainage Area (Sq. Mi.)
0.02
0.07
0.32
0.32
0.05
NC Rural Piedmont
Regional Curve (cfs)
5.3
13
39
39
10
Continuity
Equation
U/U*
Manning's
Equation
(cfs)
6
32
29
29
7
U* (cfs)
12
12
42
42
7.7
Stream
Type
Manning's
n (cfs)
5
5
21
21
5
Dr.
Richard
Hey
Method
12
13
44
43
8
Design Discharge (cfs)
8
12.5
42
43
9
Return Interval
1.3
1.3
1.0
1.0
1.5
8.5 Sediment Transport Analysis
VHB developed a qualitative assessment of the sediment supply and the sources in the project
watershed to recognize the quantity of sediment supplied to the project streams and if it is
being transported. A competence analysis was also performed to analyze the capability of the
proposed streams to transport the necessary sediment size. The sediment supply and
competence and capacity analysis are discussed in further detail in the following sections.
8.5.1 Sediment Supply
The past, present, and future conditions of the watershed were reviewed using the National
Land Cover Database (NLCD) as well as historic and current aerial photography to identify past
and present potential sediment sources. Historically, the watershed was predominantly in
agricultural production since at least 1964 based on imagery. Other land uses consist of
forested areas and low -density rural development. Relatively low -density residential
development and continued heavy agricultural presence are expected to continue to be the
most important land uses in the watershed for the foreseeable future. The contributing areas
upstream of the project are relatively stable and are not expected to increase or decrease the
incoming sediment supply to the Site streams.
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Physical and visual inspections of the streams revealed excess sediment and sand in the stream
with some depositional areas in all reaches. Little Brushy Fork and UT1 contained the largest
sediment depositions. The land use around these reaches is pasture farm with active cattle
grazing without fencing. Cattle frequently access the stream for drinking water, which degrades
the stream banks and causes sediment deposition. The existing riparian buffer is scarce, and
active cattle grazing prohibits a healthy herbaceous layer that is generally lush in the Piedmont
region. The major source of sediment in these reaches is thought to be from cattle impacts and
overland flow from the farm throughout the project area due to a lack of fencing, unfettered
access to the stream by livestock and diminished stream buffers.
By establishing stable riparian buffers, fencing cattle out of the stream, and providing improved
profile, pattern, and dimension to streams during restoration, the sediment load to the project
streams is expected to be reduced. The channels were designed to remain stable and pass the
sediment delivered from the watershed. The focus of the sediment transport analysis is therefore
based on an evaluation of stream competence.
8.5.2 Competence and Capacity Analysis
Sediment analyses are generally divided into measurements of bedload and suspended
sediment, changes in sediment storage, size distributions and source areas. Sediment plays a
major role in the influence of the channel stability and morphology (Rosgen, 1996). A stable
stream has the capacity to move its sediment load without aggrading or degrading. Washload is
normally composed of fine sands, silts and clays transported in suspension at a rate that is
determined by availability and not hydraulically controlled. Bedload is transported by rolling,
sliding, or hopping (saltating) along the bed. At higher discharges, some portion of the bedload
can be suspended, especially controlled by the size and nature of the bed material and hydraulic
conditions (Hey and Rosgen, 1997).
Two measures are used to calculate sediment loads for natural channel design projects:
sediment transport competency and sediment transport capacity. Competency is a stream's
ability to move particles of a given size. It is expressed as a measure of force (Ibs/ft2). Capacity
is a stream's ability to move a quantity of sediment and is a measurement of stream power
expressed in units of Ibs/ft•sec. These analyses are conducted to ensure that the design
streambeds do not aggrade or degrade during bankfull conditions. Brief descriptions of these
two analyses are presented below.
Boundary shear stresses were calculated and compared with Shield's Curve to predict sediment
competency. The shear stress placed on the sediment particles represents the force that entrains
and moves the particles downstream. The equation for shear stress is presented below.
T = yRS where,
T = shear stress (Ib/ft2 )
y = specific gravity of water (62 Ib/ft3 )
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R = hydraulic radius (ft)
S = average channel slope (ft/ft)
The critical shear for the proposed channel must be sufficient to move the D50 of the bed
material. The critical shear stress was calculated and plotted on Shield's Curve to determine the
approximate size of particles that will be moved. Based on Shield's Curve, a range of sediment
sizes and predicted shear stresses were developed to determine the necessary shear stress to
move the bed material. The D50, D100, Shield values, and shear stresses of all of the reaches
can be viewed in Table 12.
It is apparent based on existing bed material surveys on Little Brushy Fork, that surface bed
material decreases in size from upstream to downstream within the project area. This finding
likely explains the stream degradation caused by the cattle farm contributing to sediment
deposition on the downstream portion of the project.
Table 12. Results of Competence Analysis
Little Brushy
Fork Reach 1
Little
Brushy Fork
Reach 2
Little Brushy
Fork Reach 3
UT1
Reach 1
UT1
Reach 2a
UT1
Reach 2
D50 (mm)
4.2
2.8
2.6
1.8
1.9
1.9
D100 (mm)
30
22
19
20
25
25
Movable
Particle Size
from Shields
Curve (mm)
15-40
15-40
15-35
10-32
15-40
15-40
Required
Shear Stress
Value from
Shields curve
(Ib/ft2)
0.30-1.00
0.20-0.70
0.20-0.60
0.20-0.60
0.25-0.70
0.25-0.70
Existing
Bankfull shear
stress (Ib/ft2)
0.43
0.41
0.21
0.30
0.43
0.43
Proposed
Bankfull shear
stress (Ib/ft2)
0.32
0.47
0.28
0.22
0.29
0.30
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Table 12. Results of Competence Analysis (cont.)
UT2
UT3 Reach 4
UT4 Reach 1
UT4 Reach 2
UT5
D50 (mm)
0.8
0.1
0.7
0.7
0.5
D100 (mm)
20
0.5
4
4
4
Existing
Movable
Particle Size
from Shields
Curve (mm)
15-45
N/A -piped
15-50
15-50
N/A -piped
Required
Shear Stress
Value from
Shields
curve
(Ib/ft2)
0.20-0.60
0.002-0.03
0.03-0.15
0.03-0.15
0.03-0.15
Existing
Bankfull
shear stress
(Ib/ft2)
0.47
N/A -piped
0.51
0.51
N/A- piped
Proposed
Bankfull
shear stress
(Ib/ft2)
0.63
0.20
0.35
0.18
0.13
VHB performed a competence analysis using the proposed stream dimensions and existing bed
material determined from riffle pebble counts and subpavement samples. The goal of the
analysis is to evaluate the potential stability of the channels post construction and determine if
bed material will need to be supplemented with coarser material to prevent instability. The
majority of the bed material for Little Brushy Fork, UT1, UT2, UT3, UT4, and UT5 is coarse sand
with particle sizes at 2 mm or less. The results of the analysis indicate that there is enough shear
stress to move the sampled bed material. The range of particle sizes that will become mobile
during a bankfull event is within the size range of gravel. While this competence analysis could
indicate potential for degradation, VHB believes these results are more influenced by the
inundation of sand particles from adjacent agriculture within the bed and not related to
erosional forces from high shear stresses. Based on these results, VHB plans to supplement
existing bed material with coarser material in riffles to increase the D50. However, VHB wants
sand particles to remain mobile to ensure adequate geomorphic processes occur to maintain
channel dimensions within the bottomland. Grade control structures and brush toe stabilization
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will be installed along the reaches, particularly at transitional or high sloped sections of the
reaches.
Competence for Little Brushy Fork, UT1, UT2, and UT5 indicate that there is enough shear stress
to move most of the existing bed material. The proposed restoration will reuse as much of the
native bed material as possible and supplement where necessary. The bed material surveys for
UT3 and UT4 compared to the anticipated moveable particle size predicted from the shields
curve indicate marginal degradation could occur. As depicted in Table 12 the only stream
mostly outside predicted range is UT4 Reach 1. Reach 1 of UT4 is a steeper section due to valley
slopes. The design includes grade control structures and stabilization techniques throughout
the reach to stabilize the channel and to dissipate excess energy and shear stresses.
By improving width/depth ratios and providing access to a floodplain at the bankfull stage, the
proposed designs will reduce both stream power and velocity, thus reducing capacity to only
that needed to move the sediment supplied by the watershed. In summary, the calculations for
competency, aggradation, degradation, and capacity, bankfull conditions in the design channels
for Little Brushy Fork and its unnamed tributaries will entrain particles ranging from 9 to 40 mm
and 4 to 40 mm, respectively. Little Brushy Fork exhibits a D100 of 30 mm while its tributaries
range from 4-25. The design channels are predicted to remain stable over time based on the
establishment of proper dimension, pattern, profile and an active floodplain. The addition of
riparian vegetation will further enhance the long-term stability of the entire system.
A detailed capacity analysis was not performed for the Site due to the expected stability of the
watershed. There is no indication that sediment yield will be altered by rapidly changing land
use or otherwise modified without the use of proper erosion control measures. Based on the
watershed assessment described in Section 3.0 and field data collections, the Site streams
generally indicate the capacity to move a sediment load greater than the sediment supply. Most
of the restoration reaches have been designed to maintain or exceed the competency of the
existing channels with the use of grade control structures to prevent future incision.
8.6 Wetland Design
8.6.1 Wetland Design Overview
The proposed design includes restoring 3.72 acres (1.31 acres re-establishment and 1.41 acres
rehabilitation) and enhancing 2.70 acres of historically altered wetlands. Wetlands proposed for
restoration have altered wetland hydrology due to ditches and lack of connection to Site
streams. Wetlands proposed for restoration and enhancement have disturbed vegetative
structure and diversity. VHB reviewed the proposed wetland areas to understand the effects of
past land use and ongoing land uses on wetland hydrology and hydric soils.
8.6.2 Hydric Soils within Wetland Restoration/Enhancement Areas
A VHB licensed soil scientist (LSS) performed a hydric soil evaluation after reviewing the NRCS
printed soil surveys, web soil survey mapping, and on -site conditions. A total of 75 soil borings
were performed throughout the Site. Borings were located based on the existing topography,
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ditching, and existing wetland vegetation. Each soil boring was classified based on soil
characteristics indicating the hydric soil status. Soil borings were placed into one of two
categories, hydric and relic hydric.
Borings classified as hydric met the depleted matrix hydric soil indicator (F3) and were generally
found in existing jurisdictional wetlands. These areas generally exhibited soil saturation within
12 inches of the soil surface, low matrix chroma, and distinct/prominent redoximorphic features.
The F3 indicator was found in drained wetland 4 in very limited areas and was not accompanied
by saturation within 12 inches of the soil surface.
Borings classified as relic hydric soils met the piedmont floodplain soils hydric indicator (F19).
These areas exhibited brighter chromas (3 and 4 compared to 1 and 2) as compared with the F3
indicator, and redoximorphic concentrations with concrete boundaries between the matrix and
the iron concentration. The presence of a concrete boundary around the redoximorphic
concentration indicates the process of wetting and drying under anaerobic conditions has
stopped or reduced from the condition that created the feature historically.
Based on the results from the LSS findings, existing groundwater gauge data, and existing
hydrologic alterations made to the site; zones of potential wetland restoration and enhancement
were developed. Areas not currently jurisdictional were classified as restoration via re-
establishment (Wetlands 4 and 5). Areas that are currently jurisdictional but with altered
hydrology were classified as restoration via rehabilitation (Wetland 1). Wetlands 2 and 3 were
classified as jurisdictional without potential hydrology uplift and are proposed as enhancement.
8.6.3 Reference Wetland
A reference wetland was identified within a forested portion of the Three Creeks Farm on the
right bank floodplain of UT1 upstream of Norman Shoaf Road. The wetland has a mature
canopy and resembles a Piedmont/Mountain Bottomland Forest defined by Schafale and
Weakly (1990). The area does not appear to have been ditched or manipulated in the recent
past, but may have reduced hydrology due to the incision of UT1. Historical aerials show the
reference wetland has been forested since at least 1948. The vegetation at the reference site will
be used as a basis to develop the planting plan for the wetland restoration and enhancement on
the project site.
The system is located in the floodplain of UT1 and inundated during large overbank events and
from hillside seepage. The soils are mapped as Chewacla loam. The soil profile met the F3
indicator and had wetland hydrology within 12 inches of the soil surface. Hydrology indicators
were water stained leaves, saturation at the surface with a water table at the soil surface. Wrack
lines were also evident throughout the wetland due to a large rain event.
8.6.4 Hydrologic Modeling
VHB analyzed the existing and proposed conditions for groundwater hydrology using Wetbud.
The model was run for the re-establishment area, Wetland 4, using a normal (2017), wet (2020),
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and dry (2008) year condition. Climatic data was retrieved from the closest weather station with
daily precipitation and evapotranspiration rates in Salisbury.
One existing conditions water budget model was developed based on current site conditions.
Water inputs included precipitation and runoff. Daily precipitation values were retrieved from
the station above and runoff was calculated using the SCS/NRCS curve number method.
Existing model outputs included potential evapotranspiration (PET), groundwater out, and
surface outflow. PET was obtained from the Salisbury weather station and was calculated using
the Penman -Monteith Method. Existing conditions assumed no surface water outflow and
groundwater out was assumed to be all water draining to the site via the drainage ditches. A
copy of the model hydrographs is included in Appendix F.
The proposed condition model was developed to predict the length of time groundwater levels
would be within 12 inches of the soil surface. This was evaluated for the same three normal,
wet, and dry years. Two years of the proposed condition model were run for the normal and dry
years, assuming the second years, climatic conditions would be normal, to show a long-term
recharge of the wetland hydrology.
The proposed condition model was updated to incorporate the wetland restoration design,
plugging drainage ditches. The most significant change is the groundwater out. The existing
model assumes all groundwater leaves the site via the drainage ditches. Proposed conditions
keep a significant portion of groundwater on -site. The model results support that proposed Site
changes will increase overall hydrology within the proposed wetland areas and bring the water
table to within 12 inches of the soil surface for multiple months within the growing season,
March 28 to November 4.
Table 13: Water Budget Analysis of Wetland 4
Modeled Year
Hydrology
Classification
Number of Months with Wetland Hydrology (within 12-
inces of soil surface)
Existing Conditions
Model
Proposed Conditions Model
2008
Dry Year
No months
No months-1" run
April-December-2nd run
(9 months)
2017
Normal Year
No months
May-December-15t run
(8 months)
January-December-2nd run
(12 months)
2020
Wet Year
No months
FebruaryDecember
(11 months)
Existing well data for Wetland 4 was compared to the existing conditions model output and
regulatory requirements for hydrology for a jurisdictional wetland. According to the Antecedent
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Precipitation Tool the 12-digit HUC 030401030201 was experiencing "Wetter than Normal"
precipitation prior to the start of the growing season on March 28, 2021. The Wetland 4 gauges
demonstrated the groundwater was above 12-inches for several months and began to decrease
after the growing season began. The groundwater levels exceeded 12-inches for short periods
of time after a rainfall event but had a quick drawdown effect shortly after. The gauges did not
show a hydroperiod of 28 days (10%) within the growing season per the existing data in a year
considered "Wetter than Normal". Complete hydrographs for the model and existing gauge
data can be found in Appendix F.
8.7 Project Implementation
8.7.1 Stream Restoration and Enhancement
Physical impairments to the Site streams include bank erosion, incision, lack of riparian buffer,
cattle access, and lack of bedform diversity. Chemical impairments are due to water quality,
primarily via nutrient loading and the unrestricted access of cattle and the ongoing presence of
fecal coliform bacteria. The project will restore five stream channels and enhance a portion of
UT3. To ensure earthwork is balanced accordingly, vernal pools will be constructed along
portions of the original channel locations. These approximate locations are shown on the
construction drawings Appendix D. Riparian buffers, extending a minimum of 50-feet outward
from the stream banks along either side of the channels, will be planted throughout the Site.
Cattle will be excluded from the conservation easement in their entirety.
All three reaches of Little Brushy Fork (LBF) will be restored using methodologies consistent with
a Priority Level I approach with the exception of a short section of LBF Reach 3 that transitions
back into the original LBF channel near the downstream end of the Site. The area falls under an
approach more consistent with Priority Level II. Bedform diversity and habitat uplift will be
achieved through ripple -pool sequences with log vane J-hook, brush -toe stabilization, and
revised channel dimensions. Landowner access across Little Brushy Fork will be provided via an
85-foot easement break with an at -grade crossing. The easement break will be gated and only
accessible during active use by the landowner for equipment or to re -locate cattle.
UT1 will also be restored via Priority I methodologies in order to reconnect the stream to the
floodplain. Restoration of pattern, profile, and dimension will result in a new channel and
incorporate features including brush toe stabilization, log vane j hooks, log vanes, and
constructed riffles. A 35-foot easement break with an at -grade crossing will allow the
landowner to access fields on either side of UT1 and the downstream portions of Little Brushy
Fork.
UT2 is severely incised with a steeper slope than other streams within the Site and will be
restored via Priority I methodologies. This reach of the intermittent channel originates at the
perched pipe and construction implementation activities will begin with a head cut repair.
Downstream double log drops will be utilized to stabilize and transition the channel towards
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UT1. At the confluence of UT1 a series of grade control drop structures will be installed to
prevent future incision upstream.
UT3 has a severe headcut that formed post -visit with the IRT. The intermittent channel is
separated into four distinct reaches, one proposed for full restoration through pipe removal, one
as enhancement I and two as enhancement II. Reaches 1 and 3 will remain in the existing
alignment and will have riparian corridors planted to a minimum of 50-feet and have cattle
exclusion. Reach 2 is proposed for enhancement I and will maintain the same alignment and
begins at the severe headcut, where a series of head cut repair structures will be installed to
mitigate the ongoing erosion. The bed elevation will undergo a series of steps through this
reach prior to linking with Reach 4. The riparian corridors will be planted, and cattle will be
excluded from the streamside areas along both reaches. Reach 4 is proposed for restoration.
Restoration activities proposed for Reach 4 consist of newly constructed channel that exhibits
stable pattern, profile and dimension as UT3 converges with UT4. The existing 12" RCP will be
removed, and a constructed riffle will be installed at the confluence with UT4. The channel will
incorporate the appropriate design dimensions.
Both reaches of UT4 will be reconstructed using Priority Level I methodologies. The previously
straightened channel will be restored to have more sinuosity and incorporate constructed riffles
and brush toe stabilization. The new channel will effectively move sediment in order to provide
bedform and habitat diversity. The confluence of UT4 and Little Brushy Fork was moved
downstream to accommodate the elevation drop and allow for a stable transition at the
confluence.
UT5 is currently piped. The stream will be daylighted by removing the existing pipe and
allowing the stream to flow into the newly constructed channel. The new channel will utilize a
constructed riffle at the head of the restoration area and double log drops to the confluence
with Little Brushy Fork. The confluence is the end of the project and will be stabilized by a
combination of a constructed riffle and rock cross vane.
8.7.2 Wetland Mitigation Activities
Wetland mitigation activities will include restoration via re-establishment and rehabilitation, and
enhancement. There are currently three jurisdictional wetlands, Wetlands 1, 2, and 3
(successional and pasture), within the proposed conservation easement. The credit ratio for
enhancement of Wetland 3 has been adjusted to account for the varying level of effort
proposed. Two additional areas, Wetlands 4 and 5, are currently non jurisdictional. Table 14
describes wetland mitigation activities and ratios.
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Table 14: Proposed Wetland Mitigation Activities and Credit Ratios
Wetland Name
Approach
Ratio
Approach Description
Wetland 1
Restoration
(Rehabilitation)
1.5:1
Fill in existing drainage swales and reconnect
overbank flows from LBF to the wetland. Plant
area in appropriate woody vegetation to
accompany the existing herbaceous wetland
vegetation. Exclude cattle from wetland.
Wetland 2
(successional)
Enhancement
2:1
Headwater wetland currently going through
successional growth. Supplemental planting
will occur, and cattle will be excluded.
Wetland 2 (pasture)
Enhancement
7.5:1
Headwater wetland currently planted in
pasture grasses will be enhanced through
planted native woody stems, stabilization of
UT3 along northern boundary, and exclusion
of cattle.
Wetland 3
Enhancement
5:1
Reconnection of LBF to floodplain, planting
additional native woody stems, and exclusion
of cattle.
Wetland 4 (non -JD)
Restoration
(Re-establishment)
1:1
Fill two drainage ditches while still allowing
flow underneath Norman Shoaf Rd. to prevent
hydrologic trespass. Plant area with native
wetland vegetation and exclude cattle.
Raising bed elevations in LBF and UT1 will
benefit wetland hydrology through overbank
events.
Wetland 5 (non JD)
Restoration
(Re-establishment)
1:1
Reconnect LBF and UT1 to the floodplain to
increase wetland hydrology. Fill small
drainage ditch, plant native wetland
vegetation, and exclude cattle.
Wetland 1 will be restored through rehabilitation efforts focusing on locations where wetland
hydrology is being negatively impacted by small ditches and/or drainage conveyances. The area
will be planted with native hardwood trees and the ditches/conveyances will be plugged to
increase the time water remains on -site. This increase in time will help to offset any negative
impacts to wetland hydrology that will come from establishing forest vegetation. The
introduction of forest species over time has the potential to reduce the hydroperiod in the
wetland. The wetland will be enhanced in the remaining areas by planting hydrophytic tree
species, characteristic of a bottomland hardwood riparian system.
Wetland 2 has two enhancement areas, the successional forest and the maintained field.
Enhancement of the succession forest area will consist of removal of invasive species and cattle
exclusion fencing. There may be minor uplift to the existing wetland hydrology through
enhancement efforts to stabilize UT3; however, it is not expected that these changes are
significant enough to classify the area as restoration via rehabilitation.
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Wetland 3 will be enhanced through augmentation of wetland vegetation and hydrology.
Invasive species will be removed and maintained throughout monitoring and additional native
hardwood trees will be planted in areas with low stem densities. Clay drainage pipes, which
currently discharge into Little Brushy Fork, will be removed from the wetland to provide some
uplift to wetland hydrology.
Wetlands 4 and 5 will be restored through re-establishment efforts where the hydrology has
been altered due to disconnection of the surrounding streams from their floodplains and
existing ditching. Similar to Wetland 1, removal of internal drainage ditches will increase
residence time water remains within the wetland. This will allow the groundwater table to
recharge and provide wetland hydrology within these two areas during the growing season.
Figure 9 shows the proposed wetland mitigation areas and credit ratios. Table 15 shows the
breakdown of wetland mitigation units.
Table 15: Wetland Mitigation Units
Wetland Name
Mitigation
Category
Credit Ratio
Area (acres)
Wetland Mitigation
Units (WMUs)
Wetland 1
Riparian
1.5:1
1.41
0.94
Wetland 2
(successional)
Riparian
7.5:1
0.62
0.08
Wetland 2
(pasture)
Riparian
2:1
0.18
0.09
Wetland 3
Riparian
5:1
1.90
0.38
Wetland 4
Riparian
1:1
1.29
1.29
Wetland 5
Riparian
1:1
0.97
0.97
8.8 Vegetation and Planting Plan
The objective of the planting plan is to establish, over time, a thriving riparian buffer composed
of native tree species. The planting plan will be based on an appropriate nearby reference
community and will be developed to restore appropriate strata (canopy, understory, shrub, and
herbaceous layers). Based on site conditions there will be two planting zones, low stream and
wetland zone, and upland riparian buffer zone. Based on initial observation of the Site, the
Piedmont/Mountain Bottomland Forest defined by Schafale (1990) is the appropriate target
community for the low stream and wetland zone. The upland riparian buffer zone will be based
on the Schafale (1990) Piedmont/Mountain Levee Forest community. The canopy will be
restored through planting of bare root trees. The understory and shrub layers will be restored
through a combination of planting bare root, low growth species and installing live stake shrub
species. The herbaceous layer will be restored by seeding the disturbed area with a native seed
mix with an emphasis placed on creating good soil contact to encourage germination. Species
chosen for the planting plan are listed in Table 16 below. The Draft Plans, Appendix D, also
contain additional guidance on planting zones, Site preparation, and Site stabilization during
construction. Invasive species will be treated and removed during construction. Treatment of
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invasive species will be completed throughout monitoring on an as -needed basis. These areas
will be mapped.
Table 16: Proposed Planting Plan
Location
Scientific Name
Common Name
Stratum
Low stream and
wetland zone
Betula nigra
River birch
Understory
Carpinus caroliniana
Ironwood
Understory
Corpus amomum
Silky dogwood
Understory
Diospyros virginiana
Persimmon
Understory
Quercus michauxii
Swamp chestnut oak
Canopy
Nyssa sylvatica
Blackgum
Canopy
Platanus occidentalis
American sycamore
Canopy
Populus deltoides
Cottonwood
Canopy
Salix sericea
Silky willow
Shrub
Sambucus canadensis
Elderberry
Shrub
Upland Riparian Buffer
Zone
Quercus phellos
Willow oak
Canopy
Quercus nigra
Water oak
Canopy
Celtis laevigata
Sugar berry
Canopy
litmus americana
American elm
Canopy
Liriodendron tulipifera
Tulip poplar
Canopy
8.9 Project Risk and Uncertainties
This project includes risk associated with constructing new stream channels in an unforested
area. The site has the potential for sedimentation downstream if massive bank failures occur
during flooding events prior to vegetation stabilizing the soil. This will be addressed using live
stakes where appropriate and allowing for diffuse flow from the upland and wetland areas into
the stream channels. The conservation easement has expanded to include the majority of the
historic floodplains of LBF and UT1 in an effort to maximize the uplift of the aquatic resources
within the project and remove wet areas from potential impacts by cattle.
Another risk associated with UT1 and LBF is the amount of sand moving through the system.
Constructed structures can become unstable due to sand infiltration leading to localized
structure failure and potential systemic failures. Eco Terra is aware of this possible threat to the
stability of the project and will actively monitor for this type of problem. This is addressed
further in the Adaptive Management discussion in Section 12.0.
8.10 Proposed Crossings
Three easement crossings are proposed within the project area. These crossings will provide the
landowner with access to adjoining property. These crossings will be gated to prevent cattle
from accessing the streams. The site can be accessed from Norman Shoaf and Tom Livengood
Roads for monitoring and long-term stewardship.
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9.0 Performance Standards
The stream and wetland performance standards for the project will follow the 2016 USACE
Wilmington District Stream Wetland Compensatory Mitigation Update. Annual monitoring and
semi-annual site visits will be conducted to assess the condition of the finished project. Each
project component has specific performance standards: stream morphology, hydrology, and
vegetation. Wetland enhancement, rehabilitation, and re-establishment areas will be assigned
specific performance criteria for wetland hydrology and vegetation. Performance standards will
be evaluated throughout the seven-year post -construction monitoring. Eco Terra may propose
to terminate the monitoring period after five years if all performance standards have been met.
An outline of the performance criteria is detailed below.
9.1 Streams
9.1.1 Dimension
Successful riffle cross sections on restoration reaches should be stable and show little change in
bankfull area, bank height ratio, and width -to -depth ratio. Bank height ratios will not exceed 1.2
and entrenchment ratios will be at least 2.2 for restored channels. Channel dimensions,
specifically, riffle cross sections, should be within the parameters for the channels of the
designed stream type. In the event that dimensions fall outside the accepted range for a stream
type, the channel will be evaluated for signs of instability. Indicators of instability include
vertical incision of the thalweg and eroding stream banks. Remedial actions will be taken to
address any signs of instability that are indicative of a systemic issue.
9.1.2 Pattern and Profile
Visual assessments and photo documentation should indicate that streams are remaining stable
and do not indicate a trend toward vertical or lateral instability. As -built surveys will include a
longitudinal profile survey which will not be completed for subsequent monitoring years. In the
event that instability, vertical or lateral, is noted, a longitudinal profile survey will be necessary
for the affected reaches. The survey will follow the standards described in the Stream Channel
Reference Sites; An Illustrated Guide to Field Technique (Harrelson et. Al., 1994).
9.1.3 Photo Documentation
Photos will be used to document morphological stability on an annual basis. Photos will be
taken at each cross section, upstream and downstream, to document the presence/absence of
erosion along the stream banks. Channel photos will capture the formation and longevity of
mid -channel bars and vertical incision. Photos will be taken of any potential signs of instability
around grade control structures.
9.1.4 Bankfull Events
Four bankfull events must be documented in each perennial restoration reach within the seven-
year monitoring period in separate years. In the event that bankfull events do not occur in four
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separate years, hydrologic monitoring will continue until the performance standard has been
met. All reaches of LBF, UT1, and UT4 will be subject to the four bankfull events requirement.
All intermittent restoration and enhancement reaches must demonstrate a minimum of 30 days
of continuous flow on an annual basis during the monitoring period. UT2, UT3, and UT5 will be
subject to the 30 days of continuous flow requirement.
9.2 Wetlands
Areas designated as re-establishment and rehabilitation will have continuous groundwater
monitoring for seven years. A total of eight groundwater monitoring gauges will be installed
and will record groundwater levels on a daily basis. The approximate locations of the
groundwater gauges are shown on Figures 10A-10D.
Eco Terra installed an on -site rain gauge to determine on -going rainfall conditions. This rain
gauge will remain post -construction during the monitoring period. Rainfall data from the
nearest rain gauge with available data will be used if the on -site rain gauge has data gaps.
According to the NC State University (NCSU) NC State Climate Office there are three weather
stations, Lexington (ID 314970), Davidson County Airport (ID KEXX), and Lexington (ID LXFN7), in
Davidson County.
The estimated growing season for Davidson County based on WETS data for the Lexington, NC
station is approximately 282 days (March 28 through November 4). This growing season is
based on air temperatures of 28 degrees F or higher and 50 percent chance of growing season
occurring between beginning and ending dates.
The USACE Wilmington District Stream and Wetland Compensatory Mitigation Update issued in
October 2016 by the USACE and NCIRT states the wetland hydroperiod for Chewacla soils is 10-
12 percent. The proposed wetland hydrology performance standard will be groundwater levels
within 12 inches of the soil surface for 10 percent of the growing season (28 days) for Davidson
County under normal precipitation conditions.
9.3 Vegetation
The final vegetative performance standard for the stream restoration and enhancement areas
will be the survival of 210 planted stems per acre within the first 50-feet from the top of bank at
the end of the monitoring period. The interim success criteria will be the survival of 320 stems
per acre at the end of the third monitoring year and 260 stems at the end of the fifth monitoring
year. No single planted or volunteer species should comprise more than 50% of the total stem
density within any plot. The vegetation's average height must be seven feet or greater. These
performance standards will apply to all riparian buffer and wetland planting areas except for
successional and or forested wetland areas. Invasive species will be monitored and treated as
needed to promote success of native hardwood stems. Photos will be taken at the origin of
each vegetation monitoring plot each year.
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9.4 Visual Assessments
Visual assessments will view the integrity of the conservation easement, vegetation plots, and
monitoring gauges. The assessments will identify any issues with the above -mentioned items
and a plan to repair or prevent future problems will be developed.
10.0 Monitoring Plan
Eco Terra will report annual monitoring data in accordance with Regulatory Guidance Letter
(RGL) 08-03 and the Stream Mitigation Guidelines (October 2016) produced by the NCIRT and
USACE. The monitoring period will be for seven years or until performance criteria have been
met. Table 17 describes how the monitoring plan verifies project goals and objectives have been
achieved.
Table 17: Monitoring Plan
Goal
Treatment
Performance
Standard
Monitoring
Metric
Likely Functional
Uplift
Reconnect channels
with historic
floodplains and
improve wetland
hydrology in existing
and drained wetland
areas.
Post construction
channels will have
appropriate bankfull
dimensions and
depth to allow
flooding of the
floodplain.
Four bankfull
events within
monitoring
period.
Crest gauges on
perennial
channels and
pressure
transducers on
intermittent
channels.
Longer resident time
of flood flows on
floodplain to recharge
riparian wetlands.
Improve the stability
of stream channels
Construct stream
channels that will
maintain a stable
pattern and profile
considering the
hydrologic and
sediment inputs to
the system,
landscape setting,
and watershed
conditions.
Entrenchment
ratio stays over
2.2 for C and E
channels and
bank height
ratio is below
1.2.
Visual inspection
and cross section
monitoring
Reduce sediment
inputs to downstream
waters by reducing
shear stress, and bank
erosion.
Exclude cattle from
streams
Construct fencing
around the
conservation
easement and fence
off at -grade
crossings.
Cattle excluded
from the
conservation
easement.
Visual inspection
of the fence and
for signs of cattle
in easement.
Reduce fecal coliform
amounts to
downstream drinking
waters, and sediment.
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Table 17: Monitoring Plan (cont.)
Goal
Treatment
Performance
Standard
Monitoring
Metric
Likely Functional
Uplift
Improve stream
habitat
Construct stream to
have variety of
stream habitats,
varying depth pools,
riffles, woody debris,
cover logs, and root
wads.
N/A
N/A
Provide varied habitat
for macroinvertebrates
and other aquatic
species, allowing for
an increase in
biodiversity.
Restore/enhance
wetland hydrology,
soils, and plant
communities.
Restore/enhance
wetlands by filling
ditches and
reconnecting
streams to
floodplains. Plant
native trees.
Have the water
table be within
12-inches of the
soil surface for
10% of the
growing season.
Have 210 stems
after seven
years.
Eight
groundwater
gauges in
wetlands 1, 2, 4,
and 5.
Vegetation plots
in wetlands.
Increase recharge of
the wetlands and
provide cover for
wildlife.
Restore and enhance
native floodplain and
streambank
vegetation
Plant a riparian
buffer with a
minimum width of
50-feet with native
tree species. Control
invasives.
Final survival
rate of 210
stems/acre after
5 years.
Two percent of
the planted area
will be monitored
in 100m2
vegetation plots.
Improved riparian
habitat, eventual
increase in large
woody debris,
stabilization of banks
from roots, decreased
sediment runoff from
floodplain, and
increased resident
time of floodwaters.
Permanently protect
the project site from
future development.
Place a permanent
conservation
easement on the
project site.
Identify and
correct any
easement
encroachments.
Inspect the
easement
boundary on a
bi-annual basis.
Protection from
encroachment.
10.1 As -Built Survey
An as -built survey will be completed after construction to document channel dimensions and
new location. The survey will include a complete longitudinal profile including thalweg, water
surface, bankfull, and top of bank. This information will be used for comparison to determine
whether the stream dimensions remain stable. Longitudinal profiles will not be completed on
annual basis unless required by the NCIRT.
10.2 Visual Monitoring
Visual monitoring of all mitigation areas will be conducted a minimum of twice per year. Visual
assessments will include vegetation survival, presence of invasives, streambank stability,
structure integrity, easement fence integrity, and hydrology gauge integrity. Nineteen
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permanent photo stations, not including those associated with vegetation plots or stream cross
sections, will be set up to document the site.
10.3 Hydrology Monitoring
Crest gauges will be installed to document bankfull events on all perennial channels. Crest
gauges on perennial channels will track the frequency of overbank events. All intermittent
channels will have pressure transducers installed to document frequency and duration of flow.
Wetland hydrology will be monitored using eight continuous groundwater gauges. These will
take a daily reading and will be downloaded a minimum of twice a year.
10.4 Cross Sections
Permanent cross sections will be installed on restoration and enhancement reaches at a
minimum of one per 20 bankfull widths with half in pools and half in riffles. Morphological data
and upstream/downstream photos will be collected for the cross sections. Riffle cross sections
will include bank height ratios and entrenchment ratios, which will not be collected for the pool
cross sections. Cross sections will be monitored in years 1, 2, 3, 5, and 7.
10.5 Vegetation Monitoring
Two percent of the planted area, approximately 37.7 acres, will be sampled using 0.0247-acre
size vegetation plots. Thirty-one permanent vegetation plots are proposed for measurement of
tree height, species, and location. Photos of each plot will be taken from the origin of the plot
each year. Vegetation will be planted, and plots established at least 180 days prior to the
initiation of the first year of monitoring. Monitoring will occur in years 1, 2, 3, 5, and 7 between
September 1st and the end of the growing season, November 4th. Invasive species will be
monitored and removed if they hinder native vegetation growth or become the dominant
species. In the event that invasive species need to be removed, Eco Terra will develop a
treatment plan.
10.6 Scheduling and Reporting
A baseline monitoring report and as -built drawings will be submitted to the NCIRT within 60
days of site planting. The report will include elevations, photographs, vegetation plots,
groundwater gauges, and stream hydrology gauges. A list of species planted and planting
density will be provided. Monitoring reports will be prepared in the fall and submitted to the
USACE no later than April 1 of the following year.
11.0 Long -Term Management Plan
11.1 Ownership and Long -Term Manager
The site will remain in private ownership, protected in its entirety and managed under the terms
described in the conservation easement. Three Creeks Farm is the existing landowner and there
are no plans in the foreseeable future for a transfer of ownership. Southern Conservation Trust
will serve as the Grantee and long-term manager and will be the party responsible for long-term
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management. The conservation easement will be transferred to Southern Conservation Trust
prior to the initial credit release.
Southern Conservation Trust is a US 501 (c)(3) public charity that is dedicated to elevating
nature through exceptional stewardship. Southern Conservation Trust has the ability to monitor
and enforce the requirements of the conservation easement and long-term management plan.
Southern Conservation Trust is currently stewarding over 57,000 acres of conserved land in
Georgia, North Carolina, South Carolina, Alabama, Tennessee, Arkansas, Louisiana, Virginia,
Colorado, Texas, and Kentucky. Southern Conservation Trust has been approved by the NCIRT
to act as the long-term manager of the conservation easement.
11.2 Long -Term Management Activities
The site streams and wetlands are designed to function as a stable riparian wetland and
piedmont stream complex. Natural wood will be used to greatest extent possible and natural
channel design was based on reference stream conditions to promote a stable starting point.
Monitoring will be conducted on a yearly basis for seven years to ensure the site remains stable;
however, long-term management activities have been identified in the event that the site
experiences systemic instability and becomes a threat to project success.
The site will be protected in perpetuity by a permanent conservation easement. After the final
closeout process with the NCIRT, long-term management activities will be conducted to ensure
the site is monitored on a regular basis. The long-term manager will be responsible for
inspecting the site annually, conducting long-term management activities as described in Table
18.
Table 18: Long -Term Management Plan
Long -Term Management
Activity
Long -Term Manager
Responsibility
Landowner Responsibility
Install woven wire fence along
easement boundary and gates
on the at -grade crossings.
The steward will inspect the
easement fence and gates to
ensure they are preventing
cattle from accessing the
easement.
The landowner will keep gates
closed and report any damage
to gates or boundary fencing to
the long-term steward.
The site will be protected by a
recorded conservation
easement.
Conduct annual visits to inspect
the easement area. Identify
problems if they occur and
correct the issues.
The landowner will abide by the
recorded conservation easement
and contact the long-term
steward if questions arise.
11.3 Funding Mechanism
Anticipated long-term management activities and their associated annual cost are listed in Table
19 below. Eco Terra will fund a stewardship endowment that will be managed by Southern
Conservation Trust. The endowment is designed to provide on -going revenue to support long-
term management activities. The stewardship endowment is invested to provide recurring
110 Three Creeks Farm Mitigation Bank
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revenue to cover the cost of annual activities, easement enforcement, and issues resulting from
violation.
Table 19: Management Funding
Management Activity
Hours
Cost per
Hour
Anticipated
Frequency
Activity Cost
Annual Cost
Annual Requirements
Annual Planning
10
$20
Annual
$200
$200
Field Inspection and
Reporting
19.5
$20
Annual
$390
$390
Direct Expenses
1
Annual
$471
$471
Adaptive Management
Fence Maintenance
10
As needed
Trash Removal
8
As needed
Minor Violation
2
As needed
$100
$200
Major Violation
1
As needed
$250
$250
Total Annual Cost
$1,511
Capitalization Rate
0.04
Funding Amount
$38,000
12.0 Adaptive Management Plan
Post construction the site will be monitored as described in Section 10.0. Minor corrective
actions are expected. These include but are not limited to: invasives treatment, fence repair, and
replanting. In the event that large scale instability occurs and threatens the success of the
project, an Adaptive Management Plan may be needed. Eco Terra will notify the NCIRT to
coordinate the best approach to fixing any major issues. An Adaptive Management Plan will be
submitted to the NCIRT for approval prior to the commencement of any work within the site.
Eco Terra will be responsible for funding any future work and securing all permits required to
complete the work. If the NCIRT determines the site is not meeting the performance standards
the NCIRT may suspend credit sales, utilize financial assurances, and/or terminate the banking
instrument.
An integral part of a successful compensatory mitigation project is early detection of problems
during implementation, determining the cause(s) of those problems, and attempting to correct
those problems so that the compensatory mitigation project achieves its objectives and
ecological performance standards. Interim performance standards are crucial to ensuring
compensatory mitigation performance follows a trajectory to attain final compensatory
mitigation success.
In the event the mitigation site or a specific component of the mitigation site fails to achieve the
necessary performance standards as specified in the mitigation plan, the sponsor shall notify the
members of the IRT and work with the IRT to develop contingency plans and remedial actions.
Large scale corrective measures may require an Adaptive Management Plan. Large scale
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corrective measures may include, but are not limited to, re -grading part of the mitigation site,
replanting more than 20% of the site to improve composition or species diversity, or the
addition of stabilization structures. The Adaptive Management Plan review will follow Section
332.8(o)(9) of the 2008 Mitigation Rule, part of the streamlined review process, which requires
an IRT review period of 15 calendar days.
Once the Adaptive Management plan is prepared, the sponsor will:
1. Notify the USACE as required by the Nationwide Permit 27 general conditions.
2. Notify NCDWR if necessary for 401 conditions.
3. Revise performance standards, maintenance requirements, and monitoring requirements as
necessary.
4. Obtain other permits as necessary.
5. Submit the Adaptive Management Plan for IRT review and approval.
6. Implement the Adaptive Management Plan.
7. Provide the IRT a Record Drawing/As-Built of corrective actions.
The Final Mitigation Plan should include:
1. Identify responsible parties who will identify problems.
2. Potential problems that may arise during the monitoring period, particularly if performance
standards are not met.
3. Potential causes of those problems.
4. Identify a process for determining measures to correct deficiencies in compensatory
mitigation projects, such as site modifications, design changes, revisions to maintenance
requirements, and revisions to monitoring requirements (see 33 CFR § 332.7(c)(3)).
Appendix G includes information about Project Risk and Uncertainties.
13.0 Determination of Credits
Final stream and wetland credits are shown in Table 20. The mitigation ratios follow the
Prospectus and conversations with the NCIRT during the on -site visit on January 26, 2020.
All stream buffers will be a minimum of 50 feet from the top of bank, with a few exceptions near
the beginning or end of the stream reach. The credit release schedule is in Appendix H.
Table 20: Project Assets Summary
Mitigation Credits Summary
Stream
Riparian Wetland
Type
R
RE
R
RE
Totals
9,043
342
2.26
1.49
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Table 21: Stream Assets
Project
Reach ID
Existing
Footage*
(LF)
Approach
Restoration (R)
or Restoration
Equivalent (RE)
Restoration
Footage
(LF)
Mitigation
Ratio
Proposed
Credit
SMUs
LBF Reach
1
1,475
P1
R
1,880
1:1
1,880
LBF Reach
2
998
P1
R
963
1'1
963
LBF Reach
3
527
P1
R
582
1'1
582
UT1
Reach 1
1,135
P1
R
1,545
1'1
1,545
UT1
Reach 2a
293
P1
R
266
1'1
266
UT1
Reach 2
1,514
P1
R
1,823
1'1
1,823
UT2
325
P1
R
314
1:1
314
UT3
Reach 1
200
N/A
RE
200
2.5:1
80
UT3
Reach 2
100
N/A
RE
100
1.5:1
67
UT3
Reach 3
489
N/A
RE
489
2.5:1
195
UT3
Reach 4
35
P1
R
91
1:1
91
UT4
Reach 1
399
P1
R
485
1:1
485
UT4
Reach 2
691
P1
R
988
1:1
988
UT5
0"
P1
R
106
1:1
106
Total
8,181
Total
9,832
Total
9,385
*Does not include easement breaks, #Lengths end at TOB of receiving waters, AStream is piped, estimated existing
footage is 105 If.
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Table 22: Wetland Assets
Wetland ID
Existing
Acreage (Ac)
Restoration
(R) or
Restoration
Equivalent
(RE)
Restoration
Acreage (Ac)
Mitigation
Ratio
Proposed
Credits
WMUs*
Wetland 1
1.41
R
1.41
1.5:1
0.94
Wetland 2
(successional)
0.62
RE
0.62
5:1
0.08
Wetland 2
(pasture)
0.18
RE
0.18
2:1
0.09
Wetland 3
1.90
RE
0.38
Wetland 4
0
R
1.29
1:1
1.29
Wetland 5
0
R
0.97
1:1
0.97
Total
3.75
14.0 Financial Assurances
Financial assurance in the form of a surety bond will be provided before the first credit release
and maintained over the operational life of the bank. The Sponsor shall provide financial
assurance sufficient to assure completion of all mitigation work, required reporting and
monitoring, and any adaptive management activities required pursuant to the Bank UBMI. The
bond shall consist of a performance bond in a form substantially similar to the draft provided in
Appendix I underwritten by a surety company licensed to do business in North Carolina with a
Best's current rating of not less than "A-". The total value of such a bond shall be One -million
One -hundred thirty-three thousand.
The bond shall remain in full force and effect for a period of eight (8) years. The maximum
penal sum of this bond may be reduced by the USACE in its sole discretion based on its
approval of the applicable as -built or monitoring, by these scheduled amounts:
Table 23: Reduction of Penal Sum
Year
Reduction
Revised Penal Sum
1
$0
$1,133,000
2
$953,000
$180,000
3
$20,000
$160,000
4
$20,000
$140,000
5
$20,000
$120,000
6
$20,000
$100,000
7
$20,000
$80,000
8
$20,000
$60,000
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USACE shall issue a full and final release of the bond when the seven-year monitoring period is
complete; all monitoring reports have submitted and have been approved by the USACE; and
the success criteria identified in the FMP have been achieved and approved by the USACE. The
bond shall not be released in whole until the principal receives written verification from the
USACE that all conditions for release have been satisfied.
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15.0 References
Dunne, T. and L.B. Leopold. 1978 Water in Environmental Planning. W.H. Freeman and Company.
New York.
Harman, W. A. and C. J. Jones. 2017. North Carolina Stream Quantification Tool: Spreadsheet
User Manual, NC SQT v3.0. Environmental Defense Fund, Raleigh, NC.
Harman, W. A. et al. 1999. Bankfull Hydraulic Geometry Relationships for North Carolina
Streams. AWRA Wildland Hydrology Symposium Proceedings. Edited by: D.S. Olsen and
J.P. Potyondy. AWRA Summer Symposium. Bozeman, MT.
Harman, W., R. Starr, M. Carter, K. Tweedy, M. Clemmons, K. Suggs, and C. Miller. 2012. A
function -based framework for developing stream assessments, restoration goals,
performance standards and standard operating procedures. US Environmental
Protection Agency, Office of Wetlands, Oceans, and Watershed, Washington, DC.
Hey, Richard and Dave Rosgen, 1997. Fluvial Geomorphology for Engineers. Wildland Hydrology,
Pagosa Springs, CO.
Lowther, Brian. 2008. Stream Channel Geomorphology Relationships for North Carolina
Piedmont Reference Reaches — a thesis prepared in the Biological and Agricultural
Engineering Department of North Carolina State University. Raleigh, NC.
N.C. Natural Heritage Program. 2021. Data Explorer. Department of Natural and Cultural
Resources, Raleigh, North Carolina. Data Date July 2021.
Natural Resources Conservation Service (NRCS). 2011. Web Soil Survey.
http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm
North Carolina Department of Water Resources (NCDWR). 2003. Yadkin -Pee Dee River
Basinwide Water Quality Plan.
North Carolina Division of Mitigation Services (NCDMS). 2007. Harrell Site Stream and Wetland
Restoration Plan.
North Carolina Division Mitigation Services (NCDMS). 2009 Lower Yadkin Pee -Dee River Basin
Restoration Priorities.
North Carolina Division of Mitigation Services (NCDMS). 2016. Memorandum dated June 15,
2015 with title "Quantifying Benefits to Water Quality from Livestock Exclusion and
Riparian Buffer Establishment for Stream Restoration".
North Carolina Division of Mitigation Services (NCDMS). 2016. Undated memorandum with title
"A Review of Scientific Literature on Fecal Coliform Attenuation by Riparian Buffers".
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North Carolina Division of Mitigation Services (NCDMS). 2019. Alexander Farm Mitigation Site
Mitigation Plan.
North Carolina Division of Mitigation Services (NCDMS). 2021. Oak Hill Dairy Mitigation Site
Mitigation Plan.
North Carolina Division of Water Quality (NCDWQ). 2011. Surface Water Classifications.
http://portal.ncdenr.org/web/wq/ps/csu/classifications
North Carolina Geological Survey (NCGS), 1985. Geologic map of North Carolina 1:500,000 scale.
Compiled by Philip M. Brown at el. Raleigh, NC, NCGS.
North Carolina Natural Heritage Program (NHP), 2009. Natural Heritage Element Occurrence
Database, Davidson County, NC.
North Carolina Office of State Budget and Management (NCOSBM). 2021. Project Population
Change in North Carolina Counties: 2020-2030.
https://files.nc.gov/ncosbm/demog/countygrowth 2030.html
North Carolina Wetland Functional Assessment Team. 2016. N.C. Wetland Assessment Method
(NC WAM) User Manual, Version 5. 127pp., Appendices.
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs, CO.
Rosgen, D.L. and Silvey, H.L., 2005. The Reference Reach Field Book. Wildland Hydrology Books,
Fort Collins, CO, 256 pp.
Rosgen, D.L. 2006. Watershed Assessment of River Stability and Sediment Supply (WARSSS).
Second Edition. Wildland Hydrology, Fort Collins, CO.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina: Third Approximation. Natural Heritage Program, Division of Parks and
Recreation, N.C. Department of Environment, Health, and Natural Resources. Raleigh, NC.
325 pp.
Silvey, H. Lee, Leopold, Luna, and Rosgen, D.L. 1998. The Reference Reach Field Book. Wildland
Hydrology Books, Pagosa Springs, CO.
Simon, A. 1989. A model of channel response in disturbed alluvial channels. Earth Surface
Processes and Landforms 14(1):11-26.
U.S. Army Corps of Engineers. 2012. Regional Supplement to the Corps of Engineers Wetland
Delineation Manual: Eastern Mountains and Piedmont Region (Version 2.0).
U.S. Fish and Wildlife Service (USFWS), 2021. Information and Planning Consultation (IPaC).
https://ecos.fws.gov/ipac/
Walker, Alan. Unpublished. NC Rural Mountain and Piedmont Regional Curve.
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Figures

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Three Creeks Farm Mitigation Bank
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Three Creeks Farm Mitigation Bank
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Three Creeks Farm Mitigation Bank
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��0% Davidson County, North Carolina 10D
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Appendix A. Conservation Easement Information

Finalized Conservation Easement will be included in the FINAL mitigation plan.
RECORDING REQUESTED BY
AND WHEN RECORDED MAIL TO:
SPACE ABOVE THIS LINE FOR RECORDER'S
USE
PERMANENT CONSERVATION
EASEMENT
THIS CONSERVATION EASEMENT ("Conservation Easement") made
this day of , 202 by and
between ("Grantor") and ("Grantee").
The designation Grantor and Grantee as used herein shall include said
parties, their heirs, successors and assigns, and shall include singular, plural,
masculine, feminine or neuter as required by context.
RECITALS
WHEREAS, Grantor owns in fee simple certain real property situated,
lying and being in County, North Carolina, more particularly
described in Exhibit A attached hereto and incorporated herein (the "Property");
WHEREAS, Grantee is a charitable, not -for -profit or educational
corporation, association, or trust qualified under § 501 (c)(3) and § 170 (h) of
1

the Internal Revenue Code, and N.C. Gen. Stat. § 121-34 et seq., the
purposes or powers of which include one or more of the purposes (a) — (d)
listed below;
(a) retaining or protecting natural, scenic, or open -space aspects of
real property;
(b) ensuring the availability of real property for recreational,
educational, or open -space use;
(c) protecting natural resources;
(d) maintaining or enhancing air or water quality.
WHEREAS, Grantor and Grantee recognize the conservation, scenic,
natural, or aesthetic value of the property in its natural state, which includes
the following natural communities: [add or delete as appropriate: coastal
wetlands, non -riparian wetlands, riparian wetlands, perennial and intermittent
streams and riparian buffers]. The purpose of this Conservation Easement is to
maintain streams, wetlands and riparian resources and other natural values of
approximately acres, more or less, and being more particularly described in
Exhibit B attached hereto and incorporated fully herein by reference (the
"Conservation Easement Area"), and prevent the use or development of the
Conservation Easement Area for any purpose or in any manner that would
conflict with the maintenance of its natural condition.
WHEREAS, the restoration, enhancement and preservation of the
Conservation Easement Area is a condition of the approval of the Mitigation
Banking Instrument (MBI) and Mitigation Plan for the
Mitigation Bank, Department of the Army (DA) Action ID Number SAW-
, entitled "Agreement to Establish the
Mitigation Bank in the River Basin within the State of North
Carolina", entered into by and between [enter Sponsor name] acting as the
Bank Sponsor and the Wilmington District Corps of Engineers (Corps), in
consultation with the North Carolina Interagency Review Team (IRT). The
Mitigation Site has been approved by the Corps for use as
a mitigation bank to compensate for unavoidable stream and wetland impacts
authorized by DA permits.
WHEREAS, Grantor and Grantee agree that third -party rights of
enforcement shall be held by the North Carolina Division of Water Resources
(NCDWR) and the U.S. Army Corps of Engineers, Wilmington District ("Third -
Parties," to include any successor agencies), and may be exercised through
the appropriate enforcement agencies of the United States and the State of
North Carolina, and that these rights are in addition to, and do not limit, the
rights of enforcement under the NCDWR Project ID # and
Department of the Army instrument number SAW -
("Mitigation Banking Instrument"), or any permit or certification issued by the
Third -Parties.
2

NOW, THEREFORE, for and in consideration of the covenants and
representations contained herein and for other good and valuable
consideration, the receipt and legal sufficiency of which is hereby
acknowledged, Grantor hereby unconditionally and irrevocably grants and
conveys unto Grantee, its heirs, successors and assigns, forever and in
perpetuity a Conservation Easement of the nature and character and to the
extent hereinafter set forth, over the Conservation Easement Area described
on Exhibit B, together with the right to preserve and protect the conservation
values thereof, as follows:
ARTICLE I.
DURATION OF EASEMENT
This Conservation Easement shall be perpetual. This Conservation
Easement is an easement in gross, runs with the land and is enforceable by
Grantee against Grantor, Grantor's personal representatives, heirs, successors
and assigns, lessees, agents and licensees.
ARTICLE II.
PROHIBITED AND RESTRICTED ACTIVITIES
Any activity on, or use of, the Conservation Easement Area inconsistent
with the purpose of this Conservation Easement is prohibited. The
Conservation Easement Area shall be preserved in its natural condition and
restricted from any development that would impair or interfere with the
conservation values of the Conservation Easement Area.
Without limiting the generality of the foregoing, the following activities
and uses are expressly prohibited, restricted or reserved as indicated
hereunder:
A. Disturbance of Natural Features. Any change disturbance,
alteration or impairment of the natural features of the Conservation Easement
Area or any introduction of non-native plants and/or animal species is
prohibited.
B. Construction. There shall be no constructing or placing of any building, mobile
home, asphalt or concrete pavement, billboard or other advertising display, antenna, utility
pole, tower, conduit, line, pier, landing, dock or any other temporary or permanent structure
or facility on or above the Conservation Easement Area.
C. Industrial, Commercial and Residential Use. Industrial, residential
and/or commercial activities, including any rights of passage for such purposes
are prohibited.
D. Agricultural, Grazing and Horticultural Use. Agricultural, grazing,
animal husbandry, and horticultural use of the Conservation Easement Area
3

are prohibited.
E. Vegetation. There shall be no removal, burning, destruction,
harming, cutting or mowing of trees, shrubs, or other vegetation in the
Conservation Easement Area except as provided in the Mitigation Plan.
Mowing of invasive and herbaceous vegetation for purposes of enhancing
planted or volunteer trees and shrubs approved in the Mitigation Plan is
allowable once a year for no more than five consecutive years from the date on
page 1 of this Conservation Easement, except where mowing will negatively
impact vegetation or disturb soils. Mowing activities shall only be performed by
[enter Sponsor name] and shall not violate any part of Item L of Article II.
F. Roads and Trails. There shall be no construction of roads, trails or
walkways on the Conservation Easement Area; nor enlargement or
modification to existing roads, trails or walkways.
G. Signage. No signs shall be permitted on or over the Conservation
Easement Area, except the posting of no trespassing signs, signs identifying
the conservation values of the Conservation Easement Area, signs giving
directions or proscribing rules and regulations for the use of the Conservation
Easement Area and/or signs identifying the Grantor as owner of the
Conservation Easement Area.
H. Dumping or Storage. Dumping or storage of soil, trash, ashes,
garbage, waste, abandoned vehicles, appliances, machinery or hazardous
substances, or toxic or hazardous waste, or any placement of underground or
aboveground storage tanks or other materials on the Conservation Easement
Area is prohibited.
I. Excavation, Dredging_or Mineral Use. There shall be no grading,
filling, excavation, dredging, mining or drilling; no removal of topsoil, sand,
gravel, rock, peat, minerals or other materials, and no change in the topography
of the land in any manner on the Conservation Easement Area, except to
restore natural topography or drainage patterns. For purposes of restoring and
enhancing streams and wetlands within the Conservation Easement Area,
[enter Sponsor name] is allowed to perform grading, filling, and excavation
associated with stream and wetland restoration and enhancement activities as
described in the Mitigation Plan and authorized by Department of the Army
Nationwide Permit 27.
J. Water Quality and Drainage Pattern. There shall be no diking,
draining, dredging, channeling, filling, leveling, pumping, impounding or related
activities, or altering or tampering with water control structures or devices, or
disruption or alteration of the restored, enhanced, or created drainage patterns.
In addition, diverting or causing or permitting the diversion of surface or
underground water into, within or out of the easement area by any means,
removal of wetlands, polluting or discharging into waters, springs, seeps, or
4

wetlands, or use of pesticide or biocides is prohibited.
K. Development Rights. No development rights that have been
encumbered or extinguished by this Conservation Easement shall be
transferred pursuant to a transferable development rights scheme or cluster
development arrangement or otherwise.
[Not required, but may be added if Grantor and Grantee agree:]
L. Subdivision. The Grantor and Grantee agree that the Conservation
Easement Area currently consists of within
separate parcels. The Grantor may not further subdivide the
Conservation Easement Area, except with the prior written consent of the
Grantee. If Grantor elects to further subdivide any portion of the Conservation
Easement Area, Grantor must provide the Grantee the name, address, and
telephone number of new owner(s) of all property within the Conservation
Easement Area, if different from Grantor. No subdivision of the Conservation
Easement Area shall limit the right of ingress and egress over and across the
Property for the purposes set forth herein. Further, in the event of any
subdivision of the Property (whether inside or outside of the Conservation
Easement Area) provision shall be made to preserve not only Grantee's
perpetual rights of access to the Conservation Easement Area, as defined
herein, but also Grantee's right of perpetual access to any conservation
easements on properties adjacent to the Property which form a part of or are
included in the Mitigation Plan. Creation of a condominium or any de facto
division of the Conservation Easement Area is prohibited. Lot line adjustments
or lot consolidation without the prior written consent of the Grantee is
prohibited. The Grantor may convey undivided interests in the real property
underlying the Conservation Easement Area. The Grantor shall notify the
Grantee immediately of the name, address, and telephone number of any
grantee of an undivided interest in any property within the Conservation
Easement Area.
M. Vehicles. The operation of mechanized vehicles, including, but not
limited to, motorcycles, dirt bikes, all -terrain vehicles, cars and trucks is
prohibited other than for temporary or occasional access by the [enter
Sponsor name], the Grantee, its employees and agents, successors,
assigns, NCDWR, and the Corps for purposes of constructing, maintaining
and monitoring the restoration, enhancement and preservation of streams,
wetlands and riparian areas within the Conservation Easement Area. The
use of mechanized vehicles for monitoring purposes is limited to only
existing roads and trails as shown in the approved in the mitigation plan.
N. Other Prohibitions. Any other use of, or activity on, the
Conservation Easement Area which is or may become inconsistent with the
purposes of this grant, the preservation of the Conservation Easement Area
substantially in its natural condition, or the protection of its environmental
systems, is prohibited.
5

ARTICLE III.
GRANTOR'S RESEVERED RIGHTS
The Grantor expressly reserves for himself, his personal representatives,
heirs, successors or assigns, the right to continue the use of the Conservation
Easement Area for all purposes not inconsistent with this Conservation
Easement, including, but not limited to, the right to quiet enjoyment of the
Conservation Easement Area, the rights of ingress and egress, the right to
hunt, fish, and hike on the Conservation Easement Area, the right to sell,
transfer, gift or otherwise convey the Conservation Easement Area, in whole or
in part, provided such sale, transfer or gift conveyance is subject to the terms
of, and shall specifically reference, this Conservation Easement.
Notwithstanding the foregoing Restrictions, Grantor reserves for Grantor,
its successors and assigns, including [enter Sponsor name] acting as the Bank
Sponsor, the right to construct and perform activities related to the restoration,
enhancement, and preservation of streams, wetlands and riparian areas within
the Conservation Easement Area in accordance with the approved
Mitigation Plan, and the Mitigation Banking Instrument
described in the Recitals of this Conservation Easement.
Notwithstanding the foregoing Restrictions, Grantor reserves for Grantor,
its successors and assigns, the following rights in the areas labeled as "Internal
Crossing" on the plat [insert plat name and recorded plat book page number] in
the Conservation Easement Area: vehicular access, livestock access, irrigation
piping and piping of livestock waste. All Internal Crossings that allow livestock
access will be bounded by fencing and will be over a culvert.
ARTICLE IV.
GRANTEE'S RIGHTS
The Grantee or its authorized representatives, successors and assigns,
and the Corps, shall have the right to enter the Property and Conservation
Easement Area at all reasonable times for the purpose of inspecting the
Conservation Easement Area to determine if the Grantor, or his personal
representatives, heirs, successors, or assigns, is complying with the terms,
conditions, restrictions, and purposes of this Conservation Easement. The
Grantee, [enter Sponsor name], and its authorized representatives, successors
and assigns, and the Corps shall also have the right to enter and go upon the
Conservation Easement Area for purposes of making scientific or educational
observations and studies, and taking samples. The easement rights granted
herein do not include public access rights.
ARTICLE V.
ENFORCEMENT AND REMEDIES
6

A. To accomplish the purposes of this Easement, Grantee, the Corps,
and NCDWR are allowed to prevent any activity on or use of the Conservation
Easement Area that is inconsistent with the purposes of this Easement and to
require the restoration of such areas or features of the Conservation Easement
Area that may be damaged by such activity or use. Upon any breach of the
terms of this Conservation Easement by Grantor that comes to the attention of
the Grantee, the Grantee shall notify the Grantor in writing of such breach. The
Grantor shall have 30 days after receipt of such notice to correct the conditions
constituting such breach. If the breach remains uncured after 30 days, the
Grantee may enforce this Conservation Easement by appropriate legal
proceedings including damages, injunctive and other relief. Notwithstanding
the foregoing, the Grantee reserves the immediate right, without notice, to
obtain a temporary restraining order, injunctive or other appropriate relief if the
breach of the terms of this Conservation Easement is or would irreversibly or
otherwise materially impair the benefits to be derived from this Conservation
Easement. The Grantor and Grantee acknowledge that under such
circumstances damage to the Grantee would be irreparable and remedies at
law will be inadequate. The rights and remedies of the Grantee provided
hereunder shall be in addition to, and not in lieu of, all other rights and
remedies available to Grantee in connection with this Conservation Easement.
The costs of a breach, correction or restoration, including the Grantee's
expenses, court costs, and attorneys' fees, shall be paid by Grantor, provided
Grantor is determined to be responsible for the breach. The Corps and the
NCDWR shall have the same rights and privileges as the said Grantee to
enforce the terms and conditions of this Conservation easement.
B. No failure on the part of the Grantee to enforce any covenant or
provision hereof shall discharge or invalidate such covenant or any other
covenant, condition, or provision hereof or affect the right to Grantee to enforce
the same in the event of a subsequent breach or default.
C. Nothing contained in this Conservation Easement shall be
construed to entitle Grantee to bring any action against Grantor for any injury or
change in the Conservation Easement Area resulting from causes beyond the
Grantor's control, including, without limitation, fire, flood, storm, war, acts of
God or third parties, except Grantor's lessees or invitees; or from any prudent
action taken in good faith by Grantor under emergency conditions to prevent,
abate, or mitigate significant injury to life, damage to property or harm to the
Conservation Easement Area resulting from such causes.
ARTICLE VI.
MISCELLANEOUS
A. Warranty. Grantor warrants, covenants and represents that it owns
the Property in fee simple, and that Grantor either owns all interests in the
Property which may be impaired by the granting of this Conservation Easement
or that there are no outstanding mortgages, tax liens, encumbrances, or other

interests in the Property which have not been expressly subordinated to this
Conservation Easement. Grantor further warrants that Grantee shall have the
use of and enjoy all the benefits derived from and arising out of this
Conservation Easement, and that Grantor will warrant and defend title to the
Property against the claims of all persons.
B. Subsequent Transfers. The Grantor agrees to incorporate the terms
of this Conservation Easement in any deed or other legal instrument that
transfers any interest in all or a portion of the Conservation Easement Area.
The Grantor agrees to provide written notice of such transfer at least sixty (60)
days prior to the date of the transfer. The Grantor and Grantee agree that the
terms of this Conservation Easement shall survive any merger of the fee and
easement interests in the Conservation Easement Area or any portion thereof
and shall not be amended, modified or terminated without the prior written
consent and approval of the Corps.
C. Assignment. The parties recognize and agree that the benefits of
this Conservation Easement are in gross and assignable provided, however
that the Grantee hereby covenants and agrees, that in the event it transfers or
assigns this Conservation Easement, the organization receiving the interest will
be a qualified holder pursuant to 33 CFR 332.7 (a)(1), N.C. Gen. Stat. § 121-34
et seq. and § 501 (c)(3) and § 170 (h) of the Internal Revenue Code, and the
Grantee further covenants and agrees that the terms of the transfer or
assignment will be such that the transferee or assignee will be required to
continue in perpetuity the conservation purposes described in this document.
D. Entire Agreement and Severability. The Mitigation Banking
Instrument: MBI with corresponding Mitigation Plan, and this Conservation
Easement sets forth the entire agreement of the parties with respect to the
Conservation Easement and supersedes all prior discussions, negotiations,
understandings or agreements relating to the Conservation Easement. If any
provision is found to be void or unenforceable by a court of competent
jurisdiction, the remainder shall continue in full force and effect.
E. Obligations of Ownership. Grantor is responsible for any real estate
taxes, assessments, fees, or charges levied upon the Property. Grantor shall
keep the Property free of any liens or other encumbrances for obligations
incurred by Grantor, except those incurred after the date hereof, which are
expressly subject and subordinate to the Conservation Easement. Grantee shall
not be responsible for any costs or liability of any kind related to the ownership,
operation, insurance, upkeep, or maintenance of the Property, except as
expressly provided herein. Nothing herein shall relieve the Grantor of the
obligation to comply with federal, state or local laws, regulations and permits
that may apply to the exercise of the Reserved Rights.
F. Long -Term Management. Grantor is responsible for all long-term
management activities associated with fencing. These activities include the
8

maintenance and/or replacement of fence structures to ensure the aquatic
resource functions within the boundaries of the Protected Property are
sustained.
G. Extinguishment. In the event that changed conditions render
impossible the continued use of the Conservation Easement Area for the
conservation purposes, this Conservation Easement may only be extinguished,
in whole or in part, by judicial proceeding.
H. Eminent Domain. Whenever all or part of the Conservation
Easement Area is taken in the exercise of eminent domain so as to
substantially abrogate the Restrictions imposed by this Conservation
Easement, Grantor and Grantee shall join in appropriate actions at the time of
such taking to recover the full value of the taking, and all incidental and direct
damages due to the taking.
I. Proceeds. This Conservation Easement constitutes a real property
interest immediately vested in Grantee. In the event that all or a portion of the
Conservation Easement Area is sold, exchanged, or involuntarily converted
following an extinguishment or the exercise of eminent domain, Grantee shall
be entitled to the fair market value of this Conservation Easement as
determined at the time of the extinguishment or condemnation.
J. Notification. Any notice, request for approval, or other
communication required under this Conservation Easement shall be sent by
registered or certified mail, postage prepaid, to the following addresses (or such
address as may be hereafter specified by notice pursuant to this paragraph):
To Grantor:
[Name, address and fax number]
To Grantee:
[Name, address and fax number]
To Sponsor:
To the Corps:
US Army Corps of Engineers Wilmington District, Regulatory Division
69 Darlington Avenue
Wilmington, NC 28403
K. Failure of Grantee. If at any time Grantee is unable or fails to
enforce this Conservation Easement, or if Grantee ceases to be a qualified
grantee, and if within a reasonable period of time after the occurrence of one of
these events Grantee fails to make an assignment pursuant to this
Conservation Easement, then the Grantee's interest shall become vested in
another qualified grantee in accordance with an appropriate proceeding in a
9

court of competent jurisdiction.
L. Amendment. This Conservation Easement may be amended, but
only in a writing signed by all parties hereto, and provided such amendment
does not affect the qualification of this Conservation Easement or the status of
the Grantee under any applicable laws, and is consistent with the conservation
purposes of this grant.
M. Present Condition of the Conservation Easement Area. The
wetlands, scenic, resource, environmental, and other natural characteristics of
the Conservation Easement Area, and its current use and state of
improvement, are described in Section of the Mitigation Plan, prepared
by Grantor and acknowledged by the Grantor and Grantee to be complete and
accurate as of the date hereof. Both Grantor and Grantee have copies of this
report. It will be used by the parties to assure that any future changes in the use
of the Conservation Easement Area will be consistent with the terms of this
Conservation Easement. However, this report is not intended to preclude the
use of other evidence to establish the present condition of the Conservation
Easement Area if there is a controversy over its use.
TO HAVE AND TO HOLD the said rights and easements perpetually
unto Grantee for the aforesaid purposes.
IN TESTIMONY WHEREOF, the Grantor has hereunto set his hand and
seal, the day and year first above written.
[Signatures of the Grantor and Grantee in appropriate form]
10

Appendix B. USACE Wetland Data Forms and Preliminary Jurisdictional
Determination

U.S. Army Corps of Engineers
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R
OMB Control #: 0710-xxxx, Exp: Pending
Requirement Control Symbol EXEMPT:
(Authority: AR 335-15, paragraph 5-2a)
Project/Site: Three Creeks
Applicant/Owner: Eco Terra
City/County: Davidson
Investigator(s): H. Smith
Landform (hillside, terrace, etc.): floodplain
Subregion (LRR or MLRA): LRR P, MLRA 136 Lat: 35.965417
Soil Map Unit Name: Chewacla loam
Section, Township, Range:
Sampling Date: 7/18/19
State: NC Sampling Point: W1
Local relief (concave, convex, none): convex Slope (%): 0-2
Long: -80.191766 Datum: 83
NWI classification: Not mapped
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No X (If no, explain in Remarks.)
Are Vegetation X , Soil , or Hydrology X significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes X No
Yes X No
Yes X No
Is the Sampled Area
within a Wetland? Yes X No
Remarks:
Site is in an active cattle pasture. Very dry time of year.
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Soil Cracks (B6)
Surface (B8)
(C2)
Imagery (C9)
(D1)
(D4)
_Surface
X Surface Water (A1) Aquatic Plants (B14) Vegetated Concave
_True _Sparsely
X High Water Table (A2) Hydrogen Sulfide Odor (C1) Drainage Patterns (B10)
_ _
Saturation (A3) Oxidized Rhizospheres on Living Roots (C3) Moss Trim Lines (B16)
_ _ _
Water Marks (B1) Presence of Reduced Iron (C4) Dry -Season Water Table
_ _ _
Sediment Deposits (B2) Recent Iron Reduction in Tilled Soils (C6) Crayfish Burrows (C8)
_ _ _
Drift Deposits (B3) Muck Surface (C7) Visible on Aerial
_ _Thin _Saturation
Algal Mat or Crust (B4) Other (Explain in Remarks) Stunted or Stressed Plants
_ _ _
Iron Deposits (B5) Geomorphic Position (D2)
_ _
Inundation Visible on Aerial Imagery (B7) Shallow Aquitard (D3)
_ _
Water -Stained Leaves (B9) Microtopographic Relief
_ _
Aquatic Fauna (B13) X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes X No Depth (inches): 3
Wetland Hydrology Present?
Yes
X
No
Water Table Present? Yes X No Depth (inches): 0
Saturation Present? Yes X No Depth (inches): 0
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point:
W1
Tree Stratum (Plot size:
1. No rooted trees
2.
3.
4.
5.
6.
7.
50% of total cover:
Absolute Dominant Indicator
% Cover Species? Status
Sapling/Shrub Stratum (Plot size: 9.1 m
1. Salix nigra
2.
3.
4.
5.
6.
7.
8.
9.
1
=Total Cover
20% of total cover:
No
1 =Total Cover
OBL
50% of total cover: 1 20% of total cover: 1
Herb Stratum (Plot size: 9.1 m
1. Juncus effusus
2. Sagittaria latifolia
3. Polygonum persicaria
4.
5.
6.
7.
8.
9.
10.
11.
10
5
30
Yes
No
Yes
45 =Total Cover
FACW
OBL
FACW
50% of total cover: 23 20% of total cover: 9
Woody Vine Stratum (Plot size:
1.
2.
3.
4.
5.
50% of total cover:
=Total Cover
20% of total cover:
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 2 (A)
Total Number of Dominant
Species Across All Strata: 2 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 100.0% (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species 6 x 1 = 6
FACW species 40 x 2 = 80
FAC species 0 x 3 = 0
FACU species 0 x 4 = 0
UPL species 0 x 5 = 0
Column Totals: 46 (A) 86 (B)
Prevalence Index = B/A = 1.87
Hydrophytic Vegetation Indicators:
X 1 - Rapid Test for Hydrophytic Vegetation
X 2 - Dominance Test is >50%
X 3 - Prevalence Index is <_3.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must be
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft
(1 m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody Vine - All woody vines greater than 3.28 ft in
height.
Hydrophytic
Vegetation
Present? Yes X No
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point:
W1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Matrix Redox Features
Color (moist) % Color (moist) % Typel Loc2 Texture
Depth
(inches)
0-2 10YR 3/3
2-5 10YR 4/1 80
5-12 10YR 4/2 80
Loamy/Clayey
Remarks
10YR 5/6 20 C M Loamy/Clayey Prominent redox concentrations
10YR 5/6 20 C M Loamy/Clayey Prominent redox concentrations
Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Histosol (A1)
_ Histic Epipedon (A2)
Black Histic (A3)
_ Hydrogen Sulfide (A4)
Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1)
_ Sandy Gleyed Matrix (S4)
_ Sandy Redox (S5)
_ Stripped Matrix (S6)
Dark Surface (S7)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
_ Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
X Depleted Matrix (F3)
_ Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 122, 136)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
Indicators for Problematic Hydric Soils3:
2 cm Muck (A10) (MLRA 147)
_ Coast Prairie Redox (A16)
(MLRA 147, 148)
Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
_ Red Parent Material (F21)
(outside MLRA 127, 147, 148)
Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present?
Yes X No
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

U.S. Army Corps of Engineers
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R
OMB Control #: 0710-xxxx, Exp: Pending
Requirement Control Symbol EXEMPT:
(Authority: AR 335-15, paragraph 5-2a)
Project/Site: Three Creeks
Applicant/Owner: Eco Terra
City/County: Davidson
Investigator(s): H. Smith
Landform (hillside, terrace, etc.): headwater
Section, Township, Range:
Sampling Date: 7/18/19
State: NC Sampling Point: W2
Local relief (concave, convex, none): convex
Subregion (LRR or MLRA): LRR P, MLRA 136 Lat: 35.969246 Long: -80.192753
Soil Map Unit Name: Chewacla loam
Slope (%): 2
Datum: 83
NWI classification: Not mapped
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No X (If no, explain in Remarks.)
Are Vegetation X , Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes X No
Yes X No
Yes X No
Is the Sampled Area
within a Wetland? Yes X No
Remarks:
Site is in an active cattle pasture. Very dry time of year.
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Soil Cracks (B6)
Surface (B8)
(C2)
Imagery (C9)
(D1)
(D4)
_Surface
X Surface Water (A1) Aquatic Plants (B14) Vegetated Concave
_True _Sparsely
X High Water Table (A2) Hydrogen Sulfide Odor (C1) Drainage Patterns (B10)
_ _
Saturation (A3) Oxidized Rhizospheres on Living Roots (C3) Moss Trim Lines (B16)
_ _ _
Water Marks (B1) Presence of Reduced Iron (C4) Dry -Season Water Table
_ _ _
Sediment Deposits (B2) Recent Iron Reduction in Tilled Soils (C6) Crayfish Burrows (C8)
_ _ _
Drift Deposits (B3) Muck Surface (C7) Visible on Aerial
_ _Thin _Saturation
Algal Mat or Crust (B4) Other (Explain in Remarks) Stunted or Stressed Plants
_ _ _
Iron Deposits (B5) Geomorphic Position (D2)
_ _
Inundation Visible on Aerial Imagery (B7) Shallow Aquitard (D3)
_ _
Water -Stained Leaves (B9) Microtopographic Relief
_ _
Aquatic Fauna (B13) X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes X No Depth (inches): 6
Wetland Hydrology Present?
Yes
X
No
Water Table Present? Yes X No Depth (inches): 0
Saturation Present? Yes X No Depth (inches): 0
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point:
W2
Tree Stratum (Plot size:
1. No rooted trees
2.
3.
4.
5.
6.
7.
Absolute Dominant Indicator
% Cover Species? Status
=Total Cover
50% of total cover: 20% of total cover:
Sapling/Shrub Stratum (Plot size: 9.1 m )
1. Salix nigra 5 Yes OBL
2. Diospyros virginiana 10 Yes FAC
3.
4.
5.
6.
7.
8.
9.
15 =Total Cover
50% of total cover: 8 20% of total cover: 3
Herb Stratum (Plot size: 9.1 m )
1. Juncus effusus 10 No FACW
2. Sagittaria latifolia
3. Polygonum persicaria
4. Cyperus esculentus
5.
6.
7.
8.
9.
10.
11.
5 No OBL
30 Yes FACW
10 No FACW
55 =Total Cover
50% of total cover: 28 20% of total cover: 11
Woody Vine Stratum (Plot size:
1.
2.
3.
4.
5.
50% of total cover:
=Total Cover
20% of total cover:
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 3 (A)
Total Number of Dominant
Species Across All Strata: 3 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 100.0% (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species 10 x 1 = 10
FACW species 50 x 2 = 100
FAC species 10 x 3 = 30
FACU species 0 x 4 = 0
UPL species 0 x 5 = 0
Column Totals: 70 (A) 140 (B)
Prevalence Index = B/A = 2.00
Hydrophytic Vegetation Indicators:
1 - Rapid Test for Hydrophytic Vegetation
X 2 - Dominance Test is >50%
X 3 - Prevalence Index is <_3.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must be
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft
(1 m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody Vine - All woody vines greater than 3.28 ft in
height.
Hydrophytic
Vegetation
Present? Yes X No
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point:
W2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Matrix Redox Features
Color (moist) % Color (moist) % Typel Loc2 Texture
Depth
(inches)
0-4 10YR 4/1 90
4-12 10YR 5/1 85
Remarks
10YR 5/6 10 C M Loamy/Clayey Prominent redox concentrations
10YR 5/6 15 C M Loamy/Clayey Prominent redox concentrations
Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Histosol (A1)
_ Histic Epipedon (A2)
Black Histic (A3)
_ Hydrogen Sulfide (A4)
Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1)
_ Sandy Gleyed Matrix (S4)
_ Sandy Redox (S5)
_ Stripped Matrix (S6)
Dark Surface (S7)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
_ Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
X Depleted Matrix (F3)
_ Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 122, 136)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
Indicators for Problematic Hydric Soils3:
2 cm Muck (A10) (MLRA 147)
_ Coast Prairie Redox (A16)
(MLRA 147, 148)
Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
_ Red Parent Material (F21)
(outside MLRA 127, 147, 148)
Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present?
Yes X No
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

U.S. Army Corps of Engineers
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R
OMB Control #: 0710-xxxx, Exp: Pending
Requirement Control Symbol EXEMPT:
(Authority: AR 335-15, paragraph 5-2a)
Project/Site: Three Creeks
Applicant/Owner: Eco Terra
City/County: Davidson
Investigator(s): H. Smith
Landform (hillside, terrace, etc.): floodplain
Subregion (LRR or MLRA): LRR P, MLRA 136 Lat: 35.966506
Soil Map Unit Name: Chewacla loam
Section, Township, Range:
Sampling Date: 1/27/2020
State: NC Sampling Point: W3
Local relief (concave, convex, none): convex Slope (%): 0-2
Long: 80.192166 Datum: 83
NWI classification: Not mapped
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No X (If no, explain in Remarks.)
Are Vegetation X , Soil , or Hydrology X significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes X No
Yes X No
Yes X No
Is the Sampled Area
within a Wetland? Yes X No
Remarks:
Site has a farm path and cattle activity. Clay pipes were seen discharging from the wetland into Little Brushy Fork
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Soil Cracks (B6)
Surface (B8)
(C2)
Imagery (C9)
(D1)
(D4)
_Surface
X Surface Water (A1) Aquatic Plants (B14) Vegetated Concave
_True _Sparsely
X High Water Table (A2) Hydrogen Sulfide Odor (C1) Drainage Patterns (B10)
_ _
Saturation (A3) Oxidized Rhizospheres on Living Roots (C3) Moss Trim Lines (B16)
_ _ _
Water Marks (B1) Presence of Reduced Iron (C4) Dry -Season Water Table
_ _ _
Sediment Deposits (B2) Recent Iron Reduction in Tilled Soils (C6) Crayfish Burrows (C8)
_ _ _
Drift Deposits (B3) Muck Surface (C7) Visible on Aerial
_ _Thin _Saturation
Algal Mat or Crust (B4) Other (Explain in Remarks) Stunted or Stressed Plants
_ _ _
Iron Deposits (B5) Geomorphic Position (D2)
_ _
Inundation Visible on Aerial Imagery (B7) Shallow Aquitard (D3)
_ _
Water -Stained Leaves (B9) Microtopographic Relief
_ _
Aquatic Fauna (B13) FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes X No Depth (inches): 4
Wetland Hydrology Present?
Yes
X
No
Water Table Present? Yes X No Depth (inches): 0
Saturation Present? Yes X No Depth (inches): 0
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point:
W3
Tree Stratum (Plot size:
1. No rooted trees
2.
3.
4.
5.
6.
7.
50% of total cover:
Sapling/Shrub Stratum (Plot size: 9.1 m
1. Ligustrum sinense
Absolute Dominant Indicator
% Cover Species? Status
2. Quercus nigra
3.
4.
5.
6.
7.
8.
9.
=Total Cover
20% of total cover:
40 Yes FACU
5 No FAC
45 =Total Cover
50% of total cover: 23 20% of total cover: 9
Herb Stratum (Plot size: 9.1 m
1. Juncus effusus 15 Yes FACW
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
15 =Total Cover
50% of total cover: 8 20% of total cover: 3
Woody Vine Stratum (Plot size: 9.1 m )
1. Smilax rotundifolia 5 Yes FAC
2.
3.
4.
5.
5 =Total Cover
50% of total cover: 3 20% of total cover: 1
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 2 (A)
Total Number of Dominant
Species Across All Strata: 3 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 66.7% (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species 0 x 1 = 0
FACW species 15 x 2 = 30
FAC species 10 x 3 = 30
FACU species 40 x 4 = 160
UPL species 0 x 5 = 0
Column Totals: 65 (A) 220 (B)
Prevalence Index = B/A = 3.38
Hydrophytic Vegetation Indicators:
1 - Rapid Test for Hydrophytic Vegetation
X 2 - Dominance Test is >50%
3 - Prevalence Index is <_3.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must be
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft
(1 m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody Vine - All woody vines greater than 3.28 ft in
height.
Hydrophytic
Vegetation
Present? Yes X No
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point:
W3
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Matrix Redox Features
Color (moist) % Color (moist) % Typel Loc2 Texture
Depth
(inches)
0-2 10YR 3/3
2-5 10YR 4/1 80
5-12 10YR 4/2 80
Loamy/Clayey
Remarks
10YR 5/6 20 C M Loamy/Clayey Prominent redox concentrations
10YR 5/6 20 C M Loamy/Clayey Prominent redox concentrations
Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Histosol (A1)
_ Histic Epipedon (A2)
Black Histic (A3)
_ Hydrogen Sulfide (A4)
Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1)
_ Sandy Gleyed Matrix (S4)
_ Sandy Redox (S5)
_ Stripped Matrix (S6)
Dark Surface (S7)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
_ Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
X Depleted Matrix (F3)
_ Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 122, 136)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
Indicators for Problematic Hydric Soils3:
2 cm Muck (A10) (MLRA 147)
_ Coast Prairie Redox (A16)
(MLRA 147, 148)
Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
_ Red Parent Material (F21)
(outside MLRA 127, 147, 148)
Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present?
Yes X No
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

U.S. Army Corps of Engineers
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R
OMB Control #: 0710-xxxx, Exp: Pending
Requirement Control Symbol EXEMPT:
(Authority: AR 335-15, paragraph 5-2a)
Project/Site: Three Creeks Drained Wetland 4
Applicant/Owner: Eco Terra
City/County: Davidson
Investigator(s): H. Smith
Landform (hillside, terrace, etc.): floodplain
Section, Township, Range:
Sampling Date: 7/18/19
State: NC Sampling Point: Drained
Local relief (concave, convex, none): concave
Subregion (LRR or MLRA): LRR P, MLRA 136 Lat: 35.966637 Long: -80.195207
Soil Map Unit Name: Chewacla loam
Slope (%): 0
Datum: 83
NWI classification: Not mapped
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No X (If no, explain in Remarks.)
Are Vegetation X , Soil X , or Hydrology X significantly disturbed? Are "Normal Circumstances" present? Yes No X
Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No _
Hydric Soil Present? Yes X No
Wetland Hydrology Present? Yes No X
Is the Sampled Area
within a Wetland?
Yes No X
Remarks:
Wetland is drained by two ditches, one ditch conveys drainage underneath Norman Shoaf Rd. to Little Brushy Fork and the other originates within the
site and drains into Little Brushy Fork. The soils have been compacted by cattle and the vegetation is altered due to use as a cattle pasture. The
antecedent precipitation tool considered the area to have "Normal Conditions" during the site visit, 7/18/2019. The lack of hydrology during normal
conditions indicates this area is being effectively drained by the two ditches.
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Soil Cracks (B6)
Surface (B8)
(C2)
Imagery (C9)
(D1)
(D4)
_Surface
Surface Water (A1) True Aquatic Plants (B14) Sparsely Vegetated Concave
_ _ _
High Water Table (A2) Hydrogen Sulfide Odor (C1) Drainage Patterns (B10)
_ _ _
Saturation (A3) Oxidized Rhizospheres on Living Roots (C3) Moss Trim Lines (B16)
_ _ _
Water Marks (B1) Presence of Reduced Iron (C4) Dry -Season Water Table
_ _ _
Sediment Deposits (B2) Recent Iron Reduction in Tilled Soils (C6) Crayfish Burrows (C8)
_ _ _
Drift Deposits (B3) Muck Surface (C7) Visible on Aerial
_ _Thin _Saturation
Algal Mat or Crust (B4) Other (Explain in Remarks) Stunted or Stressed Plants
_ _ _
Iron Deposits (B5) Geomorphic Position (D2)
_ _
Inundation Visible on Aerial Imagery (B7) Shallow Aquitard (D3)
_ _
Water -Stained Leaves (B9) Microtopographic Relief
_ _
Aquatic Fauna (B13) X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No X Depth (inches):
Wetland Hydrology Present?
Yes
No
X
Water Table Present? Yes No X Depth (inches):
Saturation Present? Yes No X Depth (inches):
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point:
Drained
Tree Stratum (Plot size:
1. No rooted trees
2.
3.
4.
5.
6.
7.
50% of total cover:
Absolute Dominant Indicator
% Cover Species? Status
Sapling/Shrub Stratum (Plot size: 9.1 m
1. No voted shrubs
2.
3.
4.
5.
6.
7.
8.
9.
50% of total cover:
Herb Stratum (Plot size: 9.1 m
1. Juncus effusus
=Total Cover
20% of total cover:
2. Sagittaria latifolia
3. Fescue sp.
4.
5.
6.
7.
8.
9.
10.
11.
10
10
70
=Total Cover
20% of total cover:
No
No
Yes
90 =Total Cover
FACW
OBL
50% of total cover: 45 20% of total cover: 18
Woody Vine Stratum (Plot size:
1.
2.
3.
4.
5.
50% of total cover:
=Total Cover
20% of total cover:
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 0 (A)
Total Number of Dominant
Species Across All Strata: 1 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 0.0% (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species 10 x 1 = 10
FACW species 10 x 2 = 20
FAC species 0 x 3 = 0
FACU species 0 x 4 = 0
UPL species 0 x 5 = 0
Column Totals: 20 (A) 30 (B)
Prevalence Index = B/A = 1.50
Hydrophytic Vegetation Indicators:
X 1 - Rapid Test for Hydrophytic Vegetation
2 - Dominance Test is >50%
X 3 - Prevalence Index is <_3.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must be
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft
(1 m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody Vine - All woody vines greater than 3.28 ft in
height.
Hydrophytic
Vegetation
Present? Yes X No
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point: Drained
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Matrix Redox Features
Color (moist) % Color (moist) % Typel Loc2 Texture
Depth
(inches)
0-7 10YR 4/3 70
7-12 10YR 4/3 60
10YR 4/2 10
10YR 5/6
10YR 5/6
30 C M Loamy/Clayey
30 C M Loamy/Clayey
Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Remarks
Distinct redox concentrations
Distinct redox concentrations
2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Histosol (A1)
_ Histic Epipedon (A2)
Black Histic (A3)
_ Hydrogen Sulfide (A4)
Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1)
_ Sandy Gleyed Matrix (S4)
_ Sandy Redox (S5)
_ Stripped Matrix (S6)
Dark Surface (S7)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
_ Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
_ Depleted Matrix (F3)
_ Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
Umbric Surface (F13) (MLRA 122, 136)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
Indicators for Problematic Hydric Soils3:
2 cm Muck (A10) (MLRA 147)
_ Coast Prairie Redox (A16)
(MLRA 147, 148)
X Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
_ Red Parent Material (F21)
(outside MLRA 127, 147, 148)
Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present?
Yes X No
Remarks:
ENG FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont — Version 2.0

Three Creeks Mitigation Site, Davidson County
Site Photographs
:. _ ++�y�:Y'h :.}�.-�v'Sa�: ti i Z aiS • `. M .Z�k -. T.7.." 9k. .,
�• may' J ;'A S. li
5.,,,,-4.. -_ ..
..;. SO i,I{�p.��. .._ _ : • _' •�4.0....Nsd. it 'ir,1.--„, '�'
�'r, - f .- �' .-.� i�.•-'."�. - ,j( # .
•
UT 1 Upstream of Norman Shoaf Rd. UT 1 Downstream of Norman Shoaf Rd.
yI
AIL
:11` :G ti
UT2 at Upstream End UT 2 Looking Downstream
..$tiv,
;_ ,may -;w- , -^
A - 1
NI
Startof UT 3 Middle of UT 3

$',.;.; . J '..•� ':. :
UT 4 at Cattle Crossing UT 4 at Cattle Crossing
r= a• 3}.
•
• r •• k yam•' -p i ,3-. -'c- '.; ;• _ '' -,.
r, yL i+ 'affia'r ,. .4
•
•:e• ram..-=
Little Brushy Fork Little Brushy Fork
arc - : . y
S.•S
r,;
9t
su. .Lr :y : .
•-1 w SY•
., ... . t - - - .. .. - _ _. yy ..:C• <o
Wetland 1 Wetland 1

SAW-2019-02341
Requestor:
Address:
Telephone Number:
E-mail:
Size (acres)
Nearest Waterway
USGS HUC
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2019-02341 County: Davidson U.S.G.S. Quad: NC- Midway
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Three Rivers Farm
Elizabeth White
1430 Norman Shoaf Road
Winston-Salem, NC 27107
336-577-3359
1izAeswconsult.com
Nearest Town Winston-Salem
River Basin Upper Pee Dee
Coordinates Latitude: 35.970173
Longitude: -80.197086
Location description: The review area is located on the east and west sides of Norman Shoaf Road; with the northern end of the
review area at 35.972006, -80.196286, the western edge at 35.966734, -80.200147, the eastern edge at 35.965464,-80.190837.
and the southern end at 35.964033, -80.195474. PINs: 6841-04-50-6383, 6840-02-79-0248, 6840-02-79-0248, 6840-02-56-4939.
and 6840-02-68-1081. Reference review area description shown in Jurisdictional Determination Request package entitled
Figure 2, Parcel Map" and Printed Date of July 2019.
—32
Little Brushy Fork
03040103
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands have been delineated, and the delineation has been verified by the Corps to be sufficiently accurate
and reliable. The approximate boundaries of these waters are shown on the enclosed delineation map dated November 2019.
Therefore this preliminary jurisdiction determination may be used in the permit evaluation process, including determining
compensatory mitigation. For purposes of computation of impacts, compensatory mitigation requirements, and other resource
protection measures, a permit decision made on the basis of a preliminary JD will treat all waters and wetlands that would be
affected in any way by the permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part
331). However, you may request an approved JD, which is an appealable action, by contacting the Corps district for further
instruction.
❑ There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403).
However, since the waters, including wetlands have not been properly delineated, this preliminary jurisdiction determination
may not be used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is
merely an effective presumption of CWA/RHA jurisdiction over all of the waters, including wetlands at the project area, which
is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the waters,
including wetlands on your project area/property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waters, including wetlandson the above described project area/property subject to the permit requirements of Section
404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.

SAW-2019-02341
❑ We recommend you have the waters, including wetlands on your project area/property delineated. As the Corps may not be
able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.
❑ The waters, including wetlands on your project area/property have been delineated and the delineation has been verified by
the Corps. The approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once
verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided
there is no change in the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters, including wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the
Corps Regulatory Official identified below onDATE. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Depai tiuent of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Bryan Roden -Reynolds at 704-510-1440 or
bryan.roden-reynolds(a) usace.army.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 2/25/2021.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Phillip Shannin, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
Bryan Roden -Reynolds
Corps Regulatory Official: 2021.02.25 08:56:50 -05'00'

SAW-2019-02341
Date of JD: 2/25/2021 Expiration Date of JD: Not applicable
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http : //core smapu.usace. army.mil/cm_apex/f?p=13 6:4:0
Copy furnished:
Agent: Eco Terra Partners, LLC
Heather Smith
Address: Venture 1, 940 Main Campus Drive
Raleigh, NC 27606
Telephone Number: 919-754-5019
E-mail: [e-mail]
Agent: Eco Terra Partners, LLC
Heather Smith
Address: Venture 1, 940 Main Campus Drive
Raleigh, NC 27606
Telephone Number: 919-754-5019
E-mail: hsmith(avhb.com

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Three Rivers Farm, Elizabeth White I File Number: SAW-2019-02341 Date: 02/21/2020
Attached is:
See Section below
❑ INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
❑ PROFFERED PERMIT (Standard Permit or Letter of permission)
B
❑ PERMIT DENIAL
C
❑ APPROVED JURISDICTIONAL DETERMINATION
D
11 PRELIMINARY JUG ISDICTIONAL DE `IINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal
Additional information may be found at or http://www.usace.army.mil/Missions/CivilWorks/RegulatoryProgramandPermits.aspx
of the above decision.
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a
review of the administrative record, the Corps memorandum for the
information that the review officer has determined is needed to
Corps may add new information or analyses to the record.
the location of information that is already in the administrative
record of the appeal conference or meeting, and any supplemental
clarify the administrative record. Neither the appellant nor the
However, you may provide additional information to clarify
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
appeal process you may contact:
District Engineer, Wilmington Regulatory Division
Attn: Bryan Roden -Reynolds
Charlotte Regulatory Office
U.S Army Corps of Engineers
8430 University Executive Park Drive, Suite 615
Charlotte, North Carolina 28262
If you only have questions regarding
also contact:
Mr. Phillip Shannin, Administrative
the appeal process you may
Appeal Review Officer
South Atlantic Division
CESAD-PDO
U.S. Army Corps of Engineers,
60 Forsyth Street, Room 10M15
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel,
consultants, to conduct investigations of the project site during the course of the appeal process.
notice of any site investigation, and will have the opportunity to participate in all site investi
and any government
You will be provided a 15 day
ations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Bryan Roden -Reynolds, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Phillip Shannin, Administrative
Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 02/21/2020
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Three Rivers Farm, Elizabeth White, 1430
Norman Shoaf Road, Winston-Salem, NC 27107
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Three Creeks Farm Mitigation
Bank, SAW-2019-02341
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: The review area is located on the east and
west sides of Norman Shoaf Road; with the northern end of the review area at 35.972006, -80.196286, the western edge
at 35.966734, -80.200147, the eastern edge at 35.965464, -80.190837, and the southern end at 35.964033, -80.195474.
PINs: 6841-04-50-6383, 6840-02-79-0248, 6840-02-79-0248, 6840-02-56-4939, and 6840-02-68-1081. Reference
review area description shown in Jurisdictional Determination Request package entitled Figure 2, Parcel Map" and
Printed Date of July 2019.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Davidson City: Winston-Salem
Center coordinates of site (lat/long in degree decimal format): Latitude: 35.970173 Longitude: -80.197086
Universal Transverse Mercator:
Name of nearest waterbody: Little Brushy Fork
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
® Office (Desk) Determination. Date: 04/21/2020
® Field Determination. Date(s): 01/27/2020
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Feature
Latitude (decimal
degrees)
Longitude (decimal
degrees)
Estimated amount of
aquatic resources in
review area (acreage
and linear feet, if
applicable
Type of aquatic
resources (i.e.,
wetland vs. non
wetland waters)
Geographic authority to
which the aquatic resource
"may be" subject (i.e.,
Section 404 or Section
10/404)
SEE ATTACHED TABLE
1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN), or
requests verification for a non -reporting NWP or other general permit, and the permit applicant has
not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the permit
applicant has elected to seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to request an AJD
before accepting the terms and conditions of the permit authorization, and that basing a permit
authorization on an AJD could possibly result in less compensatory mitigation being required or
different special conditions; (3) the applicant has the right to request an individual permit rather than

accepting the terms and conditions of the NWP or other general permit authorization; (4) the applicant
can accept a permit authorization and thereby agree to comply with all the terms and conditions of that
permit, including whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without requesting an AJD
constitutes the applicant's acceptance of the use of the PJD; (6) accepting a permit authorization (e.g.,
signing a proffered individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a PJD constitutes agreement that all aquatic resources in the review area
affected in any way by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD
or a PJD, the JD will be processed as soon as practicable. Further, an AJD, a proffered individual
permit (and all terms and conditions contained therein), or individual permit denial can be
administratively appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it
becomes appropriate to make an official determination whether geographic jurisdiction exists over
aquatic resources in the review area, or to provide an official delineation of jurisdictional aquatic
resources in the review area, the Corps will provide an AJD to accomplish that result, as soon as is
practicable. This PJD finds that there "may be" waters of the U.S. and/or that there "may be"
navigable waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following information:

SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below where
indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map: Figures 1-4
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name. Figure 1, USGS Topographic Map (1:24,000 Midway,
NC)
® Natural Resources Conservation Service Soil Survey. Citation: Figure 3, Soil Survey Map (Soil Survey of Davidson
County, Sheet 2 Dated 1994)
❑ National wetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
® Photographs: ®Aerial (Name & Date): Figure 2, Parcel Map (Aerial Imagery from NC Onemap) and Figure 4,
Jurisdictional Resources (Dated November 2019)
or ®Other (Name & Date): Photographs 1-12
❑ Previous determination(s). File no. and date of response letter:
® Other information (please specify): NCDWQ Stream Identification Forms (Version 4.11) Dated 07/02/2019
IMPORTANT NOTE: The information recorded on this form has not necessarily been
verified by the Corps and should not be relied upon for later jurisdictional determinations.
Bryan Roden -
Reynolds
2021.02.25
08:56:24-05'00'
Signature and date of Regulatory
staff member completing PJD
2/25/2021
Signature and date of person requesting PJD
(REQUIRED, unless obtaining the signature is
impracticable)1
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the
established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an
action.

Site
Number
Latitude
(decimal
degrees)
Longitude
(decimal
degrees)
Estimated amount
of aquatic resource
in review area
(acreage and linear
feet, if applicable.
Type of aquatic
resources (i.e.,
wetland vs. non-
wetland waters)
Geographic authority
to which the aquatic
resource "may be"
subject (i.e., Section
404 or Section
10/404)
UT 1
35.965506
-80.199295
2,800 If
Non -wetland
Section 404
UT 2
35.964370
-80.195533
310 If
Non -wetland
Section 404
UT 3
35.969404
-80.193444
545 If
Non -wetland
Section 404
UT 4
35.969522
-80.194708
1,020
Non -wetland
Section 404
Little
Brushy
Fork (LBF)
35.969237
-80.195230
4,200 If
Non -wetland
Section 404
Wetland 1
35.965417
-80.191766
1.4
Wetland
Section 404
Wetland 2
35.969246
-80.192753
0.8
Wetland
Section 404
Wetland 3
35.966506
-80.192166
1.9
Wetland
Section 404

6{ i ' .Y 400 200 0 400
I --
• • \,...,,,,,„ , /
Existing Wetland
Feet k IP
Proposed Conservation Easement 32.54 acres UT 4 _ '• kk r r ili
4 ..4 . Existing Streams y. . �' /A, . r� �/��II���M�II �
•. :\Z\ k4I
cl:UT ._...,....._. •
4,:,,, , ,......_%,.:.
/\
' '
iii .. . . .. .�_,hii-r
Wetland 2,:k..\
v . /- ''- .\ . `N Field �j
;1\ .
- .
Y ,. . , ‘ .
g \• ,`. , lY
� ,. -. i Ll - 4
"to ' • /' ‘c ‘aiiit 160.0.• ' L. 1' - .-
}
li,. .' 7 ‘ ‘ IL ;
n a !'
rw Little Brushy Fork (LBF) lll'�� '', ,� I '. • /• Wetland 2 mie
\ � .; ; Reach 1 1 � Successional =
,he (0)1/111(.:ik
}. •'-. : \ ''-k\ III O..4.: 7.).. ''''''''• ' '•'i '. ,
II ++
• PO
; . ' i Wetland
3
l
Ihil!ILII?1.1 1 ).i • ::_' :11SM.?#1144 .“ . ,d'e/ - it ..-'- ---
lirffi !'"' - .'••:-'L,. ..-.*,
,�
s,„ 1 . /
' ki. 7" !PII1t--r .
- • /( (3
. r. . - / v,is,FrO Ns........ --- i...
) • / i 6//'i
. 7 -'..".- ,,-;-. .(,_('_ /
.vim \ ` �
51UT1I" .
•
Wetland 1
•
N fi rforillilInf ri tto °•- Isis our-4 sri ei'si . • sae
UT 2 �/ ...Ge1a Ihel aaNE F$irb'r"s9D rpf Ja ,'&-a a�
ar Coniirnit
Jurisdictional Resources N
Three Creeks Farm Mitigation Site
`¢f Yadkin 03040103 Figure
��V Davidson County, North Carolina 4
eco terra. VI1 l April2020 I
2018 ESRI Basemap
NCDOT Davidson County Contours

Appendix C. NCDWR Stream Classification Forms

NC DWQ Stream Identification Form Version 4.11
Date: July 2, 2019
Project/Site: Three Creeks Farm
Latitude: 35.969237
Evaluator: L. Souls
County: Davidson
Longitude: -80.195230
Total Points:
Stream is at least intermittent 41.5
if > 19 or perennial if > 30*
Stream Determination (circle one)
Other Little Brushy Fork
e.g. Quad Name:
Ephemeral Intermittent erenniai)
A. Geomorphology (Subtotal = 22.0 )
Absent
Weak
Moderate
Strong
1e. Continuity of bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
1
2
3
3
3. In -Channel structure: ex. riffle -pool, step-poo
ripple -pool sequence
O
1
2
3
4. Particle size of stream substrate
0
O
2
3
5. Active/relic floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
7. Recent alluvial deposits
0
1
2
8. Headcuts
0
1)
2
9. Grade control
0
0.5
1
10. Natural valley
0
0.5
1
�1.5
l .79
11. Second or greater order channel
No = 0
Yes (T•
artificial ditches are not rated; see discussions in manual.
B. Hydrology (Subtotal = 11.0 )
12. Presence of Baseflow
0
2
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.5
1
0.5
0
15. Sediment on plants or debris
0
0.5
1
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table
No = 0
Yes? )
C. Biology (Subtotal = 8.5 )
18. Fibrous roots in streambed
2
1
0
19. Rooted upland plants in streambed
2
1
0
20. Macrobenthos (note diversity and abundance)
W
1
2
3
21. Aquatic Mollusks
1
2
3
22. Fish
0CID
1
1.5
23. Crayfish
0cao
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
0.5
1
1.5
26. Wetland plants in streambed
/
FACW = 0.75 OBL = 1.5 Ot er F 0
*perennial stream may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWQ Stream Identification Form Version 4.11
Date: July 2, 2019
Project/Site: Three Creeks Farm
Latitude: 35.965506
Evaluator: L. Souls
County: Davidson
Longitude: -80.199295
Total Points:
Stream is at least intermittent 41.0
if > 19 or perennial if > 30*
Stream Determination (circle one)
Other Little Brushy Fork UT #1
e.g. Quad Name:
Ephemeral Intermittent erenniai)
A. Geomorphology (Subtotal = 22.0 )
Absent
Weak
Moderate
Strong
1e. Continuity of bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
1
2
3 3
3. In -Channel structure: ex. riffle -pool, step-poo
ripple -pool sequence
O
1
2
3
4. Particle size of stream substrate
0
O
2
3
5. Active/relic floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
7. Recent alluvial deposits
0
1
2
8. Headcuts
0
1)
2
9. Grade control
0
0.5
1
1.5
10. Natural valley
0
0.5
1
l T )
11. Second or greater order channel
No = 0
Yes (T•
artificial ditches are not rated; see discussions in manual.
B. Hydrology (Subtotal = 11.0 )
12. Presence of Baseflow
0
2
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.5
1
0.5
0
15. Sediment on plants or debris
0
0.5
1
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table
No = 0
Yes )
C. Biology (Subtotal = 8.0 )
18. Fibrous roots in streambed
3
2
1
0
19. Rooted upland plants in streambed
OOP
2
1
0
20. Macrobenthos (note diversity and abundance)
40
1
2
3
21. Aquatic Mollusks
01,
1
2
3
22. Fish
0CEO
1
1.5
23. Crayfish
0
CP
1
1.5
24. Amphibians
0
CO
1
1.5
25. Algae
0
1
1.5
26. Wetland plants in streambed
FAC = 0.75 OBL = 1.5 Other (6
*perennial stream may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWQ Stream Identification Form Version 4.11
Date: July 2, 2019
Project/Site: Three Creeks Farm
Latitude: 35.964370
Evaluator: L. Souls
County: Davidson
Longitude: -80.195533
Total Points:
Stream is at least intermittent 27.5
if > 19 or perennial if > 30*
Stream Determination (circle one)
Other Little Brushy Fork UT #2
e.g. Quad Name:
Ephemeral ntermitten Perennial
A. Geomorphology (Subtotal = 13.5 )
Absent
Weak
Moderate
Strong
1e. Continuity of bed and bank
0
1
2
0
2. Sinuosity of channel along thalweg
0
0
2
3
3. In -Channel structure: ex. riffle -pool, step-poo
ripple -pool sequence
0
O
2
3
4. Particle size of stream substrate
0
1
2
3
5. Active/relic floodplain
0
1
3
6. Depositional bars or benches
0
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0
1
O2 )
3
9. Grade control
0
0.5
1.5
10. Natural valley
0 0.5
�1
l l )
1.5
11. Second or greater order channel
Nc( 0 )
Yes = 3
artificial ditches are not rated; see discussions in manual.
B. Hydrology (Subtotal = 8.5 )
12. Presence of Baseflow
0
1
2
3
13. Iron oxidizing bacteria
1
2
14. Leaf litter
R
1
0.5
0
15. Sediment on plants or debris
0
0.5
1
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table
No = 0
Yes )
C. Biology (Subtotal = 5.5 )
18. Fibrous roots in streambed
3
<2)
1
0
19. Rooted upland plants in streambed
3
2
1
0
20. Macrobenthos (note diversity and abundance)
1
2
3
21. Aquatic Mollusks
`ng
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
0
0.5
1
1.5
24. Amphibians
0
(0.9
1
1.5
25. Algae
COD
0.5
1
1.5
26. Wetland plants in streambed
/
FACW = 0.75 OBL = 1.5 Other ( J
*perennial stream may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWQ Stream Identification Form Version 4.11
Date: July 2, 2019
Project/Site: Three Creeks Farm
Latitude: 35.969404
Evaluator: L. Souls
County: Davidson
Longitude: -80.193444
Total Points:
Stream is at least intermittent 26.3
if > 19 or perennial if > 30*
Stream Determination (circle one)
Other Little Brushy Fork UT #3
e.g. Quad Name:
Ephemeral ntermitten) Perennial
A. Geomorphology (Subtotal = 10.0 )
Absent
Weak
Moderate
Strong
1e. Continuity of bed and bank
0
1
a2)
3
2. Sinuosity of channel along thalweg
0C..)2
3
3. In -Channel structure: ex. riffle -pool, step-poo
ripple -pool sequence
O
1
2
3
4. Particle size of stream substrate
0
0
2
3
5. Active/relic floodplain
0
de
2
3
6. Depositional bars or benches
0
ai
2
3
7. Recent alluvial deposits
0
�i
2
3
8. Headcuts
0
a
2
3
9. Grade control
0
ILO
1
1.5
10. Natural valley
0 0.5
1
l T )
11. Second or greater order channel
Nc( 0 )
Yes = 3
artificial ditches are not rated; see discussions in manual.
B. Hydrology (Subtotal = 10.0 )
12. Presence of Baseflow
0
1
2
(3 )
13. Iron oxidizing bacteria
0
1
(2.)
3
14. Leaf litter
1.5
Q
0.5
0
15. Sediment on plants or debris
0
I,
1
1.5
16. Organic debris lines or piles
0
•.
1
1.5
17. Soil -based evidence of high water table
No = 0
Yes )
C. Biology (Subtotal = 6.25 )
18. Fibrous roots in streambed
c..2.)
1
0
19. Rooted upland plants in streambed
2
1
0
20. Macrobenthos (note diversity and abundance)
8
1
2
3
21. Aquatic Mollusks
OUP
1
2
3
22. Fish
0.5
1
1.5
23. Crayfish
0
0.5
1
1.5
24. Amphibians
0
(0.9
1
1.5
25. Algae
C09
0.5
1
1.5
26. Wetland plants in streambed
FACW 0.7) OBL = 1.5 Other = 0
*perennial stream may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWQ Stream Identification Form Version 4.11
Date: July 2, 2019
Project/Site: Three Creeks Farm
Latitude: 35.969522
Evaluator: L. Souls
County: Davidson
Longitude: -80.194708
Total Points:
Stream is at least intermittent 30.25
if > 19 or perennial if > 30*
Stream Determination (circle one)
Other Little Brushy Fork UT #4
e.g. Quad Name:
Ephemeral Intermittent erenniai)
A. Geomorphology (Subtotal = 14.0 )
Absent
Weak
Moderate
Strong
1e. Continuity of bed and bank
0
1
2
2. Sinuosity of channel along thalweg
0
1
2
3 3
3. In -Channel structure: ex. riffle -pool, step-poo
ripple -pool sequence
O
1
2
3
4. Particle size of stream substrate
0
O
2
3
5. Active/relic floodplain
0
1
O2
3
6. Depositional bars or benches
0
C)
2
3
7. Recent alluvial deposits
0
1
2
3
Headcuts
�8. l
1
3
9. Grade control
0
0.5
1
1.5
10. Natural valley
0 0.5
1
l T )
11. Second or greater order channel
Nc( 0 )
Yes = 3
artificial ditches are not rated; see discussions in manual.
B. Hydrology (Subtotal = 9.5 )
12. Presence of Baseflow
0
2
3
13. Iron oxidizing bacteria
0
1
2
14. Leaf litter
1.5
1
0.5
0
15. Sediment on plants or debris
0
0.5
1
1.5
16. Organic debris lines or piles
0
0.5
1.5
17. Soil -based evidence of high water table
No = 0
Yes? )
C. Biology (Subtotal = 6.75 )
18. Fibrous roots in streambed
3
2
0
19. Rooted upland plants in streambed
3
2
1
0
20. Macrobenthos (note diversity and abundance)
0
1
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
0
0.5
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
1
1.5
26. Wetland plants in streambed
FAC
0.7
OBL = 1.5 Other = 0
*perennial stream may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

Appendix D. 60% Design Plans

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DEVELOPMENT REFERENCE
OWNER/DEVELOPER
APPLICANT:
CIVIL ENGINEER:
SURVEYS:
ECO TERRA PARTNERS, LLC
MICHAEL BEINENSON
1328 DEKALB AVE NE
ATLANTA, GA 30307
[phone]
REID B. ROBOL, PE
VHB ENGINEERING NC, P.C.
940 MAIN CAMPUS DR. SUITE 500
RALEIGH, NC 27606
[phone]
DAVID B. COE
COE FORESTRY & SURVERYING
6638-A NC HWY 109
WINSTON-SALEM, NC 27107
[phone]
24 HOUR CONTACT:
LANE SAULS
VHB ENGINEERING NC, P.C.
PHONE: [phone]
PROJECT PROPOSED LENGTHS
UT 1:
UT 2:
UT 3:
UT 4:
UT 5:
LBF:
3,634 LF
314 LF
91 LF (RESTORE), 789 LF (ENHANCE)
1,473 LF
106 LF
3,425 LF
TOTAL RESTORE: 9,043 LF
TOTAL ENHANCE: 789 LF
TOTAL LENGTH: 9,832 LF
THREE CREEKS FARM MITIGATION BANK
THREE CREEKS
PROPERTY
BOUNDARY
TOWN OF MIDWAY
DAVIDSON COUNTY, NORTH CAROLINA
60% PLANS
NOT FOR CONSTRUCTION
50 25 0 50 100
Know what's below.
CaII before you dig.
**IMPORTANT**
CONSTRUCTION CANNOT BEGIN UNTIL UTILITIES ARE PROTECTED.
CALL BEFORE YOU DIG. 1.800.632.4949
--
I
I 6 1945
Brooks
Temple
SHEET NUMBER
PSH-01
PSH-01.a
PSH-01.b
PSH-02a-PSH-02.f
PSH-02.g-PSH-02.q
PSH-03.a-b
PSH-03.c
PSH-03.d
PSH-03.e
PSH-03.f-h
PSH-04-PSH-1 0
X-1 —X-13
EC-1
EC-2.a - EC-2.d
EC-03
EC-04 — EC-10
PLT -1
PLT-2
PLT-4 — PLT-10
INDEX OF SHEETS
SHEET
Title Sheet
PSH Layout
Conventional Symbols
Typical Sections
Details
Morphological Table
Structures Table
Quantities
General Notes
Construction Sequence
Plan and Profile Sheets
Cross Sections
Erosion Control Title Sheet
Erosion Control Details
Erosion Control Notes
Erosion Control Plans
Planting Details
Planting Notes
Planting Plans
PREPARED FOR:
e rra..
H
W
x
U7 H
W O
,-1 w
H
11
H
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS, LLC

oon
n
r=
c 1
0_
S_
s_
\
oo�
o
L
cos -
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
R CR KS PLANS LAYOU
,.,
4
REVISIONS
LBF,-
...
......„---
UT
...-,...
,, „
__-----t,,„ ,,,-
,._-- ___.
__ __ ..... _ „
_ \ 0,
RID q,
OVS AI
PLANSHEET LAYOUT
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS, LLC
CONSERVATION
rI
I
\,
BOUNDARY
EASEMENT
I
I 1
I
\ -
1
I
I
I
I
I V\
,—_
/
\
___„,
,w i i i.....„-i,
i
.*.*.*;.
cE4 1 1 1
m .t-1±iiiiii\
- iiiiii.*.*.*
I 3J g iiiiii.*'
30=
UT
3
N
N w
H
39077.06
PROJECT NO.
I
I
I iA
1 0
ti
ii,
I
I i/
F
=<E ,,..__„
1111 i \<E
_.-. ......,,..,
iiiiii.* i.*.*
[-01. a
EET
±1si ±iiiiii\<E
± PP4'± ± ± ± ± ± x
\\ / , ,, y .*.* '' - _ iiiiii.*.*.*`,-
4�i€ . .* iiiiii .*.*.*
\ \_��IK ``�' .*.* iiiiii.* A, <E
6
J ' �
\ \ ± ± ± ± ±
UT
5
I \\\,,
\\,
I \ \\\ `� , +? i iiiiii.* .
S\
UT
1
�s
\ ` ` 4i i i i 1113-�_- f iii
\ \ 3j\t iii i ii 111I.*7.- E -
\\
ti.••••••••
__=___.,...Alli,b
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
k \
\\� \
. \ \ \ \
C
�CE � \ \
.*.*.*.*.* ±iii.*.*.*.*.* .*.* ±i
i i i i i i i i i i i i i i i Y'
L f_W_..d-------.,� i i iiyi
3D el,
e �3p���y��
VJ
,
J\
CE CE CE CE-CE-CE- \ \\\\\\ z[c o�tt
CE _CE \
/,
\ \
ml
3J s Y' 41 \\
\ \\ q MWnM _
�\`�,,
THREE
CREEKS
a�a
UT
2
PROPERTY0BOUNDARY
TRIB
A

LEGEND
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
on
no
_6
no
a)
aE
L
aD
a)
hczo
oo�
N� L
Ln—o
0
Q
BOUNDARIES AND PROPERTY:
Property Line
Computed Property Corner
Existing Fence Line
Existing Wetland Boundary
Proposed Conservation Easement
Grading Limits
Limits Of Disturbance
Proposed Wetland Boundary
HYDROLOGY:
Stream or Body of Water
X
WLB
WLB
CE
X
X
LOD
Flow Arrow
Wetland
Proposed Lateral, Tail, Head Ditch
100-YR Floodplain
» > >
FLOW
100YR FP
RIGHT OF WAY & PROJECT CONTROL:
Existing Right of Way Line
New Right of Way Line
New Right of Way Line with Pin and Cap
New Right of Way Line with
Concrete or Granite R'W Marker
New Control of Access Line with
Concrete C/A Marker
A
w
ROADS AND RELATED FEATURES:
Existing Edge of Pavement
Existing Curb
VEGETATION:
Single Tree
Single Shrub
Woods Line
EXISTING STRUCTURES:
Pipe Culvert
UTILITIES:
POWER:
Existing Power Pole
Proposed Power Pole
Existing Joint Use Pole
Proposed Joint Use Pole
U/G Power Line LOS B (S.U.E.*)
Proposed Wire Woven Fence
Proposed Wire Woven Fence Gate
TELEPHONE:
Existing Telephone Pole
Proposed Telephone Pole
Telephone Pedestal
U/G Telephone Cable LOS B (S.U.E.*)
WATER:
U/G Water Line LOS B (S.U.E*)
MISCELLANEOUS:
Utility Pole
W
•
PROPOSED STREAM WORK:
STREAM STRUCTURES:
Rock Crossvane
Constructed Riffle
Root Wad
Log Vane
At Grade Crossing
Bank and Scour Hole Stabilization
Double Log Drop
Head Cut Repair
Rock Step Pool
Existing Ditch Fill
Stream Plug
Log Vane J Hook
Brush Toe Stabilization
Rock J-Hook
Vernal Pool
EROSION CONTROL FEATURES:
Temporary Construction
Entrance/Exit
Sediment Barrier/Silt Fence
Impervious Dike
Filter Ring
Check Dam
Tree Protection Fencing
PLANTING ZONES:
Uplands
Streamside
1111111111111.1
111111101111111
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g°000000
C
°°°°°°°°
• •
di deb
REVISIONS
z
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H' O
11 <
Cn
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W H
W 0
u
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H
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DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TYPICAL SECTIONS
NOT TO SCALE
REVISIONS
LITTLE
REACH
BRUSHY
1
FORK
& 2
(STATIONS
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
RIFFLE
A=22.4 SQ. FT.
W=16.0'
Dmax = 2.1'
10+40 TO 33+25) (STATIONS
33+25 TO 39+00)
TYPICAL SECTIONS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS, LLC
VAR.
1.5'
NG
- L 4:1
10:1
16.0'
15.0'
VAR.
4:1
NG
---------
NG
�'�-_
VAR*
►�
16.0' ►�
15.0'
VAR.
4:1
NG
_-----
10:1
,4:1
50:1
10:1
2� 8:1 8:1 tit
?� 8:1 8:1
1
*
VAR
1.5'
0.6'0-5.1'
►
2.9'
4
1.5' 0.6
►
2.9'
POOL
A = 36.0
W=20.0'
Dmax=4.0'
LEFT
SQ. FT.
-4
►
POOL
A = 36.0
W=20.0'
Dmax=4.0'
5.1'
LEFT
SQ. FT.
20.0'
►
20.0'
►
11 / 12/ 2021
DATE
39077.06
PROJECT NO.
NG
-- 4:1
4.0'
8.0'
15.0'
►
VAR.
4:1
NG
------
NG
VAR* ►
4.0' ►
8.0'
15.0' ►
VAR.
4:1
-4
NG
------
10:1
10:1
VAR* `` '' � ,4:1
__
50:1
10:1
?�
4'1
2.0'
?/
4'1
2.0'
4.0'
1.5'
1-. 2.0'
��1 2.0'
POOL RIGHT
A = 36.0 SQ. FT.
W=20.0'
Dmax = 4.0'
POOL RIGHT
A = 36.0 SQ. FT.
W=20.0'
Dmax = 4.0'
►
[-02. a
I EET
NOT TO SCALE
4,.,••••
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
20.0'
►
20.0'
►
15.0'
►
NG
-------
VAR.
4:1
15.0' ►
8.0'
4.0'
NG
4:1 -----
N G
VAR* ►
8.0' ►
4.0'
NG
4:1 -----
10:1
10:1
VAR*'``'-- 4:1
10:1
2.0'
4:7
.
2.0'
4:7
?�
2.0
4.0'
1.5'
?�
2.0
4.0'
1.5'

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c
0-1
N
O)
0_
U)
s_
CD
0)
�-c
Loi
OL0
(:)?cD 0
7rD
of L
Lno
0
TYPICAL SECTIONS
NOT TO SCALE
NG
-------- _L*-
VAR
4:1
.44
NG
VAR*````��'�� 4:1
VAR*
50:1
LITTLE BRUSHY FORK
REACH 3
(STATIONS 39+00 TO END CONSTRUCTION)
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
RIFFLE
A = 54.3 SQ. FT.
W = 25.0'
Dmax = 3.1'
NG
VAR*```���''-_ 4:1
VAR*
50:1
2.5'
VAR*
50:1
3.0'
6.0'
2.7
0.6'
3.0-
2.1
12.0'
25.0'
12:1 12:1
1110
7.6'
POOL LEFT
A=81.0 SQ. FT.
W=30.0'
Dmax= 6.0'
30.0'
POOL RIGHT
A=81.0 SQ. FT.
W=30.0'
Dmax= 6.0'
30.0'
6.0'
4.9'
15.0'
10:1
VAR.
4:1
4:1
NG
REVISIONS
TYPICAL SECTIONS
N
O w
NOT TO SCALE
� o
MLn
a)
5
UL0
W LO
u •� N
zz
> • E
41) 5— (K:5 • =
C CDC
W o
CO

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c
0-1
N
cn
0_
U)
s_
0)
U)
rio
oz_0
�cn o
o� L
Uo
0
TYPICAL SECTIONS
NOT TO SCALE
NG
VAR*
NG
-__4:1
VAR*
VAR*
_ NG --- 4:1
UT 1
REACH 1
(STATIONS 10+00 TO 25+45)
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
50:1
50:1
VAR*
50:1
3.5'
2.7
RIFFLE
A=16.9 SQ. FT.
W=14'
Dmax=1.8'
POOL LEFT
A=28.5 SQ. FT.
W=18.0'
Dmax=3.5'
18.0'
POOL RIGHT
A = 2 8.5 SQ. FT.
W=18.0'
Dmax=3.5'
8.0'
18.0'
2.0'
3.0'
2.7
1.5'
VAR*
50:1
2.5'
3.5'
VAR*
50:1
VAR*
4:1 ------NG
--- _
VAR*
4:1 ----- NG ---
NG
VAR*
NG
4:1
VAR*
►
VAR*
_ ICI------ 4:1
50:1
UT 1
REACH 2a
(STATIONS 25+45 TO 28+59)
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
RIFFLE
A = 32.6 SQ. FT.
W=21'
Dmax=2.3
5.0'
5.0'
21.0'
POOL LEFT
A=56.3 SQ. FT.
W=25.0'
Dmax=5.0'
25.0'
►
-40
VAR*
50:1
3.0'
10.0'
►
VAR*
2.5'j
POOL RIGHT
A=56.3 SQ. FT.
W=25.0'
Dmax= 5.0'
25.0'
50:1
2.5'
50:1
VAR*
4:1 - ----- N G
•
VAR*
4:1_ --------_
REVISIONS
TYPICAL SECTIONS
N
CN
N
0
NOT TO SCALE
� o
M
Ln
a)
UL0
W�
U •�N
zz
•-
V
C CDC
c
W O
CO

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TYPICAL SECTIONS
NOT TO SCALE
NG
1
VAR*
NG
1
VAR*
NG
1
VAR*
UT 1
REACH 2
(STATIONS 29+20 TO END CONSTRUCTION)
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
RIFFLE
A = 31.8 SQ. FT.
W=20'
Dmax=2.3'
-411
50:1
2.7
5.0'
50:1
?•1
5.0'
20.0'
POOL LEFT
A = 56.3 SQ. FT.
W = 25.0'
Dmax=5.0'
25.0'
50:1
1
2.5'
OW -
VAR*
50:1
41
10.0'
q:l
VAR*
VAR*
4:1 ,---_ NG ---
2.5'
POOL RIGHT
A = 56.3 SQ. FT.
W = 25.0'
Dmax = 5.00'
25.0'
5.0'
2.5'
50:1
VAR*
4:1 ----- N G
VAR*
VAR*
50:1 ►
-
,------NG---
5.0'
REVISIONS
TYPICAL SECTIONS
N
N
Q
O O
cp
L� w
C
Cr)
NOT TO SCALE
O
� o
MLn
a)
5
UL0
W�
u •� N
zz
> • E
4i) S.- (K:5 • =
C CDC
W O
CO

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TYPICAL SECTIONS
NOT TO SCALE
REVISIONS
(STATIONS
10+00
UT
TO
RIFFLE
A=1.5
W=3.0
Dmax=1.0
END
SQ.
2
CONSTRUCTION)
FT.
FT.
FT.
(STATIONS
TRIBUTARY
A = 53.5
W=23.0'
Dmax=3.5'
10+00
SQ. FT.
TO
A
10+85)
VAR
.
23.0' ►
TYPICAL SECTIONS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS, LLC
NG
------
10.0' ►
5.9'
•
G
NG
►
3.0'
4A
---
NG 4:1
----N
4:1
10:1
10:1
5.1
VAR•
1
2.9'
1.5'
VAR
.
VAR
1.0'
10:7
10:1.0'
A
Dmax
POOL
= 6.0
W = 6.0
=
SQ. FT.
FT.
2.0 FT.
►
5.6'
0.6'
NG ►
---------___-
VAR
-0
-----
►
6.00'
-------
4:1
4:1
►
3.0'
VAR
2.0'
11 / 12/ 2021
DATE
39077.06
PROJECT NO.
UT
3
1
UT
3
3
-REACH
-REACH
(STATIONS 12+00 TO 13+00)
RIFFLE
A = 2.5 SQ. FT.
W=5.0'
Dmax=1.0'
(STATIONS
18+25.9
A
TO
RIFFLE
= 2.1
W=5.0'
Dmax=0.8'
END
SQ. FT.
CONSTRUCTION)
[-02. e
IEET
NOT TO SCALE
►
►
5.00'
10.0'
VAR.►
-______
5.0'
10.0'
VAR.
NG
_
NG
____
4:1
10:1
10:1
10:1
10:1
3;I
3.
?SI
VAR.
1.0'
f•
VAR.
1.00'
►2.50'
tley
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
0.83'
1.0'
.
POOL
A = 8.0
W =
Dmax=2.0'
SQ.
8.0'
FT.
2.5'
POOL
A = 8.0 SQ. FT.
W=8.0'
Dmax = 2.0'
►
8.0'
10.0'
VAR.
4:1
NG
---
►
8.00'
.- 10.0'
VAR.
41
10:1
NG
10:1
10:1
2.0'
10:1
VAR.
2.0' 2.7 .:\
1.0'
VAR.
►
4.0'
1.0'
4.0'

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c
0-1
N
cn
U)
s_
0)
U)
(Do O
oz_0
�cn o
o� L
Uo
0
TYPICAL SECTIONS
NOT TO SCALE
NG
VAR
NG
4:1
UT 4 -REACH 1
(STATIONS 10+00 TO 14+85)
*SEE PLANVIEW FOR VARIABLE FLOODPLAIN BENCH AND GRADING LIMITS
50:1
,4:1
f
VAR
RIFFLE
A = 6.6 SQ. FT.
W=9.0'
Dmax = 1.1'
9.0'
0.7' 0.4'
50:1
8:1
3.1'
1110
POOL
A =18.0 SQ. FT.
W=12.0 FT.
Dmax = 3.0 FT.
2.7
6.00'
12.0'
VAR*
50:1
1.4'
Pm-
3.0'
110
VAR*
VAR*
4:1
50:1
___ NG_
VAR*
4:1 ______ G_-
UT 4 - REACH 2
(STATIONS 14+85 TO END OF CONSTRUCTION)
RIFFLE
A = 8.8 SQ. FT.
W=10.0'
Dmax=1.4'
10.0'
4:
10:1
VAR.
1.0'
1.2'
_--NG_______
0.2'
10:1
10:1
►2.0'�
POOL
A =18.0 SQ. FT.
W =12.0 FT.
Dmax = 3.0 FT.
3.0'
10.0' VAR.
10:1
4:1
VAR.
UT 5
(STATIONS 10+00 TO END OF CONSTRUCTION)
NG
}
0.5'
4:1
10:1
RIFFLE
A = 2.6 SQ. FT.
W = 6.0'
Dmax = 0.9'
6.0'
3.5: 7
0.9'
3 5 :1
3.0'
.
5.0'
10:1
POOL
A = 8.0 SQ. FT.
W = 8.0 FT.
Dmax = 2.0 FT.
2.0'
VAR.
4:1
4:1
VAR.
REVISIONS
TYPICAL SECTIONS
z
U
H
W
H O
O
w w � <
W
H
44 0
U U
w w
H
g
cp
L� w
C
Cr)
N
O I-
w
NOT TO SCALE
0
o
MCD
UL0
W Lc)
cl
> C E
W o
m

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SEE PLAN AND PROFILE
VIEW FOR RIFFLE LENGTH
B'-
3 UOJLAjJ\JU\JU
\\\\\\\\\\
FLOW
BEGIN OF RIFFLE
CONTROL POINT
SEE PLAN AND
PROFILE SHEETS
VARIABLE DISTANCE
TIE -OUT (TYP) L.
12 TO 2/3
BANKFULL
SALVAGED TOPSOIL
9" THICK WITH
COIR MATTING
CN 0
Vi\ o
\\\1aa:
D\
Do_
�r\(��\ END OF RIFFLE
BANKFULL (TYP)
Plan View
A'
CONTROL POINT
BANKFULL WIDTH
.
KEY END SILLS AND
RIFFLE MATERIAL
INTO BANKS A
MINIMUM OF 3' (TYP)
RIFFLE STREAMBED
IMPORTED MATERIAL
RIFFLE DEPTH =18"
RIFFLE INVERT SEE STREAM
PLAN AND PROFILE SHEETS
Section B-B'
CONSTRUCTED RIFFLE - GRADE CONTROL
RIFFLE BOTTOM
WIDTH PER
TYPICAL SECTIONS
NOTES:
1. CONTROL POINTS SHALL BE DESIGNATED AT BEGIN
AND END OF RIFFLE SECTIONS TO ESTABLISH
PROFILE OF THE CHANNEL. SURVEY OF CONTROL
POINTS SHALL BE REQUIRED TO ESTABLISH
ACCURATE RIFFLE INSTALLATION WITHIN A TOLERANCE
OF +/- 0.2'.
2. RIFFLE MATERAL SHALL BE COMPRISED OF MATERIAL
PER TABLE 1.
3. IF NATIVE MATERIAL IS CALLED FOR, IT SHALL BE
EXCAVATED, STOCKPILED, AND REUSED FROM
ABANDONDED CHANNEL SECTIONS PER RIFFLE
MATERIAL TABLE
4. RIFFLE MATERIAL SHALL BE KEYED IN TO THE STREAM
BANKS AND BED. RIFFLE MATERIAL SHALL CREATE
A SMOOTH PROFILE AND SHALL NOT CREATE ABRUPT
TRANSITIONS BETWEEN UPSTREAM POOL AND GLIDES
OR DOWNSTREAM RUN AND POOLS. THE
CONSTRUCTED CROSS SECTION OF THE RIFFLE
MATERIAL SHALL GENERALLY MATCH THE GEOMETRY
AND DIMENSIONS SHOWN ON THE RIFFLE TYPICAL
SECTION.
5. COIR MATTING ANCHORED WITH U SHAPED WIRE
STAPLES (11 GAUGE MIN. 6IN TO 12IN LONG) TO
ANCHOR MATTING TO GROUND
6. KEY END SILLS A MINIMUM OF 3.0' INTO BANKS
AND 1.0' INTO BED (DEPTH).
7. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO
ANOTHER IN -STREAM STRUCTURE (J-HOOK, CROSS
VANE, ETC.)
TABLE 1 - RIFFLE MATERIAL
REACH
STONE SIZE
(%)
SILL MIN. DIMENSIONS
UT1, UT4, LBF
NATIVE
40
UT1 & LBF = 4'X3'X2'
UT4 = 2'X2'X1'
#1
60
UT3, UT5
NATIVE
40
UT3 & UT5 = 2'X2'X1'
#3
60
BANKFULL (TYP)
GEOTEXTILE
BEGIN OF RIFFLE
CONTROL POINT
GEOTEXTILE
END OF RIFFLE
CONTROL POINT
5' MIN.
(TYP)
Profile A -A'
CR-GC
1' MIN.
FLOW
SEE PLAN AND PROFILE
VIEW FOR RIFFLE LENGTH
BANKFULL (TYP)
BEGIN OF RIFFLE
CONTROL POINT
SEE PLAN AND
PROFILE SHEETS
12 TO 2/3
BANKFULL
RIFFLE STREAMBED
IMPORTED MATERIAL
RIFFLE DEPTH =18"
Plan View
CONTROL POINT
BANKFULL WIDTH
CONSTRUCTED RIFFLE - WOODY
KEY END SILLS AND
RIFFLE MATERIAL
INTO BANKS A
MINIMUM OF 3' (TYP)
RIFFLE INVERT SEE STREAM
PLAN AND PROFILE SHEETS
RIFFLE BOTTOM
WIDTH PER
TYPICAL SECTIONS
NOTES:
1. CONTROL POINTS SHALL BE DESIGNATED AT BEGIN
AND END OF RIFFLE SECTIONS TO ESTABLISH
PROFILE OF THE CHANNEL. SURVEY OF CONTROL
POINTS SHALL BE REQUIRED TO ESTABLISH ACCURATE
RIFFLE INSTALLATION WITHIN A TOLERANCE OF +/- 0.2'.
2. RIFFLE MATERAL SHALL BE COMPRISED OF MATERIAL
PER TABLE 2. WOODY MATERIAL SHALL CONSIST OF
LOGS, BRANCHES, AND BRUSH NO GREATER THAN
4" IN DIAMETER.
3. IF NATIVE MATERIAL IS CALLED FOR, IT SHALL BE
EXCAVATED, STOCKPILED, AND REUSED FROM
ABANDONDED CHANNEL SECTIONS PER RIFFLE
MATERIAL TABLE
4. RIFFLE MATERIAL SHALL BE KEYED IN TO THE STREAM
BANKS AND BED. RIFFLE MATERIAL SHALL CREATE
A SMOOTH PROFILE AND SHALL NOT CREATE ABRUPT
TRANSITIONS BETWEEN UPSTREAM POOL AND GLIDES
OR DOWNSTREAM RUN AND POOLS. THE CONSTRUCTED
CROSS SECTION OF THE RIFFLE MATERIAL SHALL
GENERALLY MATCH THE GEOMETRY AND DIMENSIONS
SHOWN ON THE RIFFLE TYPICAL SECTION.
5. KEY END SILLS A MINIMUM OF 3.0' INTO BANKS
AND 1.0' INTO BED (DEPTH).
6. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO
ANOTHER IN -STREAM STRUCTURE (J-HOOK, CROSS
VANE, ETC.)
TABLE 2 - RIFFLE MATERIAL
REACH
STONE SIZE
(%)
SILL MIN. DIMENSIONS
UT4
NATIVE
25
UT4 = 2'X2'X1'
WOODY DEBRIS
25
#3
50
\v I/ \I 1) I 1
I4v� O/
Section B-B'
GEOTEXTILE
BEGIN OF RIFFLE
CONTROL POINT
GEOTEXTILE
NOTES:
1. CONTROL POINTS SHALL BE DESIGNATED AT BEGIN
AND END OF RIFFLE SECTIONS TO ESTABLISH
PROFILE OF THE CHANNEL. SURVEY OF CONTROL
POINTS SHALL BE REQUIRED TO ESTABLISH
ACCURATE RIFFLE INSTALLATION WITHIN A TOLERANCE
OF +/- 0.2'.
2. RIFFLE MATERAL SHALL BE COMPRISED OF MATERIAL
PER TABLE 3.
3. IF NATIVE MATERIAL IS CALLED FOR, IT SHALL BE
EXCAVATED, STOCKPILED, AND REUSED FROM
ABANDONDED CHANNEL SECTIONS PER RIFFLE
MATERIAL TABLE
4. RIFFLE MATERIAL SHALL BE KEYED IN TO THE STREAM
BANKS A MINIMUM OF 3 FEET AND BED AS SHOWN
ON DETAIL. RIFFLE MATERIAL SHALL CREATE A SMOOTH
PROFILE AND SHALL NOT CREATE ABRUPT TRANSITIONS
BETWEEN UPSTREAM POOL AND GLIDES OR DOWNSTREAM
RUN AND POOLS. THE CONSTRUCTED CROSS SECTION
OF THE RIFFLE MATERIAL SHALL GENERALLY MATCH THE
GEOMETRY AND DIMENSIONS SHOWN ON THE RIFFLE
TYPICAL SECTION.
5. SPACING AND NUMBER OF LOGS SHOULD BE
BASED ON RIFFLE LENGTH AND MY VARY BASED
ON LOG AVAILBILITY. LOGS SHOULD BE SPACED
EQUALLY AND ANCHORD TO THE CHANNEL BED
WITH BOULDERS. LOGS SHALL BE A MINIMUM OF
12 FEET IN LENGTH AND 6 TO 10 INCHES IN DIAMETER.
6. MICROPOOLS SHALL BE CONSTRUCTED IMMEDIATELY
DOWNSTREAM OF THE LOGS. MICROPOOLS SHALL BE
CONSTRUCTED WITH SPECIFIED RIFFLE MATERIAL AND
PROVIDE A MINIMUM 6" DEPRESSION BELOW LOG.
DIMENSIONS OF MICROPOOL WILL VARY BASED ON
SITE CONDITIONS OR AS DESIGNATED BY THE DESIGNER.
7. COIR MATTING ANCHORED WITH U SHAPED WIRE
STAPLES (11 GAUGE MIN. 6IN TO 12IN LONG) TO
ANCHOR MATTING TO GROUND
8. KEY END SILLS A MINIMUM OF 3.0' INTO BANKS
AND 1.0' INTO BED (DEPTH).
9. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO
ANOTHER IN -STREAM STRUCTURE (J-HOOK, CROSS
VANE, ETC.)
FLOW
BEGIN OF RIFFLE
CONTROL POINT
BANKFULL
LOG
GEOTEXTILE
NATIVE TREES/SHRUBS
AS SPECIFIED
LOG
Profile View A -A'
BANKFULL WIDTH
LOG STRUCTURE EXPOSED
AT APPROXIMATE CENTER
OF CHANNEL AT FINISHED
RIFFLE ELEVATION
ANCHOR
ROCK
TOP END OF LOG STRUCTURE
SHALL BE 12" BELOW THE
STREAM BED
GEOTEXTILE
CONSTRUCTED RIFFLE - MICRO POOL LOG
2%-4%
Log Section B-B'
TABLE 3 - RIFFLE MATERIAL
IMPORTED RIFFLE STREAMBED MATERIAL
RIFFLE DEPTH = 18"
LOG
END OF RIFFLE
CONTROL POINT
1' MIN.
BEGIN OF RIFFLE
CONTROL POINT
BANKFULL
6" DEEP MICRO POOL
KEY RIFFLE MATERIAL
INTO BANKS A
MINIMUM OF 3' (TYP)
20°-30°
BURY INTO BANK 4' MIN. TYP
12 TO 2/3 VARIABLE DISTANCE
BANKFULL TIE -OUT (TYP)
SALVAGED TOPSOIL
9" THICK WITH
COIR MATTING
ANCHOR
ROCK
BURY LOG INTO BANK 4' MIN. (TYP)
MAXIMUM PROTRUSION FROM
STREAM BED =6" INCHES
REACH
STONE SIZE
(%)
SILL AND ANCHOR ROCK MIN. DIMENSIONS
UT1, LBF
NATIVE
40
#1
60
UT1 & LBF = 4'X3'X2'
B'
ANCHOR
ROCK
6" DEEP
MICRO
POOL
KEY END SILLS
INTO BANKS A
MINIMUM OF 3' (TYP)
A'
Plan View
20°-30°
ANCHOR
ROCK
6" DEEP
MICRO
POOL
6" TO
10" LOG
20°-30°
ANCHOR
ROCK
R-MPL
END OF RIFFLE
CONTROL POINT
5' MIN.
(TYP)
Profile A -A'
1' MIN.
REVISIONS
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DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
NOTES FOR LBF AND UT1:
1. OVEREXCAVATE 3' OUTSIDE OF TOP OF BANK(BANKFULL). ANCHOR ROCKS NOTES FOR UT4
(LBF & UT1) 1. OVEREXCAVATE 3' OUTSIDE OF TOP OF BANK(BANKFULL).
2. INSTALL BASE LOGS IN A CRISS CROSS PATTERN,DRIVING THEM INTO THE EXISTING BANK
A MINIMUM OF 4' AND HAVE A DIAMETER OF 4"-6". LOGS SHALL BE INSTALLED WITH . 2. INSTALL A DENSE LAYER OF BRUSH/WOODY DEBRIS, WHICH SHALL CONSIST OF
AN ANGLE OF 15-25 DEGREES BETWEEN THE BANK AND INSIDE OF THE PROTRUDING LOG SMALL LOGS, LIMBS, TREE TOPS AND BRUSH COLLECTED ON -SITE LIGHLY COMPACT
MEASURED FROM THE CONVERGENCE OF BANK TANGENT TO THE INSIDE OF LOG TANGENT. A A�1 MATTING BRUSH/WOODY DEBRIS LAYER. THIS LAYER SHALL BE INSTALLED TO AN ELEVATION
UTILIZE ANCHOR ROCKS TO TO HOLD BASE LOGS IN PLACE. `_ ��� ArA A�` NO MORE THAN 8"ABOVE THE POOL INVERT AND A MINIMUM OF 6 INCHES THICK.
3. INSTALL FILLER MATERIAL WHICH CONSISTS OF SMALL LOGS, LIMBS, TREE TOPS AND BRUSH �t'€ '����:���`������
PERPENDICULAR TO BANK ON TOP OF THE BASE LOGS.,♦♦♦♦���.�♦�������%���������♦��`.'
��������������� ���� ���\���
4. TOP FILLER MATERIAL WITH 700 COIR FIBER MATTING, WITH JUTE MATTING UNDERNEATH, AND ,,P" V4 ft. ,
12-16 INCHES OF SOIL. TAMP SOIL MATERIAL AND USE A FORM TO DEVELOP SOIL LIFT. AVOID :����♦5�� ���
HEAVY COMPACTION TO PREVENT DAMAGE TO THE BASE LOGS. FINISHED SOIL LIFT SHALL BE • ����
♦ , `
A MINIMUM OF 8 INCHES THICK. USE 2' WOODEN STAKES OR U SHAPED WIRE TO �� ����-���f��t►��e`��
ANCHOR MATTING.
5. INSTALL A LAYER OF LIVE CUTTINGS WHICH CONSISTS OF FACINES BUNDLES/LIVE CUTTINGS THAT OF
INCLUDE EASY TO ROOT SPECIES SUCH AS WILLOW, DOGWOOD, AND POPLAR BRUSHY/WOODY �O
/��� ���������
11 ��440�..�
►'�
����
�. I��o,������,•��
, BASE LOGS 3. TOP BRUSH/WOODY DEBRIS LAYER WITH 700 COIR FIBER MATTING AND 8-12 INCHES OF
AO SOIL. TAMP SOIL MATERIAL AND WRAP WITH MATTING TO DEVELOP SOIL LIFT. AVOID
HEAVY COMPACTION TO PREVENT DAMAGE TO THE BRUSH/WOODY DEBRIS. FINISHED SOIL
-irk ALTERNATING LIFT SHALL BE A MINIMUM OF 6 INCHES THICK. USE 2'WOODEN STAKES OR U SHAPED
�L'��% --.������ WIRE TO ANCHOR MATTING.
�4p �;4,����C�`�� SOIUSALVAGED
' ''�`i��' ♦ �] STREAMBED MATERIAL 4. INSTALL A LAYER OF LIVE CUTTINGS WHICH CONSISTS OF FACINES BUNDLES/LIVE CUTTINGS
��� �1� �1'� AND BRUSH/WOODY THATINCLUDE
DEBRIS.SO ROOT SPECIES
SHOULD BES A WILLOW, IDMGWOOD, AND POPLAR
�`- I� OF 3 � DEBRIS LAYERS
f�,�'������
5. INSTALL ALTERNATING SOIL LIFTS AND LIVE CUTTING LAYER TO AN ELEVATION 6 INCHES
U)
Z
U�
�—+
DEBRIS. THIS LAYER SHOULD BE A MINIMIUM OF 3 INCHES THICK. NO
Q1
6. INSTALL ALTERNATING SOIL LIFTS AND LIVE CUTTING LAYER TO AN ELEVATION 6 INCHES ABOVE
/
ABOVE DOWNSTREAM RIFFLE INVERT ELEVATION. THE NUMBER OF LIFTS WILL VARY BASED
ON SITE CONDITIONS.
DOWNSTREAM RIFFLE INVERT ELEVATION. THE NUMBER OF LIFTS WILL VARY BASED ON SITE CONDITIONS.
pF
7. INSTALL SOIL LIFTS A MINIMUM OF 8" THICK AFTER COMPACTION TO WITHIN 8" OF BANKFULL ELEVATION.sp� -
8. INSTALL 700 COIR FIBER MATTING OVER THE FINAL SOIL LIFT WITH AN AMPLE /
AMOUNT OF MATTING OVERHANING TO WRAP OVER THE TOPSOIL LAYER ONCE IT IS PLACED.
�OQ
9. INSTALL TOPSOIL OVER FINAL SOIL LIFT LAYER TO ACHIEVE FINISHED GRADE.
OQ�c
e1
�
pF P
6. INSTALL SOIL LIFTS A MINIMUM OF 6" THICK AFTER COMPACTION TO WITHIN 8" OF
BANKFULL ELEVATION.
EXPOSED BRUSH MATERIALAN
SHALL
A' EXTDEND MORBASEOE GS THAN 20%OT OF 7. INSTALL 700 COIR FIBER MATTING OVER THE FINAL SOIL LIFT WITH AN AMPLE
AMOUNT OF MATTING OVERHANING TO WRAP OVER THE TOPSOIL LAYER ONCE IT IS PLACED.
CHANNEL BANKFULL WIDTH
8. INSTALL TOPSOIL OVER FINAL SOIL LIFT LAYER TO ACHIEVE FINISHED GRADE.
Plan View
9. PREPARE SEEDBED, APPLY SEED, AND WRAP COIR FIBER MATTING OVER THE FINISHED
10. PREPARE SEEDBED, APPLY SEED, AND WRAP COIR FIBER MATTING OVER THE FINISHED TOPSOIL AND KEY INTO EXISTING BANK
TOPSOIL AND KEY INTO EXISTING BANK
700 COIR FIBER MATTING 700 COIR FIBER MATTING
IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
KEYED IN 1-FT
TOPSOIL KEYED IN 1-FT
3'
3'
'
i
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III
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II
-
-
CUTTINGS
SOIL LIFT
��������������
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i�� SOIL LIFT
j\� \� \� \ jj j /\/
� � � � /� /� � �i � /��f����T/����/�7�
CUTTINGS
� SOIL LIFT
/\ /\ /,
�������������\���\
CUTTINGS
j��\��������������1��\�%�/i/i�/�
CUTTINGS
\ \j�j�j�j�j�j�j�j\\\
SOIL LIFT
\
\\\\\\\\\\\
T SOIL
\
rfir\�/\/ \X/
/' / r
\�
// r\ ���� �/ B RU S H�NOO DY D E B RI S
BASE LOGS AND FILLER MATERIAL SHALL
\�\�\�\�\�\�\/\
\ \ \
� � �
\\\\\/
\ \\ \\ \
�
��
/
\����\��
/
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_ BE INSTALLED TO AN ELEVATION NO
\\ \\ \\ \\ \\ \\ �/
�� �� �� �� �� �/�/��/��//��//�/r�/i,
/\/\/\/\/\/
//•r/ LAYER SHALL BE INSTALLED
// TO AN ELEVATION NO
�•�—
:� MORE THATN 12" ABOVE POOL INVERT
\ \
V'
\ \�\�\�\�\
MORE THAN 8" ABOVE
/�
�
_
� o
�_��,� TOE OF SLOPE \�\��\�� \��\��\��\���
POOL INVERT
-r / / /
ANCHOR �
,�
\\\\\\\\\\\\\\\
\\\\\\\\\=\\\\\\\\\\\\\\\\
ROCK
\
\
\� \\ \�\�\�\�\�\�\�\ \ \�
\ \\\ \\\\\\\\\\\ \\�\\�\\�\\�\\ V
4'MIN
\�\�\�\�\�\�\//\���
�\�\�\��\�\\��\\�����
BASE LOGS
4"-6" DIAMETER
TOE OF SLOPE
KEY IN BRUSH/WOODY DEBRIS
FILLER
MATERIAL
Section A -A'
LAYER A MINIMUM OF 6 INCHES
Section -
FOR LBF & UT1 FOR UT4
,--+
N
O
N Lu
\ i-
N
r—i
39077.06
PROJECT NO.
BRUSH TOE STABILIZATION
BTS
D
SHRUB PLANTINGS
ANCHOR BACKFILL
WITH STABLE FLOW
BOULDER
4/
//
>
BOULDERS BED
B� MATERIAL 2'
TOP LOG
MIN
[-02. h
iEET
NOT TO SCALE
\\\ ///\\\ r��rrr \\\
ANCHOR FOOTER LOG
/// \\\ /// \\\
/
—
Ai'
` BOULDER
/
P BANKFULL
/
/�� STREAM BED
GEOTEXTILE FABRIC
(r
4�
\
FLOW
/
20 - 30 DEGREES
/____._GEOTEXTILE
% SLOPE
FABRIC
OFF STREAMBANK/
� 4 - 10
--T_�___GEOTEXTILE
FABRIC
11
4' MINIMUM_BOULDERS/
SECTION A -A'
NOTES:�,/
4,0,•••
--_.: A A k
v I iv
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
i///
/
II,
/
/
/
Wbkf
1. LOGS SHOULD BE FROM NATIVE TREES WITH DIAMETER NO LESS THAN 12 INCHES. MINIMUM
OPTIONAL LENGTH IS 12 FEET.
FOOTER LOG
SIL,.',
2. BOULDERS SHOULD BE NATIVE QUARRIED ROCK OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG
EXCAVATED POOL WITH THE FOLLOWING DIMENSION: AVERAGE SIZE IS 4' x 3' x 2' (APPROX. 3600 LBS.)
FLOW3. IF OPTIONAL FOOTER LOG IS USED, IT SHOULD FIT TIGHTLY AGAINST TOP LOG WITH MINIMAL
\
SPACES/VOIDS.
-----.._
y-y \
\
4. AN OPTIONAL BOULDER MAY BE USED TO SECURE END OF LOG BELOW CHANNEL OR STREAMBANK.
THE ON SITE DESIGNER WILL MAKE FINAL DETERMINATION.
>
SHRUB PLANTINGS
PLAN VIEW
B/ ANCHOR
BOULDER��
_�.—�
..
5. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM SIDE OF LOG. FABRIC SHOULD BE SECURED
TO LOG VIA MINIMUM 1-V2" LONG ROOFING NAILS WITH PLASTIC WASHERS, NO GREATER THAN 16"
APART. FABRIC IS TO BE SECURED IN A MANNER WHEREBY IT IS NOT VISIBLE ONCE THE STRUCTURE
IS COMPLETE. FABRIC SHALL BE BURIED TO A MINIMUM DEPTH OF 2 FEET OR AS DIRECTED BY ON
SITE DESIGNER. FABRIC SHOULD EXTEND A MINIMUM LENGTH OF 6 FEET OR AS DIRECTED BY ON SITE
BED DESIGNER. FABRIC SHALL BE BACKFILLED WITH 3" STONE OR SUITABLE MATERIAL AS DETERMINED BY
SECTION B-B' ON SITE DESIGNER.
LOG VANE LV

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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2' MIN
LOG #1
H =1.0' MAX
GEOTEXTILE LOG #2
FABRIC
50-60
DEGREES
LOW END
OF LOG #2
THALWEG
SECTION A —A'
FLOW
WI
WATER
SURFACE
OPTIONAL
FOOTER ROCK
BOULDER USED FOR
GRADE CONTROL AT
HEAD OF DOWNSTREAM
RIFFLE
.lI■^C7►7■■UIU UY
■i■■paim fil'1■■rr.
AAM ■■IIMENII`�`��
��■■ ■■■101,!
AM■l�1\ ■■■■V% -
MINIMUM NP%i /.-`1.
NO. 4 REBAR �' ���■■y�i■■■�,
HIGH E N D i;e al• ■ ■■■■■■h_
OF LOG #1 � � �'-.:MNNENE.
NO. 4 REBAR
\�OFO OGN#1
BOULDERS
FOOTER ROCK
FOOTER ROCK
OPTIONAL
ROOTWAD
A
TOP OF BANK
WATER'S EDGE
A
DOUBLE LOG DROP
A A
50-60
DEGREES
><__ HIGH END
OF LOG #2
FOOTER ROCK
TOP OF BANK
WATER'S EDGE
PLAN VIEW
SHRUB PLANTINGS
LOG #2
POOL EXISTING LOG #1
WATER SURFACE
SECTION B—B'
NO. 4
REBAR 71
LOG #2
LOG #1 BANKFULL
SECTION C—C'
BANKFULL
NO. 4
REBAR
LOG #2
SECTION D—D'
NOTES:
1. LOGS MAY BE NOTCHED TO ALLOW FOR PROPER CONNECTION.
THEY SHOULD BE ANCHORED TO ONE ANOTHER VIA NO. 4 REBAR BY DRILLING AND HAMMERING.
2. LOGS SHOULD BE OBTAINED FROM ON —SITE RESOURCES, WHEN
APPROPRIATE. THEY SHOULD CONSIST OF NATIVE HARDWOOD MATERIAL, UNLESS DIRECTED
OTHERWISE BY ON —SITE DESIGNER. MINIMUM DIAMETER OF LOGS IS 8 INCHES.
3. BOULDERS SHOULD BE NATIVE QUARRIED ROCK, OR LOCAL SHOT ROCK, ANGULAR
OR OBLONG WITH THE FOLLOWING DIMENSIONS: 2' x 2' x 1' (0.5 TONS) OR LARGER.
4. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM SIDE OF LOGS. FABRIC SHOULD BE
ATTACHED TO THE LOGS VIA 1-1/2 INCH LONG MINIMUM ROOFING NAILS WITH PLASTIC WASHERS
SPACED NO GREATER THAN 16 INCHES APART. THE ATTACHMENT POINT SHOULD BE APPROXIMATELY
ONE HALF THE HEIGHT OF THE LOG SO THAT IT REMAINS UNSEEN ONCE THE STRUCTURE IS
COMPLETED. FABRIC SHOULD BE BURIED TO A MINIMUM DEPTH OF 2.0 FEET, OR AS DIRECTED
BY THE ON —SITE DESIGNER. FABRIC SHOULD EXTEND UPSTREAM A MINIMUM LENGTH OF 6.0
FEET, OR AS DIRECTED BY THE ON —SITE DESIGNER. FABRIC SHOULD BE BACKFILLED WITH NATIVE STONE,
OR THE APPROPRIATE STREAM BED COMPOSITION, AS DIRECTED BY ON —SITE DESIGNER.
5. H = MIN. OF 0.2", UNLESS DIRECTED OTHERWISE BY ON —SITE DESIGNER.
6. DLD DETAIL MAY BE REPLACED WITH HEADWATER CHANNEL DETAIL (SH-02.q) AT CONTRACTOR'S DISCRECTION
WITH APPROVAL FROM ENGINEER AND MAINTAINING DESIGNED PROFILE AND CHANNEL DIMENSIONS.
DLD
1.5'
WRAP BACKFILL
MATERIAL IN
GEOTEXTILE
NOTES:
ADJACENT NATURAL
GROUND ELEVATION
UNCOMPACTED BACKFILL
10'
5' Min.
COMPACTED
BACKFILL
MATERIAL
1. CHANNEL PLUGS TO BE LOCATED AS SHOWN ON
AS NOTED BY THE DESIGNER.
2. SIDE SLOPE THAT IS ADJACENT TO NEW CHANNEL
SECTION IN THAT LOCATION.
3. WRAP THE COMPACTED BACKFILL MATERIAL IN GEOTEXTILE.
4. THIS STRUCTURE SHALL BE PLACED AS SHOWN ON PLANS OR AS DIRECTED BY ONSITE ENGINEER.
5. KEY THE CHANNEL PLUG INTO THE BED AND BANK A MINIMUM OF 1 FOOT.
THE PLANS
NEW STREAMBANK
SHALL BE TREATED
AS SPECIFIED IN
PROJECT SPECIFICATIONS.
AND AT OTHER LOCATIONS
FLOW
STREAM PLUG
NEEDS TO
MATCH PROPOSED CROSS—
/ CHANNEL
i( INVERT
SP
1. CONTRACTOR WILL PROVIDE FABRIC TO MEET
OR EXCEED THE FOLLOWING SPECIFICATIONS.
2. THE BELOW SPECIFICATIONS ARE CONSISTENT
WITH A POLYPROPYLENE NONWOVEN
NEEDLE —PUNCHED FABRIC.
3. ENGINEER RECOMMENDS GRAY OR BLACK —COLORED
FABRIC FOR USE WITH VANE STRUCTURES.
GEOTEXTILE FABRIC
PHYSICAL SPECIFICATION (ROLL)
PROPERTY
MIN. AVERAGE
ROLL VALUE
GRAB TENSILE
160 LBS.
GRAB ELONGATION
50%
MULLEN BURST
315 PSI
PUNCTURE
90 LBS.
TRAPEZOIDAL TEAR
65 LBS.
UV RESISTANCE
70% AT 500 HRS
AOS
70 SIEVE
PERMITTIVITY
1.5 SEC.-1
FLOW RATE
110 GAL/MIN/FT!
EXISTING
GROU
% %\.%\\. \\ \ \\\/ /
.\\\/\
6 IN. MIN
FLOVY
3 FT. MIN
VAR
PROPOSED
BANKFULL
PROPOSED CHANNEL
INVERT (THALWEG)
/. \ ›Y \//. \//. \//. \//. \//. \//. \//, \//. \//. \//, \
SECTION A —A
SOIL REINFORCEMENT MATTING
W/BIODEGRADABLE MESH
PLAN VIEW
FLOODPLAIN INTERCEPTOR
\\\/\\/\/\/\/
\ \\/\\/x/'�\/
SECTION B—B
/\\%/\%/\%/\%/\/\/\
SOIL REINFORCEMENT
MATTING WBIODEGRADABLE
MESH
MIN 6 IN.
� �\ ,/\\/\\//\//\//<
/ %/
PROPOSED
GROUND LINE
KEY IN MATTING A MINIMUM OF 1 FT.
FI
REVISIONS
NOT TO SCALE

c
LD
09
0_
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0—C
•7]-/ 0
N=_O
(i--0)0
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n
U
09
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
FLOW
TOP OF EXISTING OR PROPOSED STREAM BANK
CLASS B STONE
TOPPED WITH #5
V
\/
\/
CwIFENCE
Z000
OX
ls
WATERS EDGE \
x
,,
X
OR #57 STONE
X
'
x
x
Op OOp
O 000 Oo0000°00000°0000°°00000°0000O°000
OOoO OOoOO OOoOO OOo
o0O00 °00�0° °00�0°
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C0C�O C�C�O C0C�oX
GATE
X X X
X
X X X X
GATE
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-
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IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
•
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o
o :o°ooaoo
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°
a
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B
°
°
25 FT. M
25 FT. MIN. >�
o° .°°
a °° a °° o°
• ° Q ° ° •„
° ° 0•
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°
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0a �
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MIN °°°° ° ° °
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° ° ° oo° ° ° •
0
.
STREAM
. °0° °0°°
U•
a
o
°°°°o °°o°
o°.00°oo
X
TOP OF BANK
TOP OF BANK
..0•
°0o°
0° ° a
0
o
0°°°
0oo° ° _: _ _
o °
V.
°°.°
°
o ° °. a °.
CHANNEL
/// /
NP".
PLAN VIEW
X
BOULDERS
x
X X X ""cir 4,
x
X X
X X X X x
v\
FENCE
x
CLASS A STONE
*%2DIAMETER OF PIPE
#5 OR #57 STONE
X
6" DEEP
x TOPPED WITH
OR STONE
6H:1V OR 18 IN. WHICHEVER
IS GREATER
CLASS B
#5 #57
OR FLATTER
o.
0°:rr'
a 00 00000
p OO005O'ten 0JJvO8o00JJ°C)
o O°.00L6 .. ° . STONE
OS °8OOp8oOpO►
.•io00 o°°OpOO o°°OpOO o°°OpO�
O 00o O Ooo O Ooo O•
o 0�00 0uu�00 0uu�00 0uu�,
0 0°0006 0°0006 C°OOO6 0°000°
_ _ _ �o� 00
o°°OpOO o°°OpOO o°°00() •
O 00o O 00o O 000 •
�• �Oo 000 o °O0�00 0(:)0 0
O °° \ \ \/\ /
00/\//�/%//�//�//\//\//\/\//\\�/\
NATURAL
GROUND
0 0° •
'\%��/,/ jj/\�j/,\/,///\/� I O p Oi
D*
•
O//\/\\/��/ /
�/
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\
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39077.06
PROJECT NO.
NATURAL\\
oAKCIACIMMIM a„.,...,..,,..,..,,..,,.,..,...
#5 OR #57 STONE
\\i\\/\\/\\/\\ • � ,;;; �
��\;//�\//
;,Fig a/
GROUND
j�/
GEOTEXTILE
4" DEEP (TYP)
// \ � '
a./\ \
\
#5 OR #57 STONE\\/x\%%�/\%\
\� \,\/ \/v\\j\ \/\/\/`
�j\
/
/\/X\/\\
° eo °a o e
/ \/ \/ \/
\ \\j •\\jx NATURAL GROUND
,/ / / / .
TO FILL VOID AREAS ER oo:o
�� o. 10:1 Fop, �'�� .• !�
\
/� /� /
��. OR OR
.I��►;:` F/�E BETWEEN BOULDERS 10 �
R
/��/�����/��
CAAP WILL BE EMBEDDED INTO
STREAMBED WITH NATIVE MATERIAL PLACE GEOTEXTILE AND 3"-6"
GEOTEXTILE
- KEY INTO
TO DEPTH SPECIFIED ON PLANS. OF ROCK FILL IN BOTTOM
CLASS A � �".,.: �• �; . ��
�� BOULDERS
MIN 3'
BEFORE INSTALLING PIPE
oe
° • °
STONE - 12" DEEP " .o
.
o:. .o.
°�
.
�°: �o
°°
o .
�
�
PROFILE VIEW
=
D* 36"CAAP ON UT3
18" MIN.
[-02.j
EET
NOT TO SCALE
BOULDERS
PERMANENT CULVERTED STREAM CROSSING
SECTION B-B
BANKFULL
FLOW
NOTES: MATCH APPROACHING STREAM BASE WIDTH
STANDARD BASE DITCH
1. STONE APPROACH SECTION 10:1, SLOPE ON ROAD. 6. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING
WATER, INCLUDING PLANNED OVERFLOW AREAS.
GEOTEXTILE FABRIC
( Not to Scale)
Natural Natural
4,0,•••
--_.: A A k
v I iv
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
°
2. KEEP CLEARING AND EXCAVATION OF STREAM BANKS, BED, /// /
°
. -�°
// / / /
Ground �?1
3•\ Ground
AND APPOACH SECTIONS TO A MINIMUM. 7. SIDE SLOPES WHERE CROSSING CONNECTS TO EXISTING
D
STREAMBANKS SHOULD BE A MAXIMUM OF 2:1.
3. DIVERT ALL SURFACE RUNOFF FROM THE CONSTRUCTION
1
J
d
1___
SITE ONTO UNDISTURBED AREAS ADJOINING THE STREAM. 8. INSPECT STREAM CROSSINGS AFTER RUNOFF -PRODUCING
RAINS TO CHECK FOR BLOCKAGE IN CHANNEL, EROSION
4. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO OF BANKS, CHANNEL SCOUR, STONE DISPLACEMENT, OR PIPING. FOOTER ROCKS
THE STREAM FLOW. MAKE ALL REPAIRS IMMEDIATELY TO PREVENT FURTHER DAMAGE
6' ,-I
MIN
B
Min. D= 0.5 FT
Max. d - 1.0 FT
TO THE INSTALLATION. PROFILE VIEW
*When B is < 6.0'
,
B= 20 FT
5. ALIGN ROAD APPROACHES WITH THE CENTER LINE OF
THE CROSSING FOR A MINIMUM DISTANCE OF 30 FEET.
Type of Liner= COIR FIBER MATTING
1
PERMANENT AT GRADE STREAM CROSSING
DITCH DETAIL
AG
DD

c
0_
_
m
a)
m
a)
L
n--c
Loi 0
N=L0
6-(n0
•7]-0L
7L
Lno
0
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
3' SPACING SPECIFICATIONS
ALONG EDGES
MIN. 1' OVERLAP
20-30 DEGREES
COIR FIBER 700 GRAM MATTING
LARGER BOULDERS
OFF STREAMBANK USED TO KEY INTO
FLOW
STREAM BANK
C. )
0
1. CONTRACTOR WILL PROVIDE MATTING TO MEET
N.
x x x x x
x x
x x x x x
OR EXCEED THE FOLLOWING SPECIFICATIONS.
' 6 1
f
1'
��
- i
BKFL
I
ipp
,
FLOW
M
I'
/
3' TYP.
2. STAKES:
WOODEN STAKES NOT SHORTER THAN 12"SHALL
>
/
�'
_ WE
i
3 TYP.
X
x BE USED TO SECURE COIR MATTING. 24" WOODEN
�
x — —x
X x
x x x x 6' 6" TYPICAL
✓2
A
3'TYP.
STAKES SHALL BE USED ALONG THE TOE OF
/
—
/�
��
THE SLOPE.
I
POOL
1 BOULDERS
X
L x
x x
_
._._�
x
x x
x
'4‘)
x x
x x x x x
/
PHYSICAL SPECIFICATION (ROLL)
ktior
WE
MATRIX
COCONUT 700 GRAM BLANKET
Il
\
MIN. 6" OVERLAP
41111
FOOTER ROCKS
IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
1k`
FOR PARALLEL ROLLS
BKFL
MIN.
1' OVERLAP
COMPOSITION
100% COCONUT FIBERS
, k .�_ �
�:"-'��. /3
.,
FLOW
GEOTEXTILE
B
FABRIC
WIDTH
MIN 6.5 FEET
\\
12" MIN. DEPTH
LENGTH
MIN 165 FEET
NATIVE PLANTINGS
PLAN VIEW
/
TENSILE STRENGTH
(1488 MD x 1032 CD)
WET - 55 LBS
DRY - 40 LBS
SUITABLE BED
MATERIAL AS NATIVE PLANTINGS
SPECIFIED
WOODEN STAKES
BLANKET LIFE
(AVG. MONTHS)
24-36
ON APPROPRIATE
CONSTRUCTED
RIFFLE DETAIL.
STAKING PATTERN
SLOPE= 7% 2-
ELONGATION (WET)
35% x 38%
_--
FLOW
NOTES:
PROJECTED TOP OF
OPEN AREA
48%
BOULDERS VANE WING
1. INSTALL COIR BLANKET ACCORDING TO MANUFACTURER'S GUIDELINES.
THICKNESS
0.35 INCH
\ ' \_�c�
2. PLACE PARALLEL ROLLS IN SHINGLE FASHION ROLL LAPS OVER
(UPPER
��Vz��
��
LOWER ROLL). LAP UPPERMOST ROLL AT LEAST V2 ROLL WIDTH BEYOND
RECOMMENDED
TOE OF TERRACE SLOPE (ABOVE BANKFULL BENCH).
SLOPE
1.1
6'
GEOTEXTILE FOOTER ROCKS
3. UPPER ROLL SHALL BE KEYED IN ALONG TERRACE TO PREVENT UNDERMINING
RECOMMENDED
FLOW
12 FPS
FABRIC
SECTION A -A
FROM SHEET FLOWS FROM SLOPE.
4. LOWER ROLL SHALL BE STAKED USING MIN. 24" WOODEN STAKES WITH SMALL
RECOMMENDED
SHEAR STRESS
4.5 LBS/SQ. FT.
p
N
I-
N
39077.06
PROJECT NO.
GALVANIZED NAIL PLACED IN TOP END OF STAKE AND BENT OVER TO SECURE
MATTING FIRMLY. STAKES OCCURING ALONG THE TOE AND THROUGHOUT THE
MATTING SHALL BE MINIMUM OF 3' APART.
WEIR
NOTCH
BANKFULL
DEPTH
r
LARGER BOULDERS STREAM CHANNEL
TYPICAL MATTING LOCATION COIR MATTING CROSS SECTION
USED TO KEY INTO
[-02.k
IEET
NOT TO SCALE
A '1
i�i�i�
���
►i�i�
��:
�
1 FT. MIN.
6" MIN
STREAM BANK FOOTER ROCKS
SECTION B-B
COIR FIBER MATTING
FROM TOE OF CHANNEL
TO MINIMUM 1 FT. PROPOSED
►:
���
►i'i�i
i
��:�
i�'D
,
BACKFILL
►�►�
���:�
BANKFULL
►�►i�i
BEYOND BANKFULL BANKFULL
ELEVATION
►►♦
►�.���
►���,
ELEVATION
-� ►�i���
COIR FIBER MATTING
NOTES:
.�.v�i-:eo�ooe;..,, 0.�4�
�,���,����.-• let • „��.��,,.,
���i!�����'�:�:�:�`
������ NORMAL
fr�0�� WATER ��
\
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
•••_-''
,.::::����.
'.
�����!� ��!��
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
4,..,•••
-.....t A k
v I ni
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
��,.•�
Nit ♦ /��� • ysi•�
'�'•STRAW MULCH
THE FOLLOWING DIMENSION: AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LB)
%��.�� ��.�•%%�i��
'►�►�►f ����������������..4. i��'� #1 o r # 3 STONE
2. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES/VOIDS.
- -• ..'�•i�i!��
����••••�����������i�%ii�i�:��:.:i��. NOTES:
�
3. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
„ ♦ • PROPOSED
.�►� 6" MIN 1. SECURE TOE OF MATTING WITH 24 WOODEN STAKES
��' ►��SIDE
►����� ►����� WATER SURFACE WITH GALVANIZED NAIL BENT TO PROHIBIT MATTING
� � ELEVATION OVERLAP FROM WORKING OFF OF STAKE. THEN LINE TOE WITH
#1 OR #3 STONE (#1 FOR LBF AND UT1; #3 FOR
UT3,UT4,UT5)
NOTES:
OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
2.USE 12" WOODEN STAKES ON 5' CENTERS OR AS
COIR FIBER MATTING SHALL BE PLACED ALONG THESUITABLE
OUTSIDE BANK OF ALL BENDS AND ALONG BOTH SIDES OF DIRECTED BY MANUFACTURER'S RECOMMENDATIONS.
THE CHANNEL IN TANGENT AREAS.
3. MINIMUM 1' WIDE, 6" DEEP TRENCH OVER TOP OF BANK
WITH MATTING LAID FLAT AND STAKED. TRENCH TO BE
BACKFILLED WITH EXCAVATED MATERIAL.
COIR FIBER MATTING
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH
MATERIAL SPECIFIED IN THE CONSTRUCTED RIFFLE
DETAIL OR AS DETERMINED BY ON SITE DESIGNER.
4. ARMS OF STRUCTURE MAY BE REPLACED WITH BRUSH TOE
OR LOG AT CONTRACTOR'S DISCRETION WITH APPROVAL FROM ENGINEER.
ROCK CROSS VANE
CRCVD
CF

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c
LD
_
0_
_
m
a)
a)
L
n--c
LO/ 0
N=L1
07--cn 0
71-C
.7
o
CE
CULVERT
CULVERT
ROCK NOT SHOWN
COBBLE -GRAVEL
BED (18" MIN. A
THICKNESS)
GEOTEXTILE
PLAN
C SECTION
i
i
i
i
i
2:1
APRON
F
BANK & SCOUR HOLE STABILIZATION
OPTIONAL
ROCK J HOOK
AS SHOWN ON
PLANS
DIM.
(ft)
BCHS #
1
2
A
2.0'
2.0'
B
1.5'
2.0'
C
4.0'
4.0'
D
3.0'
3.0'
E
10.0'
20.0'
F
20.0'
16.0'
G
25.0'
30.0'
ALL DIMENSIONS APPROXIMATE
STREAMBED MATERIAL
THE COBBLE -GRAVEL BED MATERIAL SPECIFIED BELOW MUST BE APPROVED BY THE ENGINEER AT
THE CONTRACTOR'S PROPOSED SOURCE PRIOR TO BEING PLACED IN THE BSHS CHANNEL.
DESCRIPTION
PARTICLE SIZE
(inches)
BUCKETS
PERCENT
ROCK/COBBLE
CLASS II RIPRAP (12 - 18" DIA)
3
55-65%
BANK RUN GRAVEL
0.08 - 2.5"
2
35-45%
NOTES:
ALL IMPORTED BEDDING MATERIAL SHALL CONSIST OF FIELD STONE OR NATURAL RIVER ROCK
SIMILAR IN COLOR AND APPEARANCE TO IN -SITU MATERIALS.
CRUSHED STONE SHALL NOT BE PERMITTED.
BANK RUN GRAVEL MAY INCLUDE UP TO 5% CLAY, SILT, AND/OR SAND, AND UP TO 25%
COBBLE AND SHALL HAVE NATURAL COLOR (BROWN, TAN, YELLOW, OR WHITE)
NATURAL
GROUND
OPTIONAL
ROCK J HOOK
AS SHOWN ON
PLANS
CBSHSp
FILL IN EXISTING
CHANNEL 3' ABOVE
NATURAL GROUND
ELEVATION
AND COMPACT MATERIAL,
SEED AND PLANT AS
PER PLANTING PLANS.
1
EXISTING GROUND
SzOpE q T 3.
IORF
FILL IN EXISTING CHANNEL
EXISTING CHANNEL
FIC
SLOPE EXISTING CHANNEL BANKS
AT 4:1 SLOPES TO CONSTRUCT VERNAL
POOLS AS SHOWN ON PLANS TO A
MAXIMUM DEPTH OF 3.0' BELOW
THE NATURAL FLOODPLAIN
ELEVATION. SEED AND PLANT AS
PER PLANTING PLANS
MIK
3.0' (MAX)
EXISTING GROUND
VERNAL POOL
FILL EXISTING CHANNEL WITH
EXCAVATED MATERIAL FROM SLOPING
EXISTING BANKS, RAISED FLOODPLAIN
LOCATIONS, OR PROPOSED
CHANNEL
EXISTING NATURAL
FLOODPLAIN ELEVATION
EXISTING CHANNEL
C VP
NOT TO SCALE
Natural
Ground
0.5'
NOTES:
30" HDPE
7O.
000o0Oc
0 0 op
0
00�ebb 0
00000 00►
�O
00
0O O °� O
0
C� c-°OoC�
0
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O°o°o000°0°0000�0000
. � o �� o ��
6` O0 ��o�vo(6�o0vo(
BOO 000 0000 000
v80oo v`o oOo U ci)UU800
0000�0 (DO O0d
000000000000 000000 0000oc
DODOo oOoQo OQoQo 00co o0o0
0
`-
00
vo vvo 030
v'
O° O 00°�O O° O 00°�O O°40
r°OO �°0000 o -(r Dcc000�
1. STONE APPROACH SECTION SHALL BE 10:1 OR FLATTER TO TOP OF ROAD.
2. EXCAVATE NATURAL GROUND +/-6" AT ACCESS ROAD LOCATION
AND LINE WITH GEOTEXTILE AND PLACE CLASS B
RIP RAP (5"-12" DIA) AND TOPPED WITH 6" OF #5 OR #57 STONE.
3. INSTALL 30" HDPE ASH SHOWN ON PLANS
4. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING
WATER, INCLUDING PLANNED OVERFLOW AREAS.
5. ALIGN ROAD APPROACHES WITH EXISTING FARM PATH AND LBF
PERMANENT AT GRADE STREAM CROSSING.
6. TIE INTO LBF PERMANENT AT GRADE STREAM CROSSING.
ACCESS ROAD TO LBF STREAM CROSSING
COMPACTED BERM GEOTEXTILE
(SEE GRADING PLAN)
O
0.
oU •vo o0vOvo o0vDL
�O o00 O 00000O o0
TIE WITH LBF
PERMANENT AT
GRADE CROSSING
10.7
AR
DITCH
Natural
3./
STANDARD BASE DITCH
Natural
(
Not to Scale)
Ground
3A
D
Ground
d
A
r
*When B is < 6.0'
Type of Liner= COIR FIBER MATTING
B
Min. D= 0.5 FT
Max. d = 1.0 FT
B= 2.0 FT
I� '
2
DETAIL
C
DDD
REVISIONS
O
cV
N <
0
O z
L w
O o
ce
Cr) a-
NOT TO SCALE

B o
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
UT 3
NOT TO SCALE
UPSTREAM UT 2 H
H
NOTES:
EXISTING STREAM
D
E (POOL #1)
F (POOLS #2-#4)
G (POOL #5)
1. SEE STREAM PLAN FORM AND PROFILE SHEETS FOR
COORDINATE POINT LOCATIONS AND ELEVATIONS
2. PROFILE VIEW SHOWN MAY VARY IN FIELD. FOR POOL
LENGTH, DEPTH, NUMBER OF DROPS, AND STEP1,
C,
BED/PIPE OUTLET (UT2)
►
....ei
+��
HEIGHT SEE STREAM PLAN AND PROFILE SHEET ALONG �•«IiW..
WITH STRUCTURES TABLE. �a
CASCADE
/-
'
3. G DIMENSION REPRESENTS POOLS #2-#4 FOR
MAX HEIGHT FROM TOP
I S
CASCADE
OF CASCADE TO BOTTOM
1(71
I
HCR #2 AND #3
R F
MAX HEIGHT
i OF POOL = 3 FT
1` ��T
FROM TOP OF
4. NUMBER OF BOULDERS WILL VARY DEPENDING ON SITE
IllitoUp
wAt*11%&
F
CASCADE TO
BOTTOM OF
BOULDERS
CONDITIONS AND DIRECTION OF ON -SITE DESIGNER.
/
-
POOL = 3 FT
5. HCR #2 WILL NOT CONTAIN FILL MATERIAL SINC4E
•
���,,
PROPOSED CHANNEL IS ON NEW LOCATION.
•!
4
l
��L��
irep
......
.J-Y,����•
���� ��""r tW
�� 2 FT DROP (MAX)
COBBLE -GRAVEL BED MATERIAL
I�
411
111 ID IN . 441
1,k,•�I
P� •(MIN.
18" THICKNESS
��• •��4
"�� �•!
.I i
)
.*;.,
e,,�. .
KEY STONES 2'
• �'� w• �f �•• �•• �`�-.."411111
I H41
.4070•lr'�!��•�•,/
•�•
MIN. INTO BANK
LOAD*
Alliello
N4.4411 490110.0
AO
IRA.
411111.0 illetlio-
.41W.
re.4.1."
at we'll sw_._...„_.....
..„„.....„..
__
iiertiNAIV
,
.
�..�.�_ ��I
—...
•ice
ifo
�iCC..��CN.
IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
II
A�
��_._.�__�_
I .
O..
_O
Ath.14410111.0
�
-
—
"v
I Aver:4W
pr
ME
EN
t`4Ar.41‘..Liivalr
No ak inkier'
��L
EXISTING GROUND
..� 4.
FILL MATERIAL
GEOTEXTILE FABRIC UNDER
,•
04V�,
a� e
GEOTEXTILE FABRIC UNDER ��
�l g.. %014.1
�/OP
BOULDERS AND FIRST 18"
FOOTER BOULDERS EXTEND•
OF STREAM BED MATERIAL
A MINIMUM OF 2 FEET BELOW
B'%�•�
BOULDERS AND FIRST 18"�'
OF STREAM BED MATERIAL
'
•�
�•.j�•�I�1 �I
���I •• .•,��
• •.�j
— •
'' �`
� �I �
•
� •�
��•!� " �•�
�-��_
`�
B'
'
MAX POOL DEPTH. ADDITIONAL -
SECTION C-C'
•11P t�"�
•;�� •
• o
FOOTER(S) MAY BE REQUIRED (PROFILE VIEW)
+�-���
ir
(AS SHOWN)
4I CL NG 4
�� NG
��O�O�
at
PLAN
:
0
VIEW
NG
Pc� NG O
SFF
S�cF
pR•�Q\GP�.
�qrF
r�
yF��
BANKFUL
WIDTH
k� Y
R
p•
/Cq� FR
_
SeC� '1Z
BANKFULL WIDTH S��
C
A
.
_
�
'
N
CD
N Lu
N I-
r--i
\
39077.06
PROJECT NO.
yl
SALVAGED TOPSOIL "�'�='��
'
>`
re*
COIR MATTING
EXTEND 3' MIN. FROM EDGE i
3'(MIN.)
�' .- ���
PROFILE
r.
ri'►��,����dr
�
GEOTEXTILE ----
KEYED IN 9" (MIN)
(ft)
1
2
- FOOTER ROCKS COBBLE -GRAVEL BED
MIN. THICKNESS)
D
7.0'
4.0'
(18"
SECTION A -A'
SECTION B-B'
E
12.0'
16.0'
RIFFLE WEIR CROSS SECTION THROUGH COBBLES/GRAVEL
POOL CROSS SECTION
F
NA
16.0'
A= POINT ON CENTER DOWNSTREAM EDGE OF HEAD STONE.
ELEVATION OF INVERT SHALL BE INSTALLED WITHIN A
G
NA
16.0'
TOLERANCE OF +/-0.2'. HEAD STONE MAY BE CENTERED ON
PLAN ALIGNMENT OR SHIFTED TO EITHER SIDE BY NO MORE
H
3.0'
12.0'
N
0 w
1 Lu
_
NOT TO SCALE
THAN 1 FOOT TO CREATE VARIATION IN FLOW PATTERN POOL
TO POOL HEADSTONE SHOULD BE KEYED INTO PLACE USING
THE VARIABILITY IN STONE SIZE WITHIN THE DESIGN
I
NA
12.0'
PARAMETERS TO CREATE AN INTERLOCKING WEIR THAT WILL
RESIST SLIDING OR ROLLING DOWNSLOPE
J
NA
16.0'
B= POINT ON THE CENTER DOWNSTREAM EDGE OF BANKFULL
TIE-IN STREAMBED MATERIAL
*ALL DIMENSIONS APPROXIMATE
**HCR DETAIL MAY BE REPLACED
WITH HEADWATER CHANNEL DETAIL
THE COBBLE -GRAVEL BED MATERIAL SPECIFIED BELOW MUST BE APPROVED BY THE DESIGNER AT
C= POINT ON THE CENTER DOWNSTREAM EDGE OF BANKFULL THE CONTRACTOR'S PROPOSED SOURCE PRIOR TO BEING PLACED IN THE HCR CHANNEL.
TIE-IN
(PSH-02.q) AT CONTRACTOR'S
Y DISCRECTION WITH APPROVAL
FROM ENGINEER AND MAINTAINING
DESIGNED PROFILE AND CHANNEL
I-�I
DESCRIPTION
PARTICLE SIZE
(inches)
BUCKETS
PERCENT
DIMENSIONS.
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
ROCK/COBBLE
CLASS B RIPRAP (6 - 10" DIA)
3
55-65%
*** MINIMUM X-Y-Z DIMENSIONS FOR ALL STRUCTURE STONES SHALL BE AS
BANK RUN GRAVEL
0.08 - 2.5"
2
35-45%
FOLLOWS UNLESS OTHERWISE APPROVED BY THE DESIGNER: ***
FILL MATERIAL NOTES:
ROCK
DIMENSION
STRUCTURE TYPE
X
Y
Z
THE FILL MATERIAL SPECIFIED BELOW MUST BE APPROVED BY THE DESIGNER AT THE ALL IMPORTED BEDDING MATERIAL SHALL CONSIST OF FIELD STONE OR NATURAL RIVER ROCK
CONTRACTOR'S PROPOSED SOURCE PRIOR TO BEING PLACED IN THE HCR. SIMILAR IN COLOR AND APPEARANCE TO IN -SITU MATERIALS.
CRUSHED STONE SHALL NOT BE PERMITTED.
Z
BOULDERS
2' - 3'
1.5' - 3'
1' - 2.5'
DESCRIPTION
PARTICLE SIZE
(inches)
BUCKETS
PERCENT
BANK RUN GRAVEL MAY INCLUDE UP TO 5% CLAY, SILT, AND/OR SAND, AND UP TO 25%
COBBLE AND SHALL HAVE NATURAL COLOR (BROWN, TAN, YELLOW, OR WHITE)
TOPSOIL SHALL BE 50% SIFTED, UNWASHED COURSE SAND (FINES ALLOWED), 24% COMPOSTED
ROCK/COBBLE
CLASS I RIPRAP (8 - 12" DIA)
3
55-65%
LEAF/BARK MULCH, 25% MINERAL SILT OR FINER MATERIAL
BANK RUN GRAVEL
0.08 - 2.5"
2
35-45%
FILL MATERIAL COBBLE -GRAVEL BED MATERIAL ROCK AXIS DETAIL
HEAD CUT REPAIR
CHORD

c
LD
0-
_
0—C
00/ 0
N==
6-(n0
•7]-0L
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c'
WITH ROCK J—HOOK
__
/
_\ BOULDERS TO MAKE J-HOOK
'_
_ 1 \I /� I
/
'-�_ 0 LOW FLOW
REVISIONS
/� I i j B'
----- I(,,
}-i \,_,, n
SHRUB PLANTINGS — -
/ ,.... \
e
(/ - \ i v i
/
S7 \
y
3h FOR COBBLE/GRAVEL,
6h FOR SAND
��
J,`
-
FOOTER
v
Imo. I
--�
GEOTEXTILE FABRIC
��� / ,�
4yl��j� ��� )
0.9 dmax
ROCK
SCOUR
HOLE
� 1 VANE LENGTH
, OPTIONAL
f (MAX DEPTH AT 0.9
FOOTER
�.♦�.S
, ♦♦,, LOG
♦♦.�
OF VANE LENGTH)
SECTION B-B' SECTION C-C'
20 - 30 DEGREES
•♦
OFF STREAMBANK �� /
% 4
AIPA/�
FLOW
NOTES:
IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
A,•..
�/��
\\\iir\\\iir\\\i
�� 1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
��`
�� ��I
��.`.�
44 % /
BACKFILL WITH 2' MIN
BED MATERIAL \
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
= THE FOLLOWING DIMENSION:
�.�
II�,�iii
2. AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LB)
44
♦
3. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
BOULDERS �'lisAv � �/♦O�
��
����
••
��
.®/
GEOTEXTILE
FABRIC 4. FOOTER ROCKS SHOULD BE A MINIMUM
STREAM BED'H'
OF 3 TIMESIN GRAVEL BED STREAMS.
GEOTEXTILE 5. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
./
FABRIC SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
,,�
I
01X
SILL
46
1 SCOUR
POOL
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH 3" STONE.
6. H = MIN. OF 0.5'
TOP LOG ilip \
SHRUB PLANTINGS
BOULDERS
W bkf� BANKFULL
-m
-
ELEVATION
�\ \ (VARIES) �,1Oi
r
J
alliP°.
\\INVERT LOG PLACED
ELEV.HORIZONTAL OR AT
NEGATIVE SLOPE
ei
414kFLOW TO INVERT
PLAN VIEW r- \ /-N �1
11 / 12/ 2021
DATE
39077.06
PROJECT NO.
SHRUB PLANTINGS >- C \
FOOTER LOG
(PLACE 2/3 DIA. BELOW
INVERT ELEV.) BOULDERS ARE TO BE PLACED ON
THE DOWNSTREAM END OF EACH
FOOTER LOG SO THAT THEY ARE LEANING
1. LOGS SHOULD BE FROM NATIVE TREES WITH DIAMETER NO LESS THAN 12 INCHES. MINIMUM LENGTH IS 12 FEET. AGAINST THE LOG ON THE SIDE AWAY
CROSS SECTION FROM THE CHANNEL.
0 ILL
1 w
NOT TO SCALE
2. BOULDERS SHOULD BE NATIVE QUARRIED ROCK OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH THE FOLLOWING DIMENSION:
AVERAGE SIZE IS 4' x 3' x 2' (APPROX. 3600 LBS.)
SHRUB PLANTINGS BACKFILL
3. IF OPTIONAL FOOTER LOG IS USED, IT SHOULD FIT TIGHTLY AGAINST TOP LOG WITH MINIMAL SPACES/VOIDS.
2' MIN
WITH STABLE FLOW
4. AN OPTIONAL BOULDER MAY BE USED TO SECURE END OF LOG BELOW CHANNEL OR STREAMBANK. THE ON SITE DESIGNER WILL MAKE BOULDERS BED
FINAL DETERMINATION. TOP LOG MATERIAL /
\\\ ii/\\\ /��iii \-\\
0
FOOTER LOG
FABRICSHOULD BE PLACED UPSTREAM SIDEOF LOG. FABRICSHOULD BE SECURED TOLOGVIA MINIMUM 1" 5 GEOTEXTILE S OU C ON U S M OG S OU S CU M N MUMLONG FLOW
/ STREAMBED
ROOFING NAILSWITH PLASTIC NO GREATER THAN APART. FABRIC IS TO BE SECURED IN A MANNERWHEREBY IT IS NOT
16"
C SCU M N
S7_
� '"� �""� "'� "" `� `
/
�o 1
ClS
VISIBLE ONCE THE STRUCTURE IS COMPLETE. FABRIC SHALL BE BURIED TO A MINIMUM DEPTH OF 2 FEET OR AS DIRECTED BY ON SITE
n
(L\
DESIGNER. FABRIC SHOULD EXTEND A MINIMUM LENGTH OF 6 FEET OR AS DIRECTED BY ON SITE DESIGNER. FABRIC SHALL BE BACKFILLED 4 - 10 % SLOPE\\j
WITH 3" STONE OR SUITABLE MATERIAL AS DETERMINED BY ON SITE DESIGNER. —�
------ \
GEOTEXTILE FABRIC
4,.,••••
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
SECTION A -A
MIN
GEOTEXTILE
FABRIC
LOG VANE WITH ROCK J—HOOK
LV—J

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
GAP SPACING=
%4 TO %2
ROCK DIAMETER
SCOUR
POOL
11iI'
IRE
ROCK J-HOOK
/
/
/
/
/
/
/
NO
GAPS
GEOTEXTILE
FABRIC
c)
FOOTER
ROCK
SECTION A -A'
SHRUB
PLANTINGS
7,
0.9 dmax
CUT OFF
SILL
J
\\\ /// \\' /// \\\ i
BACKFILL WITH
BED MATERIAL 2' MIN
GEOTEXTILE
FABRIC
SECTION B-B'
FLOW '
GEOTEXTILE
FABRIC
/// \\\/// \\\ // \\\ /// \\\
STREAM BED
FOOTER
ROCK
0.9 dbkf
NOTES:
4-10°/%
SECTION C-C'
0
3h FOR COBBLE/GRAVEL,
6h FOR SAND
1 VANE LENGTH
(MAX DEPTH AT 0.9
OF VANE LENGTH)
SECTION D-D'
SHRUB PLANTINGS
FLOW >
LOW FLOW
SCOUR
HOLE
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION: 4'X3'X2' (APPROX. 3600 LB)
2. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
3. FOOTER ROCKS SHOULD BE A MINIMUM
OF 6 TIMES 'H' IN SAND BED STREAMS.
4. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH 3" STONE.
5. H = MIN. OF 0.5'
6. ARMS OF STRUCTURE MAY BE REPLACED WITH BRUSH TOE
OR LOG AT CONTRACTOR'S DISCRETION WITH APPROVAL
FROM ENGINEER.
R-J
REVISIONS
N
O
N
Q
NOT TO SCALE
CO

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
BKFL
WE
Approx.
//
/
1/
Bankfull
> B'
TRANSPLANTS
> C'
> D' /
✓
Width
REVISIONS
,--,
Op /
WE
0
LOW FLOW
) //
--
/ , ' �. / BKFL ❑
D C] ° ♦♦�♦�•�•
- ����
°
° 6 ° 6 BAN KF U LL
f
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- — 6
06
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6
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_
11
l
I
I
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I
�`
I —1
J
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\ / / \
—. pool /
D 6Dp 6
❑
6 ❑ 66 D ° ❑ 6
D
DEPTH
—� --,,/
I' i
STREAM CHANNEL
—
A' ��-
\
` Ji �/ pool \ j
-�_,
`, A' /
/
FOOTER ROCKS
/\
1
I
�� \
n
A-
�'
/
(5'
i
�
\\ I I
i
I
I /` �� ��� /
SECTION B'-B'
\ c/
\
\
IN -STREAM DETAILS
FOR THE
THREE CREEKS FARM MITIGATION BANK
PREPARED FOR
ECO TERRA PARTNERS LLC
��
pool\
1iii
__,
i—
�—
Approx.
BOULDERS
��
-
�\
J \mil
`
1�3
,..__,
�%
Bankfull
f1-
r,�_
Oa
l
Width
20-30 DEGREES BANKFULL
,71
LOW FLOW
OFF STREAMBANK DEPTH
f I IN-)
v
>>>>
FOOTER ROCKS
d
❑ o
�.�� �
1�����♦ � ♦vvv��....
o 0
a
a
,.
Od ° 0
°
6 ❑a
O
> B' > C'
PLAN VIEW
> D'
STREAM CHANNEL
❑ o 0 66 ■i
FOOTER
❑006 0
ROCKS
SECTION C'-C'
NATIVE PLANTINGS
4
Approx.
11 / 12/ 2021
DATE
39077.06
PROJECT NO.
—_-----� -PROJECTED TOP OF VANE WING
1/3FLOW
Bankfull
SLOPE = 2-7%
Width
H BOULDERS
� �
BANKFULL
2' MIN.
LOW FLOW
DEPTH
b n bb / b b
/
( 6 b 6
/
0 '
l
. ,•♦♦♦♦♦♦♦♦''.......
...��� �....�/ O 6 6 6 6
[-02.p
IEET
NOT TO SCALE
a
FOOTER ROCKS b
6❑ ° D 6DD❑ 6
6 ❑ 66 D D ° ❑ 6
GEOTEXTILE FABRIC
o
��_�� °� b b b
STREAM CHANNEL
6.0'
O b ❑6 ba b 6 a as b 6 b b� O b
FOOTER ROCKS
SECTION A'
-A'
° ° b O �O aa° 6 b b 6 ❑ ° Elbb ° bb b
b
Ob b b 6 ° O b b O b 0
050 b❑ b
O 0 b b 00 O 0
SECTION D'-D'
NOTES:
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK 4. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM 7. RSP DETAIL MAY BE REPLACED WITH HEAD WATER CHANNEL
SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON DETAIL (PSH-02.q) AT CONTRACTOR'S DISCRECTION WITH
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH APPROVAL FROM ENGINEER AND MAINTAINING DESIGNED
APPROXIMATE MINIMUM DIMENSIONS OF 2' X 2' X 1'. EXPOSED BOULDERS AND BURIED TO A MINIMUM PROFILE AND CHANNEL DIMENSIONS.
DEPTH AS DIRECTED BY ON SITE DESIGNER. FABRIC
2. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES/VOIDS. SHOULD EXTEND UPSTREAM A MINIMUM LENGTH OF
3. FOOTER ROCKS SHOULD BE A MINIMUM OF 6 FT. OR AS DIRECTED BY ON SITE DESIGNER.
OF 3 TIMES 'H' IN GRAVEL BED STREAMS AND FABRIC SHOULD BE BACKFILLED WITH 3" STONE OR
6 TIMES 'H' FOR SAND BED STREAMS. ON SITE SUITABLE MATERIAL, AS DETERMINED BY ON SITE
DESIGNER WILL MAKE FINAL DETERMINATION. DESIGNER.
5. H = 0.3'
6. MAXIMUM DROP PER STEP IS 2.0'
4,.,••••
VHB Engineering NC, P.C. (C-3705)
940 Main Campus Drive, Suite 500
Raleigh, NC 27606
ROCK STEP POOL
RSP

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
0
0
ft
z
CDo
w
>-
{fl fA
ftff}
-69
-09
7
CC
U
ffl
ffl
�fl
ffl
FLOW WILL VARY ACROSS TYPICAL
SEC B—B, CHANNEL WILL HAVE A
THALWEG PILOT CHANNEL. CHANNEL
FLOW PATH WILL VARY.
HEADWATER CHANNEL
O o
0
o°
ce
w
Z
> B' 0
O
0
-- B'
•
•
0
S SEE TABLE 2C
S SEE TABLE 2C
•\\
POOL
POCKET POOL (TYP)
DO q•iIC"�/1 ° O
o O O
O 0 0 0 O 00 0
oQ 000
Oo n 0 0 o0
°O O 00
e
/ o
/ °/i
/
ANCHOR LOG
SEE TABLE 4
NATURAL GROUND
O
O
J
0
O
/
/
o
:�.:ip,LU'JOO, O� �o� p O❑00�°e0eoo op.:00000�.�:.Oe
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\o J
./
POOL
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/ o
np 0° 0
0 p
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o 0
POCKET POOL
Q0
4°P: 0 O °
O
0
°O od
HEADWATER CHANNEL
PLAN
ce
w
>
Z
NOT TO SCALE
5 SEE TABLE 2C
ANCHOR LOG
POCKET POOL
SUBGRADE
PROFILE
Wbench
•
BRUSWCOBBLE
BED MATERIAL
(SEE TABLE 2C)
MINIMUM 6"
COMPACTED
CLAY LINER
ce
w
Z
0
0
HEADWATER CHANNEL
PROFILE
NOT TO SCALE
Wbkf
w
>
Z
O
POCKET POOL (TYP)
•
0:
0
lob
rob
0 ° °
°O O o n °O
8:1
0
O
1-
Z
O
Wbed
Z
wQ
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! wAjfl!; P,I,�I(IP;�A I/, /
orm
j�,��ij
i
4
0°Op° O
•0 0 ° °
POOL
0
O 0
Jo
00
0
O 0 0
o ° 0 0 0
0 °000
BRUSH/COBBLE BED MATERIAL
(TABLE 2C) UNDERLAIN BY
6" COMPACTED CLAY
ANCHOR LOG
POCKET POOL
0 p 00 ° ° 0 0
it.�O O°O
„_n°O°°
=1e �, e n
TOP OF BANK
TOE OF BANK
BURY END OF LOG
INTO BANK 3 FT MIN (TYP)
TABLE 2C
MIX TYPE
SLOPE
SOIL
BRUSH
2" STONE
6" STONE
12" STONE
MIN
DEPTH
(ft)
MIN
LOG
DIAMETER (in)
LOG
SPACING
S (ft)
LIGHT
<3%
10%
50%
20%
20%
-
1.5
18
16
MODERATE
3%-8%
10%
40%
-
50%
-
1.5
18
12
HEAVY
>8%
10%
30%
-
30%
30%
2.0
24
8
EX GROUND (TYP)
NATURAL GROUND
DESIGN BED MATERIAL SEE —
TABLE 2C
SUB —GRADE
ELEVATION
HEADWATER CHANNEL
SECTION B-B
NOT TO SCALE
,// \\\i//\\\
MINIMUM 6" COMPACTED
CLAY BASE
EXTEND 2' BEYOND
BANKFULL
NOTES:
1 HEADWATER CHANNEL IS TO OCCUR IN
ALL REACHES SHOWN ON THE PLANS
THE LAYOUT SHALL FOLLOW THE
PROPOSED ALIGNMENT BUT THE
CONTRACTOR IS TO MAKE SPECIAL CARE
NOT TO DISTURB MATURE TREES IF
THEY CAN BE AVOIDED. THE FINAL
ALIGNMENT NEAR SENSITIVE AREAS IS TO
BE FIELD FIT TO MINIMIZE DISTURBANCE,
AS DIRECTED BY THE ONSITE ENGINEER.
2 IN LOCATIONS WHERE THE PROPOSED
CHANNEL IS BEING RAISED AND
RECONNECTED WITH THE ADJACENT
FLOODPLAIN, THE EXISTING CHANNEL IS
TO BE FILLED WITH CLAY, COMPACTED
IN 6" LIFTS, UP TO PROPOSED
SUBGRADE ELEVATION
3 IN THE EVENT WHEN AN 18" DIA LOG IS
NOT AVAILABLE A COMBINATION OF THE TWO
(2) 12" LOGS MAY BE SUBSTITUTED
FOR THE LIGHT TREATMENT SPECIFIED IN
TABLE 2C
4 INSTALL MATERIAL BASED ON DEPTHS
SPECIFIED IN TABLE 2C MATERIAL
DEPTHS IN PLAN AND PROFILE SHEETS
ARE FOR DISPLAY PURPOSES ONLY
CtIWCD
REVISIONS
z
z
C1) 1-1
1-1
H �
w H
w �
w
CI)
Cr?
44
z w
U
H
PREPARED FOR
ECO TERRA PARTNERS LLC
O
N
Q
H
w
w
u)
NOT TO SCALE
4‘)/

M 0 RP
MORPHOLOGICAL CHARACTERISTICS OF THE REFERENCE REACH DATA
0 LOG
I CAL
DA A
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Variables
Existing
Proposed
Existing
Proposed
Existing
Proposed
Existing
Proposed
Existing
Proposed
Proposed
Existing
Proposed
LBF Reach 1
LBF Reach 1
LBF Reach 2
LBF Reach 2
LBF Reach 3
LBF Reach 3
UT 1 Reach 1
UT 1 Reach 1
UT 1 Reach 2
UT 1 Reach 2a
UT 1 Reach 2
UT 2
UT 2
1. Stream Type
unstable E5
C5
unstable E5
C5
unstable E5
C5
G5c
C/E5
unstable E5
C/E5
C/E5
unstable E5
C/E5b
2. Drainage Area (sq. mi)
1.4
1.4
1.8
1.8
4.2
4.2
0.7
0.7
2.40
2.40
2.40
0.02
0.02
3. Bankfull Width (Wbkf) ft
Mean:
8.3
16.0
11.4
16.0
19.9
25.0
9.5
14.0
10.5
21.0
20.0
2.1
3.0
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
4. Bankfull Mean Depth (dbkf) ft
Mean:
2.2
1.4
2.0
1.4
3.0
1.8
1.5
1.2
2.4
1.6
1.6
0.8
0.5
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
REVISIONS
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
5. Width/Depth Ratio (Wbkf/dbkf)
Mean:
3.8
11.4
5.7
11.4
6.6
13.9
6.4
11.6
4.4
13.1
12.5
2.6
6.0
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
6. Bankfull Cross -Sectional Area (Abkf) sq ft
Mean:
18.0
22.4
23.0
22.4
59.8
54.4
14.0
16.9
25.0
32.6
31.8
1.7
1.5
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
7. Bankfull Mean Velocity (Vbkf) fps
Mean:
5.8
4.9
6.0
6.2
4.8
5.2
5.3
4.5
6.7
5.1
5.5
4.5
5.1
Minimum:
5.3
4.2
5.7
5.7
4.3
4.9
4.5
4.0
5.9
4.6
4.9
4.1
6.7
Maximum:
6.1
5.1
6.3
6.5
4.9
5.4
5.6
4.7
7.0
5.3
5.7
4.9
8.3
8_ Bankfull Discharge (Qbkf) cfs
Mean:
104.0
106.0
139.0
140.0
285.0
283.0
75.0
76.0
168.0
167.0
174.0
7.7
7.6
Minimum:
95.0
93.0
131.0
127.0
258.0
268.0
63.0
67.0
149.0
148.0
154.0
6.9
6.7
Maximum:
109.0
110.0
145.0
145.0
293.0
292.0
78.0
79.0
175.0
173.0
180.0
8.3
8.3
9_ Maximum Bankfull Depth (dmax) ft
Mean:
2.7
2.1
2.9
2.1
3.6
3.1
2.1
1.8
2.5
2.3
2.3
1.0
1.0
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
10. Ratio of Low Bank Height to Maximum
Mean:
1.6
1.0
1.6
1.0
1.3
1.0
2.1
1.0
1.3
1.0
1.0
4.7
1.0
Bankfull Depth (Ibh/dmax)
Minimum:
-
-
-
-
-
-
-
-
0.0
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
0.0
-
-
-
-
11. Width of Flood Prone Area (Wfpa) ft
Mean:
20.0
50.8
>100
50.8
>200
>200
17.1
40.3
200.0
57.4
50.8
4.9
11.0
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
12. Entrenchment Ratio (Wfpa/Wbkf)
Mean:
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
1.8
>2.2
>2.2
>2.2
>2.2
2.3
>2.2
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
13. Meander Length (Lm) ft
Mean:
99.0
172.3
**
185.0
**
205.3
**
145.8
**
107.5
173.6
**
-
Minimum:
78.0
157.0
**
160.0
**
170.0
**
116.0
**
195.0
143.0
**
-
Maximum:
105.0
196.0
**
234.0
**
246.0
**
178.0
**
201.0
197.0
**
-
14. Ratio of Meander Length to Bankfull Width
Mean:
11.9
10.8
**
11.6
**
8.2
**
10.4
**
5.1
8.7
**
-
(Lm/Wbkf)
Minimum:
9.4
9.8
**
10.0
**
6.8
**
8.3
**
9.3
7.2
**
-
Maximum:
12.7
12.3
**
14.6
**
9.8
**
12.7
**
9.6
9.9
**
-
OGY
R THE
M MIr
RED F(
'ARP
15. Radius of Curvature (Rc) ft
Mean:
100.0
39.1
**
38.9
**
53.7
**
37.4
**
52.5
46.5
**
-
Minimum:
90.0
32.0
**
32.0
**
48.0
**
30.0
**
45.0
40.0
**
-
Maximum:
108.0
46.0
**
46.0
**
60.0
**
42.0
**
60.0
59.0
**
-
16. Ratio of Radius of Curvature to Bankfull
Mean:
12.0
2.4
**
2.4
**
2.1
**
2.7
**
2.5
2.3
**
-
Width (Rc/Wbkf)
Minimum:
10.8
2.0
**
2.0
**
1.9
**
2.1
**
2.1
2.0
**
-
Maximum:
13.0
2.9
**
2.9
**
2.4
**
3.0
**
2.9
3.0
**
-
17. Belt Width (Wblt) ft
Mean:
-
67.3
**
**
64.3
**
**
60.0
**
**
58.1
**
**
64.5
68.4
**
**
-
Minimum:
Maximum:
31.0
46.0
47.0
87.0
**
48.0
84.0
**
48.0
79.0
**
44.0
71.0
**
61.0
68.0
61.0
84.0
**
-
18. Meander Width Ratio (Wblt/Wbkf)
Mean:
-
4.2
**
4.0
**
2.4
**
4.2
**
3.1
3.4
**
-
Minimum:
3.7
2.9
**
3.0
**
1.9
**
3.1
**
2.9
3.1
**
-
Maximum:
5.5
5.4
**
5.3
**
3.2
**
5.1
**
3.2
4.2
**
-
19. Sinuosity (Stream length/valley distance)
Mean:
1.0
1.2
1.0
1.1
1.0
1.1
1.0
1.1
1.0
1.1
1.2
1.0
1.1
(K)
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
20. Valley Slope (ft/ft)
Mean:
0.0064
0.0047
0.0039
0.0065
0.0018
0.0026
0.0049
0.0035
0.0052
0.0032
0.0039
0.0267
0.0402
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
21. Average Water Surface Slope
Mean:
0.0050
0.0039
0.0040
0.0057
0.0014
0.0022
0.0040
0.0031
0.0039
0.0029
0.0032
0.0160
0.0245
for Reach (Savg)
Minimum:
-
-
-
-
-
-
-
-
-
-
-
-
-
11 / 12/ 2021
DATE
Maximum:
-
-
-
-
-
-
-
-
-
-
-
-
-
22. Pool Slope (Spool) ft/ft
Mean:
0.0000
0.0000
**
0.0000
**
0.0000
**
0.0000
**
0.0000
0.0000
**
0.0000
Minimum:
-
-
**
0.0000
**
-
**
0.0000
**
-
-
**
0.0000
Maximum:
-
-
**
0.0000
**
-
**
0.0000
**
-
-
**
0.0000
23. Ratio of Pool Slope to Average Slope
Mean:
0.0
0.0
**
0.0
**
0.0
**
0.0
**
0.0
0.0
**
0.0
:T N
(Spool/Sang)
Minimum:
-
-
**
0.0
**
-
**
0.0
**
0.0
0.0
**
0.0
Maximum:
-
-
**
0.0
**
-
**
0.0
**
0.0
0.0
**
0.0
24. Maximum Pool Depth (dpool) ft
Mean:
3.1
4.0
**
4.0
**
6.0
**
3.5
**
5.0
5.0
**
2.0
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
25. Ratio of Maximum Pool Depth to Bankfull
Mean:
1.4
2.9
**
2.9
**
3.3
**
2.9
**
3.1
3.1
**
4.0
Mean Depth (dpool/dbkf)
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
26. Pool Width (Wpool) ft
Mean:
12.5
20.0
**
20.0
**
30.0
**
18.0
**
25.0
25.0
**
6.0
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
27. Ratio of Pool Width to Bankfull Width
Mean:
1.5
1.3
**
1.3
**
1.2
**
1.3
**
1.2
1.3
**
2.0
(Wpool/Wbkf)
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
28. Bankfull Cross -sectional Area at Pool
Mean:
21.8
36.0
**
36.0
**
81.0
**
28.5
**
56.3
56.3
**
6.0
-I
SHEE
(Apool) sq ft
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
29. Ratio of Pool Area to Bankfull Area
Mean:
1.2
1.6
**
1.6
**
1.5
**
1.7
**
1.7
1.8
**
4.0
(ApoollAbkf)
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
30. Pool to Pool Spacing (p-p) ft
Mean:
-
108.0
**
113.0
**
109.0
**
108.0
**
113.0
109.0
**
22.0
Minimum:
111.0
75.0
**
75.0
**
83.0
**
75.0
**
75.0
83.0
**
8.0
Maximum:
240.0
210.0
**
135.0
**
135.0
**
210.0
**
135.0
135.0
**
28.0
31. Ratio of Pool -to -Pool Spacing to Bankfull
Mean:
-
6.8
**
7.1
**
4.4
**
7.7
**
5.4
5.5
**
7.3
Width (p-p/Wbkf)
Minimum:
13.4
4.7
**
4.7
**
3.3
**
5.4
**
3.6
4.2
**
2.7
Maximum:
28.9
13.1
**
8.4
**
5.4
**
15.0
**
6.4
6.8
**
9.3
32. Pool Length (Lp) ft
Mean:
**
44.0
**
42.0
**
45.0
**
44.0
**
42.0
45.0
**
21.0
Minimum:
-
30.0
**
30.0
**
40.0
**
30.0
**
30.0
40.0
**
7.0
Maximum:
-
65.0
**
60.0
**
60.0
**
65.0
**
60.0
60.0
**
28.0
33. Ratio of Pool Length to Bankfull Width
Mean:
**
2.8
**
2.6
**
1.8
**
3.1
**
2.0
2.3
**
7.0
(Lp/Wbkf)
Minimum:
-
1.9
**
1.9
**
1.6
**
2.1
**
1.4
2.0
**
2.3
Maximum:
-
4.1
**
3.8
**
2.4
**
4.6
**
2.9
3.0
**
9.3
lib
�NC,P
us Drive
NC 276
34. Riffle Slope (Sriff) ft/ft
Mean:
0.0080
0.0078
**
0.0114
**
0.0044
**
0.0063
**
0.0058
0.0064
**
-
Minimum:
0.0050
0.0000
**
0.0000
**
0.0000
**
0.0000
**
-
-
**
-
Maximum:
0.0150
0.0000
**
0.0000
**
0.0000
**
0.0000
**
-
-
**
-
35. Ratio of Riffle Slope to Average Slope
Mean:
1.6
2.0
**
2.0
**
2.0
**
2.0
**
2.0
2.0
**
-
(Sriff/Saug)
Minimum:
1.0
0.0
**
0.0
**
0.0
**
0.0
**
-
-
**
-
Maximum:
3.0
0.0
**
0.0
**
0.0
**
0.0
**
-
-
**
-
36. Maximum Riffle Depth (drift) ft
Mean:
2.6
2.1
**
2.1
**
3.1
**
1.8
**
2.3
2.3
**
1.0
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
37. Ratio of Maximum Riffle Depth to Bankfull
Mean:
1.2
1.5
**
1.5
**
1.7
**
1.5
**
1.4
1.4
**
2.0
Mean Depth (drill/dbkf)
Minimum:
-
-
**
-
**
-
**
-
**
-
-
**
-
Maximum:
-
-
**
-
**
-
**
-
**
-
-
**
-
*The existing stream has been channelized and does not have natural pattern and profile features
-no information available

MORPHOLOGICAL DATA
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
EU
E"
EU
te-
EP-
eU
V.'
E"
fl
J)-{E
4)-4,7
W
U Q
n (i
W
99- (fl
e
MORPHOLOGICAL CHARACTERISTICS OF THE REFERENCE REACH DATA
Variables
1. Stream Type
2. Drainage Area (sq. mi)
3. Bankfull Width (Wbkf) ft
4. Bankfull Mean Depth (dbkf) ft
5. Width/Depth Ratio (Wbkf/dbkf)
6. Bankfull Cross -Sectional Area (Abkf) sq ft
7. Bankfull Mean Velocity (Vbkf) fps
8. Bankfull Discharge (Qbkf) cfs
9. Maximum Bankfull Depth (dmax) ft
10. Ratio of Low Bank Height to Maximum
Bankfull Depth (Ibh/dmax)
11. Width of Flood Prone Area (Wfpa) ft
12. Entrenchment Ratio (Wfpa/Wbkf)
13. Meander Length (Lm) ft
14. Ratio of Meander Length to Bankfull Width
(Lm/Wbkf)
15. Radius of Curvature (Rc) ft
16. Ratio of Radius of Curvature to Bankfull
Width (Rc/Wbkf)
17. Belt Width (Wblt) ft
18. Meander Width Ratio (WbIt/Wbkf)
19. Sinuosity (Stream length/valley distance)
(K)
20. Valley Slope (ft/ft)
21. Average Water Surface Slope
for Reach (Sault)
22. Pool Slope (Spool) ft/ft
23. Ratio of Pool Slope to Average Slope
(Spool/Savg)
24. Maximum Pool Depth (dpool) ft
25. Ratio of Maximum Pool Depth to Bankfull
Mean Depth (dpool/dbkf)
26. Pool Width (Wpool) ft
27. Ratio of Pool Width to Bankfull Width
(Wpool/Wbkf)
28. Bankfull Cross -sectional Area at Pool
29. Ratio of Pool Area to Bankfull Area
(Apool/Abkf)
30. Pool to Pool Spacing (p-p) ft
31. Ratio of Pool -to -Pool Spacing to Bankfull
Width (p-p/Wbkf)
32. Pool Length (Lp) ft
33. Ratio of Pool Length to Bankfull Width
34. Riffle Slope (Sriff) ft/ft
35. Ratio of Riffle Slope to Average Slope
36. Maximum Riffle Depth (driff) ft
37. Ratio of Maximum Riffle Depth to Bankfull
Mean Depth (driff/dbkf)
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Maximum:
Mean:
Minimum:
Mean:
Minimum:
Maximum:
*The existing stream has been channelized and does not
-no information available
Existing
UT 3
G5c
0.07
4.4
0.4
11.0
1.6
7.5
7.4
7.6
12.0
11.9
12.2
0.5
5.4
5.8
1.3
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
1.0
0.0300
0.0170
0.0485
0.0150
0.0186
**
**
**
1.0
**
**
**
**
**
**
**
**
**
24.0
32.0
4.2
**
Proposed
UT 3 US
Reach 2
C5
0.06
5,0
0.5
10.0
2.5
6,1
15.0
1.0
1.0
25.0
>2.2
1.0
0.0800
0.0729
0.0000
0.0
2.0
4.0
8.0
1.6
8.0
3.2
20.0
10.0
1.0
2.0
Proposed
UT 3 DS
Reach 4
C5
0.07
5.0
0.4
11.9
2.1
6.0
5.9
6.1
12.5
12.3
12.8
0.8
0.8
50.0
>2.2
55.0
50.0
60.0
11.0
10.0
12.0
12.5
14.0
11.0
2.5
2.8
2.2
18.0
16.0
20.0
3.6
3.2
4.0
1.1
0.0088
0.0079
0.0000
0.0
2.0
4.8
8.0
1.6
8.0
3.8
20.0
4.0
0.0158
0.0000
0.0000
2.0
0.0
0.0
0.8
1.9
Existing
UT 4
G5c
0.32
4.3
1.2
3.6
5.3
8.2
7.0
8.3
43.0
43.0
44.0
1.5
8.0
1.9
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
1.0
0.0070
0.0090
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
**
Proposed
UT 4 Reach 1
C5
0.32
9.0
0.7
12.3
6.6
6.5
6.4
6.6
43.0
42.0
44.0
1.1
1.0
30.0
>2.2
95.1
81.0
103.0
10.6
9.0
11.4
24.0
20.0
28.0
2.7
2.2
3.1
34.3
26.0
38.0
3.8
2.9
4.2
1.1
0.0092
0.0081
0.0000
0.0000
0.0000
0.0
0.0
0.0
3.0
4.1
12.0
1.3
18.0
2.7
57.0
50.0
66.0
6.3
5.6
7.3
26.0
23.0
31.0
2.9
2.6
3.4
0.0162
0.0000
0.0000
2.0
0.0
0.0
1.1
1.5
Proposed
UT 4 Reach 2
C5
0.05
10.0
0.9
11.4
8.8
4.8
4.7
4.9
42.0
42.0
43.0
1.4
1.0
33.0
>2.2
101.5
91.0
118.0
10.2
9.1
11.8
25.1
20.0
28.0
2.5
2.0
2.8
39.0
28.0
57.0
3.9
2.8
5.7
1.2
0.0043
0.0035
0.0000
0.0000
0.0000
0.0
0.0
0.0
3.0
3.4
12.0
1.2
18.0
2.0
57.0
50.0
66.0
5.7
5.0
6.6
26.0
23.0
31.0
2.6
2.3
3.1
0.0070
0.0000
0.0000
2.0
0.0
0.0
1.4
1.6
Existing
UT 5
NA- piped
0.05
Proposed
UT 5
C5
0.05
6.0
0.4
13.8
2.6
3.7
3.6
3.8
9.4
9.3
9.7
0.9
1.0
19.0
>2.2
53.0
48.0
58.0
8.8
8.0
9.7
14.1
13.7
15.0
2.4
2.3
2.5
14.0
12.0
16.0
2.3
2.0
2.7
1.2
0.0100
0.0050
0.0000
0.0000
0.0000
0.0
0.0
0.0
2.0
4.6
8.0
1.3
8.0
3.1
27.0
15.0
35.0
4.5
2.5
5.8
20.0
0.0
0.0
3.3
0.0
0.0
0.0100
0.0000
0.0000
2.0
0.0
0.0
0.9
2.1
Reference Reach
UT 5
Reference Reach
North Prong Creek
Reference Reach
Lake Norman
Group Camp
Upstream
Reference
UT to Lyle Creek
Reference
UT to UT1 Cedar
Creek
C5
0.05
6.5
C5
3.04
17.8
E5b
0.10
4.2
4.4
C5
0.25
15.2
E/C5
0.13
14.0
0.3
1.5
0.5
22.0
12.1
5.2
5.5
31.7
0.5
13.4
1.9
26.2
3.4
3.6
7.3
2.9
4.0
3.1
4.0
1.9
1.7
7.7
83.0
12.2
14.0
5.0
0.8
3.0
0.8
1.4
0.8
1.0
1.0
0.9
1.1
1.0
100.0
600+
>38
100.0
>2.2
>2.2
2.0
2.5
>2.5
>2.2
17.0
35.0
94.0
143.0
0.0
39.0
44.0
2.6
5.4
4.2
7.0
12.0
0.6
1.1
1.8
5.3
8.0
2.6
2.9
37.0
40.0
19.0
32.0
2.1
2.3
1.3
2.1
158.0
5.0
9.0
21.0
0.8
1.4
1.2
8.9
1.3
1.3
1.6
0.0
0.0
1.7
21.1
13.3
22.5
1.5
1.0
1.6
9.9
5.2
11.7
0.7
0.4
0.8
13.9
13.0
19.3
1.0
0.9
1.4
1.2
0.0338
0.0023
0.0230
0.0000
0.0000
0.0082
0.0095
0.0024
0.0170
0.0000
0.0000
0.0048
0.0090
0.0000
0.0030
0.0000
0.0
0.5
0.0
0.8
0.6
1.1
2.7
2.0
3.7
1.7
3.4
8.6
0.6
1.0
1.2
2.0
6.3
0.6
0.5
6.9
4.0
0.9
1.4
15.4
9.0
23.0
2.4
1.4
3.5
15.0
28.0
1.8
28.6
10.1
61.0
2.0
0.7
4.4
5.8
2.6
12.1
0.4
0.2
0.9
0.0140
0.0330
0.0055
0.0597
1.5
3.5
0.8
1.1
12.4
0.8
2.7
1.6
REVISIONS
MORPHOLOGY TABLES
u
4-1
0 1-
CD 17,
in
•

DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
EU
EU
EU
U
+-
EU
fl
L w
UQ
n (i
w
=U (r)
U_)
-+ U
U
Little Brushy Fork Structure Invert Table
Structure Number
Structure Type
Station (LBF)
Invert Elevation (ft)
Bankfull Elevation
(ft)
1
Constructed Riffle - Grade Control
10+50
755.7
757.8
2
Rock J-Hook
10+96
755.5
757.6
3
Constructed Riffle - Micro Pool Log
14+65
754.1
756.2
4
Log Vane J Hook
16+26
753.4
755.6
5
Constructed Riffle - Micro Pool Log
16+90
753.2
755.3
6
Rock J-Hook
17+24
752.9
755.2
7
Log Vane
18+32
752.0
754.2
8
Constructed Riffle - Micro Pool Log
19+00
751.9
754.0
9
Rock J-Hook
19+55
751.5
753.8
10
Constructed Riffle - Micro Pool Log
21+90
750.3
752.4
11
Rock J-Hook
22+39
749.9
752.2
12
Constructed Riffle - Micro Pool Log
26+70
747.9
750.0
13
Constructed Riffle - Grade Control
28+60
747.1
749.2
14
Ford Crossing
30+25
746.3
748.4
15
Constructed Riffle - Micro Pool Log
32+45
745.0
747.1
16
Constructed Riffle - Micro Pool Log
36+35
742.8
744.9
17
Constructed Riffle - Micro Pool Log
37+25
742.3
744.4
18
Constructed Riffle - Grade Control
39+00
741.3
743.4
19
Constructed Riffle - Grade Control
40+15
740.1
743.2
20
Constructed Riffle - Micro Pool Log
42+70
739.5
742.6
21
Constructed Riffle - Grade Control
44+75
739.3
742.2
22
Rock Crossvane
44+98
739.2
742.1
UT1 Structure Invert Table
Structure Number
Structure Type
Station (UT1)
Invert Elevation (ft)
Bankfull Elevation
(ft)
23
Constructed Riffle - Grade Control
10+00
754.5
756.3
24
Ford Crossing
10+23
754.4
756.2
25
Constructed Riffle - Grade Control
10+43
754.3
756.1
26
Log Vane
12+09
754.7
755.6
27
Constructed Riffle - Grade Control
13+80
753.2
755.0
28
Log Vane J Hook
14+17
752.8
754.9
29
Log Vane
15+68
752.6
754.7
30
Constructed Riffle - Grade Control
16+40
752.4
754.2
31
I.og Vane
18+40
751.8
753.6
32
Constructed Riffle - Grade Control
19+90
751.3
753.1
33
Constructed Riftle - Micro Pool Log
21+70
750.8
752.6
34
Log Vane
24+89
749.0
751.6
35
Constructed Riffle - Grade Control
25+45
749.1
751.4
36
Constructed Riffle - Grade Control
28+25
748.3
750.6
37
Constructed Riffle - Grade Control
29+56
747.0
749.3
38
Rock J-Hook
29+76
746.9
749.3
39
Ford Crossing
31+53
746.4
748.7
40
Constructed Riffle - Grade Control
31+75
746.3
748.6
41
Rock J-Hook
32+10
746.2
748.5
42
Constructed Riffle - Micro Pool Log
36+47
744.8
747.1
43
Log Vane
36+72
744.7
747.1
44
Constructed Riffle - Micro Pool Log
39+66
743.8
746.1
45
Ro ck J-Hook
39+86
743.7
746.1
46
Constructed Riftle - Micro Pool Log
40+92
743.4
745.7
47
Log Vane J Hook
41+42
743.0
745.6
48
Constructed Riffle - Grade Control
42+05
743.1
745.4
49
Constructed Riffle - Micro Pool Log
44+03
742.5
744.8
50
Constructed Riffle - Grade Control
47+55
741.5
743.6
UT2 Structure Invert Table
Structure Number
Structure Type
Station (UT2)
Invert Elevation (ft)
Bankfull Elevation
(ft)
51
Head Cut Repair
10+00
759.6
760.6
52
End of Head Cut Repair
10+14
759.1
760.1
53
Double Log Drop
10+26
758.6
759.6
54
Double Log Drop
10+56
757.9
758.9
55
Double Log Drop
10+84
757.2
758.2
56
Double Log Drop
11+11
756.6
757.6
57
Double Log Drop
11+25
756.2
757.2
58
Double Log Drop
11+39
755.9
756.9
59
Double Log Drop
11+52
755.6
756.6
60
Double Log Drop
11+79
754.9
755.9
61
Double Log Drop
12+07
754.2
755.2
62
Double Log Drop
12+35
753.5
754.5
63
Double Log Drop
12+61
752.9
753.9
64
Rock Step Pool
12+89
751.9
752.9
65
Rock Step Pool
12+97
751.3
752.3
66
Rock Step Pool
13+05
750.4
751.4
67
Rock Step Pool
13+13
749.5
750.5
68
Rock Step Pool
13+21
748.6
749.6
69
Constructed Riffle - Grade Control
13+33
747.2
748.2
UT3 Structure Invert Table
Structure Number
Structure Type
Station (UT3)
Invert Elevation (ft)
Bankfull Elevation
(ft)
70
Head Cut Repair
12+00
772.3
773.3
71
Head Cut Repair
12+20
770.3
771.3
72
Head Cut Repair
12+40
768.4
769.4
73
Head Cut Repair
12+60
766.4
767.4
74
Head Cut Repair
12+80
764.5
765.5
75
Constructed Riffle - Grade Control
19+10
749.1
749.9
UT4 Structure Invert Table
Structure Number
Structure Type
Station (UT4)
Invert Elevation
(ft)
Bankfull Elevation
(ft)
76
Constructed Riffle - Grade Control
10+40
754.5
755.6
77
Constructed Riffle - Woody
11+97
753.2
754.3
78
Constructed Riffle - Woody
14+30
751.4
752.5
79
Constructed Riffle - Woody
17+73
749.7
751.1
80
Constructed Riffle - Grade Control
18+85
749.3
750.7
81
Constructed Riffle - Grade Control
20+65
748.6
750.0
82
Constructed Riffle - Woody
21+85
748.2
749.6
83
Constructed Riffle - Grade Control
24+50
747.0
748.5
UT5 Structure Invert Table
Structure Number
Structure Type
Station (UT5)
Invert Elevation (ft)
Bankfull Elevation
(ft)
84
Constructed Riffle - Grade Control
10+00
742.0
742.9
85
Double Log Drop
10+70
741.7
742.5
86
Double Log Drop
10+85
741.0
741.8
87
Constructed Riffle - Grade Control
11+00
739.8
740.7
Tributary A Structure Invert Table
Structure Number
Structure Type
Station (TRIBA)
Invert Elevation
(ft)
Bankfull Elevation
(ft)
90
Constructed Riffle - Grade Control
10+30
749.3
754.8
REVISIONS
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THREE
CREEKS
PRELIMINARY
QUADTITIES*
Ite
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N umbe
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Item
Quantity
Unit
M
e as ure
Pay
Unit
1
Excavation
41,000
CY
LS
2
Fill
30,000
CY
LS
3
Clearing
3
AC
AC
4
Coir
Fiber
Matting
18,000
SY
SY
5
Constructed
Riffle-
Grade
Control
(LBF,
UT1
&
TRIBA)
17
Each
Each
6
Constructed
Riffle-
Micro
Pool
Log
(LBF
&
UT1)
14
Each
Each
7
Constructed
Riffle-
Grade
Control
(UT2,
UT3,
UT4
&UT5)
8
Each
Each
8
Constructed
Riffle
-
Woody
(UT4)
4
Each
Each
9
Rock
Cross
Vane
1
Each
Each
10
Rock
J-Hook
7
Each
Each
11
Log
Vane
6
Each
Each
12
Log
Vane
J
Hook
3
Each
Each
13
Head
Cut
Repair
(TJT
2
&
UT
3)
2
Each
Each
14
Double
Log
Drop
(UT
2
& UT
5)
13
Each
Each
15
Rock
Step
Pool
1
Each
Each
16
Ford
Crossing
4
Each
Each
17
Bank
and
Scour
Hole
Stabilisation
2
Each
Each
18
Brush
Toe
Stabilization
(LBF
&
UT
1)
3,700
LF
LF
19
Brush
Toe
Stabilisation
(UT
4)
500
LF
LF
20
Permanent Culverted
Stream
Crossing
(Inc.
40
LF
36" CAAP)
1
Each
Each
21
Access
Road
(Inc.
45
LF
30"
HDPE)
260
LF
LF
22
Construction
Entrance
7
Each
Each
23
Silt
Fence
4,200
LF
LF
24
Tree
Protection
Fence
600
LF
LF
25
Stream
Plug
4,400
CY
LS
26
Pump
Around
1
Each
LS
27
Straw
Wattles
1,000
LF
LF
28
Temporary
Bridge
Mat
4
Each
Each
29
Special
Stilling
Basin
4
Each
Each
30
Impervious
Dike
300
LF
LF
31
Temporary
Streambank
Seeding
14
AC
AC
32
Permanent
Streambank
Seeding
14
AC
AC
33
Streambank
Mulching
14
AC
AC
34
Live Stakes
47,000
Each
Each
35
Transplants
50
Each
Each
36
Reforestation
37
AC
AC
*Quantites are based on 60% design plans and are subject to change. These values are to be used as preliminary engineering
estimates only and are not final.
REVISIONS
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GENERAL NOTES
1. This plan is based on the principles of natural channel design.
2. Proposed constructed stream features and structures shown on these plans are shown
in their approximate location and shall be field located and dimensioned to insure
proper channel dimension.
3. All elevations shown on these plans are referenced to a NAVD 88 datum.
4. The location of all equipment and material staging areas, haul roads and access points
to be located as noted on these plans. Limits of silt fencing, construction staging areas
and construction access roads are shown as approximate on plans. Limits and
locations will be coordinated with the designer.
5. Boulders will be staged in construction staging areas upon delivery. Existing boulders
will also be utilized in formation of boulder vanes, where feasible.
6. Construction activities shall progress downstream, unless otherwise noted on these
plans or as directed by the designer.
7. Equipment will remain outside of channel for the majority of construction. Minimal
in -stream work is anticipated for successful placement of structures and channel
excavation.
8. All mechanized equipment operated in or near the stream or its tributaries shall be
inspected regularly and maintained to prevent contamination of stream waters from
fuels, lubricants, hydraulic fluids or other toxic materials. Any equipment repairs,
maintenance or refueling activities shall not be done while the equipment is in the
stream or its tributaries.
9. Contractor to dispose of all waste material off -site and in accordance with all federal,
state and local regulations.
10. All appropriately sized on -site trees removed during the stream restoration
construction to be used on -site for log vanes, rootwads, footer logs, etc., where
feasible and as directed by the designer.
11. All disturbed areas will be seeded immediately, as specified in the project
specifications.
12. Apply temporary and permanent seed and erosion control fiber matting to bankfull
bench and cut banks daily as excavation progresses. Erosion control fiber matting will
be keyed into the top of slope and at the ends of each mat to prevent undercutting
from sheetflow. Additional silt fencing may be necessary, as directed by the designer.
13. Unless otherwise directed by the designer, a 50-foot minimum width permanently
vegetated buffer shall be planted on each side of channel.
14. The Contractor will use rootwads, topsoil and transplant vegetation generated on -site
for the proposed stream construction as close as possible to the existing location from
where these items are removed in order to minimize hauling distance and storage
duration.
15. Unless otherwise directed by the designer, where feasible, when beginning
construction on a given reach, where clearing is required, use the following sequence:
a. Remove transplant vegetation and stockpile as specified on the plans.
b. Remove larger trees that can be used on -site for rootwads, footer logs, log
vanes or floodplain habitat structures and stockpile as specified on the plans.
c. Remove remaining vegetation and dispose of or stockpile as specified on the
plans.
d. Remove topsoil and stockpile as specified on the plans.
e. Remove remaining soil materials as required and stockpile as specified on the
plans.
16. Existing non-native vegetation within the proposed limits of construction will be
removed as specified in the project specifications.
17. Contractor to provide temporary plant bedding area on site for temporary storage of
vegetation transplants. Transplants to be kept watered, mulched and shaded at all
times as specified in the project specifications.
18. Construction staging areas to be of adequate size to provide safe and organized
storage for boulders, rootwads and logs to be used for in -stream structures, mulch,
topsoil and other soil material, temporary plant beds for vegetation transplant
material, as well as all other related construction materials and equipment.
19. Construction personnel should park all vehicles within the limits of the designated
construction staging areas. All other construction equipment and vehicles should be
parked within the construction staging areas when not in use.
20. Contractor to be responsible for repairs to any damage to existing utilities, including
but not limited to, overhead and underground utilities, curb and gutter, pavement,
sidewalks, storm drainage systems, sanitary sewer systems or fencing. Any required
repairs to be made in accordance with any and all applicable state and or local
municipality or utility agency standards.
21. Contractor shall keep all topsoil stockpiled on site separately from other soil
materials.
REVISIONS
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DOCUMENT NOT CONSIDERED FINAL
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CONSTRUCTION SEQUENCE
1. Staging areas, stockpile areas, construction entrances and access roads will be identified and
located according to the Construction Documents. Variances will be allowed assuming both
the Contractor and Designer verbally agree.
2. The primary construction entrances (as shown on the Erosion Control Plans) from State
Route 1715 (Norman Shoaf Road) and State Route 1719 (Tom Livengood Road) will be
installed for access to the property. A secondary entrance may also be installed at the
engineer's discretion from Riggins Lane.
3. The Contractor will install silt fencing, as noted on the Erosion Control Plans, at applicable
staging and stockpile areas.
4. The proposed stream alignment and structure locations will be staked for Little Brushy
Fork(-LBF-) and its unnamed tributaries (-UT1-, -UT2-, -UT3-, -UT4-, and-UTS-). Staking
will be restricted to riffle elevations only, to establish and maintain grade for the entire
system. Pools will be excavated once structures are installed.
5. The Contractor will install temporary stream crossings on an as -needed basis only, pending
agreement between both the Designer and Contractor once implementation begins.
6. The Contractor will begin stockpiling materials in designated staging areas. The project will
be divided into 11 distinct sections. Upon approval from the Designer, sections may be
constructed in a different sequence than indicated below or concurrently. General details
associated with all sections include:
a. Sediment bags will be used to filter the groundwater and placed within areas of
newly excavated channel that are offline from the existing flow. These bags will
be utilized as the Contractor or Designer deem necessary.
b. At the end of each working day, the Contractor will be responsible for the
application of temporary and permanent seed mixes and straw (mulch), as
applicable, to the newly established stream banks and disturbed areas. Erosion
control matting will be installed on top of the seed and straw according to the
Construction Documents
c. Excavated material that is stockpiled, will follow erosion and sediment control
guidelines as they relate to material storage and stockpiling.
d. All remaining disturbed areas are to be seeded and covered according to the
Construction Documents.
e. Riprap aprons will be constructed to impede any erosion of the channel and
streambanks by the water diverted from the pumping -around procedure.
7. Boulders and materials used for stream structures will be delivered through the primary
construction entrance and stockpiled in appropriate areas.
8. This project will require pumping for most channels during construction. Work will proceed
in a manner that is most conducive with site conditions.
9. Generally, offline channels will be constructed and stabilized prior to connections with the
existing flow pattern. Once the new channel is fully stabilized, all excavated material will be
placed in segments of the existing channel that are to be abandoned. When feasible, the bed
material will be transferred between the existing channel to the new channel.
10. Live staking can begin on the completed sections of the (-LBF-) and (-UT-) channels, as
criteria for live staking are met in the Construction Documents.
11. Once channel construction and seeding are complete, bare rooted seedlings will be installed.
Section 1: UT 1 Stations 10+00 to 28+59 +/- -UT1- and TRIB A Stations 10+00 to 10+85 +/-
-TRIBA-
12. The Contractor will excavate the proposed UT 1 Reach 1 and 2a floodplain followed by the
bankfull channel based on the typical sections. Structures will be installed according to the
details presented in the Construction Documents and initial grading will be completed to
riffle elevations only. Excavation of the proposed TRIBA connection from 10+00 to 10+85
+/- will be completed once UT1 26+00 to 28+59 has been stabilized. Water will be diverted
by a pump and directed through flexible hose, where necessary, to minimize erosion and
sedimentation during connection procedures. Once the new channel is fully stabilized, all
excavated material will be placed in segments of the existing channel that are to be
abandoned. Pools will be established once structures and channel alignments have been
completed.
13. Clay plugs will be installed along the existing channel at (-UT1-) Stations 10+75 +/-, 12+50
+/-, 14+00 +/-,22+00 +/- and 26+00+/-.
14. All remaining disturbed areas between UT 1 Reach 1 and 2a Stations 10+00 to 28+59 and
along TRIBA are to be seeded and mulched according to the Construction Documents.
Section 2: UT 2 Stations 10+00 to 13+49 (End Construction) +/- -UT2-
15. The Contractor will excavate the proposed UT 2 channel based on the typical sections.
Structures will be installed according to the details presented in the Construction Documents
and initial grading will be completed to riffle and drop structure elevations only. Pools will
be established once structures and channel alignments have been completed. Water will be
diverted by a pump and directed through flexible hose where necessary, to minimize erosion
and sedimentation during connection procedures. Once the new channel is fully stabilized, all
excavated material will be placed in segments of the existing channel that are to be
abandoned.
16. A clay plug will be installed along the existing channel at (-UT2-) Station 10+00 +/-.
REVISIONS
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17. All remaining disturbed areas between UT 2 Stations 10+00 and 13+49 are to be seeded and
mulched according to the Construction Documents.
Section 3: UT 1 Stations 29+20 to 42+00 +/- -UT1-
18. The Contractor will excavate the proposed UT 1 Reach 2 channel based on the typical
sections. Structures will be installed according to the details presented in the Construction
Documents and initial grading will be completed to riffle elevations only. Water will be
diverted by a pump and directed through flexible hose, where necessary, to minimize erosion
and sedimentation during connection procedures. Once the new channel is fully stabilized, all
excavated material will be placed in segments of the existing channel that are to be
abandoned. Pools will be established once structures and channel alignments have been
completed.
19. A clay plug will be installed along the existing channel at (-UT 1-) Station 30+50 +/-.
20. All remaining disturbed areas between UT 1 Stations 29+20 and 42+00 are to be seeded and
mulched according to the Construction Documents.
Section 4: Little Brushy Fork Stations 10+00 to 22+75 +/- -LBF-
21. The Contractor will excavate the proposed Little Brushy Fork Reach 1 channel based on the
typical sections. Structures will be installed according to the details presented in the
Construction Documents and initial grading will be completed to riffle elevations only.
Water will be diverted by a pump and directed through flexible hose, where necessary, to
minimize erosion and sedimentation during connection procedures. Once the new channel is
fully stabilized, all excavated material will be placed in segments of the existing channel that
are to be abandoned. Pools will be established once structures and channel alignments have
been completed. Tie into existing stream at 22+75.
22. Clay plugs will be installed along the existing channel at (-LBF-) Stations 11+50 +/- and
15+00+/-
23. All remaining disturbed areas between Little Brushy Fork Stations 10+00 and 22+75 are to
be seeded and mulched according to the Construction Documents.
Section 5: Little Brushy Fork Stations 22+75 to 32+50 +/- -LBF-
24. The Contractor will excavate the proposed Little Brushy Fork Reach 1 channel based on the
typical sections. Structures will be installed according to the details presented in the
Construction Documents and initial grading will be completed to riffle elevations only.
Water will be diverted by a pump and directed through flexible hose, where necessary, to
minimize erosion and sedimentation during connection procedures. Once the new channel is
fully stabilized, all excavated material will be placed in segments of the existing channel that
are to be abandoned. Pools will be established once structures and channel alignments have
been completed.
25. A clay plug will be installed along the existing channel at (-LBF-) Station 23+00 +/-.
26. All remaining disturbed areas between Little Brushy Fork Stations 22+75 and 32+50 are to
be seeded and mulched according to the Construction Documents.
Section 6: UT 4 Stations 10+00 to 24+96 (End Construction) +/- UT4- and UT 3 Stations
18+26 to 19+27 (End Construction) +/- UT3-
27. The Contractor will excavate the proposed UT 3 connection and UT 4 floodplain followed by
the bankfull channel based on the typical sections. Structures will be installed according to
the details presented in the Construction Documents and initial grading will be completed to
riffle elevations only. Water will be diverted by a pump and directed through flexible hose,
where necessary, to minimize erosion and sedimentation during connection procedures. Once
the new channel is fully stabilized, all excavated material will be placed in segments of the
existing channel that are to be abandoned. Pools will be established once structures and
channel alignments have been completed.
28. Clay plugs will be installed along the existing channel at (-UT4-) Stations 10+25 +/-,
21+50+/-, and 24+50 +/- and (-UT3-) Station 19+00 +/-.
29. All remaining disturbed areas between UT 4 Stations 10+00 and 24+96 and UT 3 Stations
18+26 to 19+27 are to be seeded and mulched according to the Construction Documents.
Section 7: UT 3 Stations 12+00 to 13+00 +/- UT3-
30. The Contractor will excavate the proposed UT 3 Reach 1 channel based on the typical
sections. Structures will be installed according to the details presented in the Construction
Documents and initial grading will be completed to drop structure elevations only. Water will
be diverted by a pump and directed through flexible hose, where necessary, to minimize
erosion and sedimentation during connection procedures. Once the new channel is fully
stabilized, all excavated material will be placed in segments of the existing channel that are
to be abandoned. Pools will be established once structures and channel alignments have been
completed.
31. All remaining disturbed areas between UT 3 Stations 12+00 to 13+00 are to be seeded and
mulched according to the Construction Documents.
Section 8: Little Brushy Fork Stations 32+50 to 37+50+/- -LBF-
32. The Contractor will excavate the proposed Little Brushy Fork Reach 2 floodplain followed
by the bankfull channel based on the typical sections. Structures will be installed according
to the details presented in the Construction Documents and initial grading will be completed
to riffle elevations only. Water will be diverted by a pump and directed through flexible hose,
where necessary, to minimize erosion and sedimentation during connection procedures. Once
the new channel is fully stabilized, all excavated material will be placed in segments of the
existing channel that are to be abandoned. Pools will be established once structures and
channel alignments have been completed.
REVISIONS
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Clay plugs will be installed along the existing channel at (-LBF-) Stations 32+75+/-,
36+50+/-, and 37+50+/-.
34. All remaining disturbed areas between Little Brushy Fork Stations 32+50 and 37+50 are to
be seeded and mulched according to the Construction Documents.
1
Section 9: Little Brushy Fork Stations 37+50 to 45+16 (End Construction) +/- -LBF- and
42+00+/- 47+96 (End Construction) +/- -UT1-
35. The Contractor will excavate the proposed Little Brushy Fork Reach 3 and UT 1 floodplain
followed by the bankfull channels based on the typical sections. Structures will be installed
according to the details presented in the Construction Documents and initial grading will be
completed to riffle elevations only. Water will be diverted by a pump and directed through
flexible hose, where necessary, to minimize erosion and sedimentation during connection
procedures. Once the new channel is fully stabilized, all excavated material will be placed in
segments of the existing channel that are to be abandoned. Pools will be established once
structures and channel alignments have been completed.
36. Clay plugs will be installed along the existing channel at (-LBF-) Station 38+50+/- and (-
UT1-) Station 42+25+/-.
37. All remaining disturbed areas between Little Brushy Fork Stations 37+50 and 45+16 are to
be seeded and mulched according to the Construction Documents.
Section 10: UT 5 Stations 10+00 to 11+10 (End Construction) +/- -UT5-
38. The Contractor will excavate the proposed UT 5 channel based on the typical sections.
Structures will be installed according to the details presented in the Construction Documents
and initial grading will be completed to riffle elevations only. Water will be diverted by a
pump and directed through flexible hose, where necessary, to minimize erosion and
sedimentation during connection procedures. Once the new channel is fully stabilized, all
excavated material will be placed in segments of the existing channel that are to be
abandoned. Pools will be established once structures and channel alignments have been
completed.
39. All remaining disturbed areas between UT 5 Stations 10+00 to 11+10 are to be seeded and
mulched according to the Construction Documents.
Section 11: Floodplain Wetland
40. The Contractor will install the Floodplain Wetland along UT 1. The Floodplain Wetland will
be installed according to the Construction Documents.
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MI : I ;1 Wei ;1 'Az= M:ge-i
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mommommai
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mommommomm
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mommommomm
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mamommommu
===============
NEMENNEMENNEMENNEMENNEMENEMENN
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===============
NEMENNEMENNMENNEMENMENNEMEMEN
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MEMENNEMENNEMENNEMEN
MEMENNEMENNEMENNEMEN
MEMENNEMENNEMENEEMEN
MEMENNEMENNEMENEMEN
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MEMMEMMEMMEMMEMMEMEM
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EMEEMEEMEEME
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TOMMENNEETMEMENEMEN:
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EMMEMMEMW4.
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MEMMEMMEMMEMMEMMEMEM
MINIMMEMMEMMEMMEMEMEM
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Tommommormommommomm
IMENNEMEN4.2AMENEENNE
MMMWMWMWMM
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TAMEN...NM
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mommommomm
mommommomm
mommommomm
..........
mommommomm
mommommomm
mommommor
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TEEEEEEEEM
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mmommommin
EMENNEMENI
PROJ. REFERENCE NO.
SHEET NO.
MI I: I ;1 Wei ;1 'Az= MT.Cr
..........
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..............................
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===============
MENNEMENEMENNEMEMENNEMENEN
===============
===============
===============
MENEMENEMMENNEMENMENEMENNEM
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MENNEMENEMENEMENEMMENEMENNEN
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===============
===============
MENNEMENEMENNEMENEMENNEMENE.
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===============
===============
MENNEMENEMENEMENEMENEMEMEN
MENNEMENEMMENNEMENEMENNEMENE.
MENNEMENEMMENNEMENEMENNEMENE.
NENNENNNENNENENNENNENEEENNEENN
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===============
0==============.
===============
===============
MENNEMENEMMENNEMENEMENNEMENE.
MENNEMENEMMENNEMENEMENNEMENE.
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===============
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===============
===============
MENNEMENEMMENNEMENEMENEMENEN.
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MENNEMENEMENNEMENEMENEMENE.
MENNEMENEMENEMENEMMENEMENNEN
MENNEMENEMMENNEMENEMENNEMENE.
===============
===============
MENNEMENEMENNEMENEMENNEMENE.
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MENNEMENEMMENNEMENEMENNEMENE.
===============
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MENNEMENEMMENNEMENEMENNEMENE.
MENNEMENEMMENNEMENEMENNEMENE.
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===============
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===============
===============
===============
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===============
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===============
===============
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MENNEMENEMMENNEMENEMENNEMENE.
===============
===============
MENNEMENEMENNEMENEMENEMENE.
MENNEMENEMENEMENEMMENEMENNEN
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MENNEMENEMENNEMENEMENNEMENE.
MENNEMENEMENNEMENEMENNEMENE.
MENNEMENNOMMENEMENEMENNEMENE.
===============
MENNEMENEMMENNEMENEMENNEMENE.
MENNEMENEMMENNEMENEMENEMENEN.
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MENNEMENEMENEMENEMMENNEMENEN
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MENNEMENEMMENNEMENEMENNEMENE.
===============
===============
MENNEMENEMMENNEMENEMENNEMENE.
===============
===============
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===============
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NEMENNEMENNEMENNEMENNEMENNEMEN
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MENNEMENEMENNEMENEMENNEMENE.
MENNEMENEMENNEMENEMENNEMENE.
===============
===============
MENNEMENEMENNEMENEMENNEMENE.
MENNEMENEMENEMENEMMENEMENNEN
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===============
===============
MENNEMENEMMENNEMENEMENNEMENE.
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===============
===============
===============
===============
===============
===============
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===============
===============
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===============
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===============
===============
MENNEMENEMMENNEMENEMENEMENEN.
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===============
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Appendix E. IRT, USFWS, NCWRC, and SHPO Correspondence

tiNT of DEPARTMENT OF THE ARMY
OrI7V4WILMINGTON DISTRICT,CORPS OF ENGINEERS
x 69 DARLINGTON AVENUE
kttIIIPa WILMINGTON, NORTH CAROLINA 28403-1343
y,
r REPLY TO
ATTENTION OF:
October 19, 2020
Re: NCIRT Review and USACE Approval of the Three Creeks Farm Mitigation Bank Prospectus;
SAW-2019-02341
Eco terra Partners, LLC
Attn: Ted Griffith
1117 Peachtree Walk NE, Suite 126
Atlanta, GA 30309
Dear Mr. Griffith:
This letter is regarding your prospectus document for the proposed Three Creeks Farm
Mitigation Bank dated April 2020. The proposal consists of the establishment and operation of a 32-
acre private commercial stream and wetland mitigation bank, located on Norman Shoaf Road,
approximately four miles south of Winston Salem in Davidson County, North Carolina. (Latitude
35.967501°, Longitude -80.194067°)
The Corps determined the Prospectus was complete and issued a public notice (PN # SAW-
2019-02341) on May 15, 2020. The purpose of this notice was to solicit the views of interested State
and Federal agencies and other parties either interested in or affected by the proposed work.
Attached are comments received in response to the public notice from the North Carolina Department
of Natural and Cultural Resources.
The Corps has considered the comments received from members of the Interagency Review
Team (IRT) and information that was discussed during an IRT site review on January 27, 2020. We
have determined that the proposed mitigation bank appears to have the potential to restore and
enhance aquatic resources and provide compensatory mitigation credits within the 8-digit Hydrologic
Unit Code (HUC) 03040103 of the Yadkin River Basin. Therefore, the bank sponsor may proceed
with preparation of a draft Mitigation Banking Instrument (MBI).
Please address and provide a response to the attached comments with your draft MBI
submittal. We appreciate your interest in restoring and protecting waters of the United States. If you
have any questions about the path forward for the proposed mitigation bank, please do not hesitate to
contact me at 919-413-6392.
Sincerely,
Kim Browning
Mitigation Project Manager
(foie Steven Kichefski, Bank PM

ANT of DEPARTMENT OF THE ARMY
k \1I/�//j\* WILMINGTON DISTRICT,CORPS OF ENGINEERS
4 _ 69 DARLINGTON AVENUE
`� WILMINGTON, NORTH CAROLINA 28403-1343
.G, = iV
ti,
r REPLY TO
ATTENTION OF:
October 19, 2020
CESAW-RG/Browning
SUBJECT: NCIRT Review of the Three Creeks Farm Mitigation Bank Prospectus & IRT Site Visit;
SAW-2019-02341
PURPOSE: The comments listed below were received during 30-day comment period in accordance
with Section 332.8(g) of the 2008 Mitigation Rule in response to the Public Notice for Three Creeks
Farm Mitigation Bank.
Eco Terra Partners, LLC
Attn: Ted Griffith
1117 Peachtree Walk NE, Suite 126
Atlanta, GA 30309
30-Day Comment Deadline: June 17, 2020
USACE Comments, Kim Browning:
1. Please try to reduce the number of crossings and move some of the proposed crossings to
the upper ends of the reaches to reduce project fragmentation.
2. UT2: Some concern that flow may be lost if you raise the channel.
3. UT1 RI: Some question regarding the ability to raise the channel enough with
approximately 2 sgmi drainage at the confluence and 6-8 ft banks.
4. With the large sediment load entering the system and the large watershed, this project
presents a lot of risk.
a. Concern over lack of bedform diversity with the bed being filled by sediment. A
performance standard for bedform diversity should be included in the draft plan.
b. It may be difficult to get structures to remain stable due to sand bed.
c. Include an estimate for repairs in the monitoring calculation.
5. We'd like to see the inclusion of the linear wetlands that run parallel to UT1 R2, if possible.
6. There was discussion to include a setback from the DOT right-of-way to anticipate future
road/bridge repairs and prevent easement encroachment.
WRC Comments, Olivia Munzer:
1. The inclusion of more adjacent wetlands and fewer crossings is preferable.
DWR Comments, Erin Davis:
1. Regarding the large tree preservation vs. removal, in my notes for UT1 Reach 1 I had the
following: Trees along channel will be used as in-stream structures and habitat, but requested
large trees in buffer area to remain (not just cut to allow sun for replanting). I don't remember
many large trees actually providing bank stability along this reach.

2. Note that the use of culvert/pipes at crossings is not a requirement, but an IRT preference
based on mitigation site reviews.
3. It was discussed at multiple points that with the drainage area size and sediment loading there
is risk involved with this project. Sediment transport modeling will be critical.
Sincerely,
Kim Browning
Mitigation Project Manager

MENT OAF T I us. 1
QQQ,``1.// =� FISHSERVICE
g`r ?o United States Department of the Interior
Uj d
L-11
`H a9' FISH AND WILDLIFE SERVICE <�
H 3,�a Asheville Field Office
160 Zillicoa Street Suite B
Asheville,North Carolina 28801
May 17, 2021
Ms. Heather Smith
VHB Engineering
940 Main Campus Drive, Suite 500
Raleigh,North Carolina 27606
Subject: Three Creeks Farm Mitigation Site, Scoping Request, Davidson County,North
Carolina
Dear Ms. Smith:
The U.S. Fish and Wildlife Service (Service) has reviewed the information provided in your
email correspondence dated April 23, 2021 wherein you solicit our comments regarding project-
mediated impacts to federally protected species. We submit the following comments in
accordance with the provisions of the Fish and Wildlife Coordination Act, as amended
(16 U.S.C. 661667e); the National Environmental Policy Act(42 U.S.C. §4321 et seq.); the
Migratory Bird Treaty Act, as amended (16 U.S.C. 703) (MBTA); and section 7 of the
Endangered Species Act of 1973, as amended(16 U.S.C. 15311543) (Act).
Project Description
VHB Engineering and Eco Terra, LLC propose to conduct stream and wetland restoration and
enhancement activities on a portion of Little Brushy Fork, four unnamed tributaries to Little
Brushy Fork, and four wetlands in the Yadkin River basin in Davidson County,North Carolina.
The proposed project site is described as predominately cattle pasture, with incised, sediment-
laden stream channels lacking forested buffers. This, along with mention of suitable habitat
presence for two federally listed species (discussed below), and aerial and topographic maps of
the project area, was the only information provided.
We offer the following recommendations in the interest of protecting federally threatened and
endangered species, migratory birds, as well as other fish, wildlife, and natural resources.
Federally Listed Species
Suitable summer roosting habitat is described as being present in the project area for the
federally threatened northern long-eared bat(Myotis septentrionalis, NLEB). However, the final
4(d)rule (effective as of February 16, 2016), exempts incidental take of NLEB associated with
activities that occur greater than 0.25 miles from a known hibernation site, and greater than 150
feet from a known, occupied maternity roost during the pup season(June 1 —July 31). Based on
the information provided, the project would occur at a location where any incidental take that
may result from associated activities is exempt under the 4(d) rule. Although not required,we
1

encourage you to conduct any tree clearing activities outside the pup season (June 1 to July
31) and/or active season (April 1 to October 15) to reduce the chance of impacting
unidentified maternity roosts.
Your correspondence also states that suitable habitat for federally endangered Schweinitz's
sunflower(Helianthus schweinitzii) is present within the project area. Botanical surveys
conducted in September of 2020 did not detect the species at that time. Please note that the
referenced survey results are valid for two years from the date the survey was conducted.
In accordance with section 7 (a)(2) of the Act and 50 CFR Part 402.01, before any federal
authorization/permits or funding can be issued for this project, it is the responsibility of the
appropriate federal regulatory/permitting and/or funding agency(ies) to determine whether
the project may affect any federally endangered or threatened species (listed species) or
designated critical habitat. A species list for counties in North Carolina can be found online
here: https://www.fws.gov/raleigh/species/cntylist/nc counties.html. If it is determined that this
project may affect any listed species or designated critical habitat, you must initiate section 7
consultation with this office. Species of concern are not legally protected under the Act and are
not subject to any of its provisions, including section 7, unless they are formally proposed or
listed as endangered or threatened.
We offer the following general recommendations on behalf of natural resources:
Migratory Birds
The MBTA(16 §U.S.C. 703-712)prohibits the intentional taking, killing,possession,
transportation, and importation of migratory birds, their eggs, parts, and nests, except when
specifically authorized by the Department of the Interior. To avoid impacts to migratory birds,
we recommend conducting a visual inspection of any migratory bird nesting habitat within the
project area during the migratory bird nesting season of March through September and avoiding
impacting the nests during the migratory bird nesting season. If birds are discovered nesting near
the project area during years prior to the proposed construction date, we recommend that you and
the NCDOT, in consultation with US Fish and Wildlife Service, develop measures to discourage
birds from establishing nests within the project area by means that will not result in the take of
birds or eggs; or avoid construction activities during the nesting period.
Stream Channel and Bank Restoration
Adequate measures to control sediment and erosion must be implemented prior to any ground-
disturbing activities in order to minimize effects on downstream aquatic resources. In North
Carolina, non-cohesive and erosion prone soils are most common in the felsic-crystalline terrains
of the mountain and upper piedmont regions. Therefore, reconstruction work should be staged
such that disturbed areas would be stabilized with seeding, mulch, and/or biodegradable (coir)
erosion-control matting prior to the end of each workday. No erosion-control matting or
blankets should contain synthetic (netting) materials as they trap animals and can persist
in the environment beyond their intended purpose. Matting should be secured in place with
staples; stakes; or, wherever possible, live stakes of native trees. If rain is expected prior to
temporary seed establishment, additional measures should be implemented to protect water
quality along slopes and overburden stockpiles (for example, stockpiles may be covered with
plastic or other geotextile material and surrounded with silt fencing).
2

Erosion and Sedimentation Control
Construction activities near streams, rivers, and lakes have the potential to cause water pollution
and stream degradation if measures to control site runoff are not properly installed and
maintained. In order to effectively reduce erosion and sedimentation impacts, best management
practices specific to the extent and type of construction should be designed and installed during
land disturbing activities and should be maintained until the project is complete and appropriate
stormwater conveyances and vegetation are reestablished on the site.
A complete design manual, which provides extensive details and procedures for developing site
specific plans to control erosion and sediment and is consistent with the requirements of the
North Carolina Sedimentation and Pollution Control Act and Administrative Rules, is available
at: http://portal.ncdenr.org/web/lr/publications
For maximum benefits to water quality and bank stabilization, riparian areas should be forested;
however, if the areas are maintained in grass, they should not be mowed. We recommend
planting disturbed areas with native riparian species. The U.S. Fish and Wildlife Service can
provide information on potential sources of plant material upon request.
The U.S. Fish and Wildlife Service appreciates the opportunity to provide comments for this
project. If you have questions, please contact Ms. Holland Youngman of our staff at
[e-mail]. In any future correspondence concerning this project, please
reference Log Number 21-235.
Sincerely,
Janet Mizzi
Field Supervisor
2

r
•
•
,1 + _
K- North Carolina Wildlife Resources Commission C
Cameron Ingram, Executive Director
25 May 2021
Ms. Heather Smith
VHB
940 Main Campus Drive, Suite 500
Raleigh,North Carolina 27606
SUBJECT: Environmental Review of the Three Creeks Mitigation Site in Davidson County,North
Carolina.
Ms. Smith,
Biologists with the North Carolina Wildlife Resource Commission(NCWRC)received your request for
review and comments on any possible concerns regarding the Three Creeks Mitigation Bank. Comments
are provided in accordance with provisions of the Fish and Wildlife Coordination Act(48 Stat. 401, as
amended; 16 U.S.C. 661-667e)and North Carolina General Statutes (G.S. 113-131 et seq.).
The Three Creeks Mitigation Site is located at south of Tom Livengood Road and straddles Norman
Shoaf Road near Midway,Davidson County,North Carolina. The current land use is agriculture. The
proposed project would restore and enhance four wetlands and six stream channels,including the Little
Brushy Creek,in the Yadkin River watershed.
We have no records of state or federally listed rare,threatened, or endangered species at the site. The
USFWS lists the federal endangered Schweinitz's sunflower(Helianthus schweinitzii), and federal
candidate Georgia aster(Symphyotrichum georgianum)as having potential to occur at the site if suitable
habitat occurs. We recommend contacting USFWS at(828)258-3939 to ensure that any issues related to
these species are addressed. Although we have no records at or adjacent to the site,this does not preclude
the presence of rare,threatened, or endangered species.
Stream restoration projects often improve water quality and aquatic habitat. Establishing native, forested
buffers in riparian areas will help protect water quality,improve aquatic and terrestrial habitats, and
provide a travel corridor for wildlife species.We offer the following general recommendations to
minimize impacts to aquatic and terrestrial wildlife resources:
1. We recommend riparian buffers are as wide as possible,given site constraints and landowner
needs.NCWRC generally recommends a woody buffer of 100 feet on perennial streams to
maximize the benefits of buffers,including bank stability, stream shading,treatment of overland
runoff, and wildlife habitat.
Mailing Address: Habitat Conservation • 1721 Mail Service Center • Raleigh,NC 27699-1721
Telephone: [phone] • Fax: [phone]

Page 2
25 May 2021
Three Creeks Mitigation
Davidson County
2. We recommend a plant list that consists of species typically found in reference streams and the
appropriate natural vegetation community, as described by M.P. Schafale in The Guide To The
Natural Communities of North Carolina,Fourth Approximation
(https://www.ncnhp.org/references/nhp-publications/fourth-approximation-descriptions).
3. Avoid using orchard grass,tall fescue, or cereal rye,which exhibits allelopathic characteristics,
for soil stabilization.
4. Avoid tree clearing activities during the maternity roosting season for bats(May 15—August 15)
because of the decline in populations of several bat species, including rare species.
5. The use of biodegradable and wildlife-friendly sediment and erosion control devices is strongly
recommended. Silt fencing,fiber rolls and/or other products should have loose-weave netting that
is made of natural fiber materials with movable joints between the vertical and horizontal
twines. Silt fencing that has been reinforced with plastic or metal mesh should be avoided as it
impedes the movement of terrestrial wildlife species. Excessive silt and sediment loads can have
detrimental effects on aquatic resources including destruction of spawning habitat, suffocation of
eggs,and clogging of gills.
Thank you for the opportunity to provide comments. If I can be of additional assistance,please call(336)
269-0074 or email [e-mail].
Sincerely,
CZT
Olivia Munzer
Western Piedmont Habitat Conservation Coordinator
Habitat Conservation Program

6.6*.STATE 4
muy
1=�Sui �,
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M.Bartos,Administrator
Governor Roy Cooper Office of Archives and History
Secretary Susi H.Hamilton Deputy Secretary Kevin Cherry
June 19, 2020
Nancy Wallace [e-mail]
Bryan Roden-Reynolds,WPIT [e-mail]
U.S.Army Corps of Engineers
Wilmington District
Charlotte Regulatory Field Office
8430 University Executive Park Drive
Charlotte,NC 28262
Re: Stream restoration and mitigation banks, four unnamed tributaries and Little Brushy Fork,Yadkin
River Basin,Davidson County, ER 20-1120
Dear Ms. Wallace and Mr. Roden-Reynolds:
Thank you for your email of May 15, 2020, concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected by
the project. Therefore,we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill-Earley, environmental review coordinator, at 919-814-6579 or
[e-mail]. In all future communication concerning this project,please cite the above
referenced tracking number.
Sincerely,
(L., ')Ipt.taikal-&cutA6--
amona Bartos,Deputy
State Historic Preservation Officer
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6599

Appendix F. Wetland Hydrologic Modeling Charts

10
5
0
-15
-20
-25
Existing Gauge Data Drained Wetland 4-Edge
1 -1 -1
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
u1 N O\1 c\-I m V\1 N O\1 .\-I m V1 N 011 .-I N lO CO 0 N V lO 00 0 N V l\O 00 0 N V .00 0000 0
N N N N m N N N N N m
m m m m m \ \ \ \ \ \ \ \ \ \ \ v v v a \ \ \ \ \ \ \ \ \ \ \ Ln IJ1 in Ln \
m m m m m m m m m m m a a v v d- a a a v1
Date
Precipitation Water Level Wetland Hydrology -Begin Growing Season
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Precipitation (in)

10
5
0
-15
-20
25
Existing Gauge Data Drained Wetland 4-Middle
-1 -1
N N N N N N N N N N N N N N N N N N
0 O O 0 O O 0 O O 0 O O 0 0 O O 0 O
N N N N N N N N N N N N N N N N N N
m L\ff N O1 .\-I M V\1 N al %-1 M u\1 N 01 .\-I
N N \ \ \ \ \ .--I c-1 ci c1 .--I N N N N N m
\ \ m m m m m \ \ \ \ \ \ \ \ \ \ \
N N m m fn m m rn m m m fn m
a 1 -1 a -1 1
N N N N N N N N N N N N N N N N N N N N
O 0 O O 0 O 0 0 O O 0 0 O O 0 O O 0 O O
N N N N N N N N N N N N N N N N N N N N
NCr.00 00 0 N l\D CO 0 N V l\D 00 0 N l\0 CO 0
ci c1 N N N N N M
- - V - \ \ \ \ \ \ \ \ \ \ \ Lf1 Ln Lf1 IJ \
a-- a v- a . Cr a Ln
Date
Precipitation Water Level Wetland Hydrology —Begin Growing Season
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Precipitation (in)

30.00
20.00
10.00
0.00
-10.00
-20.00
-30.00
-40.00
II
Wetland Area 4 Water Budget: Normal Year 2017
Pre -Restoration
*/* */* *.,.
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

60.00
40.00
20.00
0.00
-20.00
-40.00
-60.00
Wetland Area 4 Water Budget: Wet Year 2020
Pre -Restoration
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

20.00
10.00
-20.00
-30.00
-40.00
-50.00
•
Wetland Area 4 Water Budget: Dry Year 2008
Pre -Restoration
•
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) .Net Gain/Loss

25.00
20.00
15.00
10.00
5.00
0.00
-5.00
-10.00
-15.00
-20.00
-25.00
■.
Jan'
Wetland Area 4 Water Budget: Wet Year 2020
Post Restoration
Apr
Jun
Aug Sep Oct Nov
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

15.00
10.00
5.00
0.00
-5.00
-10.00
-15.00
-20.00
-25.00
Wetland Area 4 Water Budget: Normal Year 2017
Post -Restoration
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

10.00
5.00
0.00
-5.00
-10.00
-15.00
-20.00
-25.00
-30.00
Wetland Area 4 Water Budget: Dry Year 2008
Post -Restoration
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

Wetland Area 4 Water Budget: Normal Year 2017 After Dry Year
Post -Restoration
15.00
10.00
5.00
0.00 ' •
Jan' Mar' Aprl
-5.00
-10.00
-15.00
-20.00
-25.00
Precip Runoff Infiltration/Seeps Exfiltration ET Amount Overflow -Monthly Water Level (in.) Net Gain/Loss

Appendix G: Project Risk and Uncertainties

Project Risks and Uncertainties
Listed below are identified project risks and uncertainties that have been evaluated in the development
of design plans for the site, along with methods that have been/will be used to address these concerns.
Methods to address may be presented as adaptive management.
1. Land use development: There is potential for increased land development around the site in the
future that could lead to additional runoff and changes to watershed hydrology.
• Methods to Address: The project area has seen little development in recent years but this area will
most likely see increased development in the foreseeable future. Restoration of the site to reconnect
streams to their floodplains will reduce the likelihood of future degradation from watershed changes, as
increased flows will spread over a wider floodplain. Grade control (in the form of constructed in -stream
structures and natural bedrock outcrops) will decrease the chances of future channel incision.
2. Easement Encroachment: Any encroachment to the conservation easement. (Including road
widening, culvert maintenance, utility easements, etc.)
• Methods to Address: The sponsor has had considerable discussions with the landowner regarding the
project requirements and limitations of easement access and is confident that the landowner fully
understands and will maintain the easement protections. The landowner has agreed to keep at -grade -
crossings closed to cattle except during active use to relocate the cattle from one side of the stream to
the other. The easement boundaries will be fenced with barbed wire fencing and clearly marked. Any
encroachments that do occur will be remedied by the sponsor to address any damage and provide any
other corrections required by the IRT.
3. Drought and Floods: There is potential for extreme climatic conditions during the monitoring period
of the project.
• Methods to Address: The sponsor will apply adaptive management techniques as necessary to meet
the site performance criteria. Such adaptive management may include replanting, channel damage
repair, irrigation, or other methods. If adaptive management activities are significant, additional
monitoring may be required by the IRT.
4. Beavers: While there was no evidence of recent beaver activity during recent assessments, there is
potential for beavers to colonize the site during the monitoring period of the project.
• Methods to Address: Due to the watershed size, beaver colonization is unlikely. However, the sponsor
will take steps to trap and remove beaver if they colonize the Site during the monitoring period.
5. Sediment Load: Potential for aggradation to occur in the constructed pools.
Methods to Address: The project has been designed with appropriate channel dimensions and shear
stress to move the sediment load entering the system. Grade control structures have been incorporated
to maintain pools and channel bed elevation. In the event this becomes an issue existing conditions will

be reviewed to determine where the problem is located, and a repair plan will be produced and
presented to the NCIRT.
6. Invasive/Nuisance Species: Chinese privet, the main invasive species present on -site, currently exists
in the easement area. There is potential for these species to jeopardize buffer vegetation establishment.
Kudzu is present off -site at the downstream end of Little Brushy Fork.
• Methods to Address: The sponsor will locate invasive vegetation. It will be visually assessed,
photographed, and mapped. These areas will be treated by mechanical or chemical methods, so that
invasive species are no more than 5% of the easement acreage, and zero tolerance for kudzu. Any
vegetation requiring herbicide application will be performed in accordance with NC Department of
Agriculture rules and regulations.

Appendix H. Credit Release Schedule

Credit Release Schedule
Credit release will be determined from the total credit generated by the as -built survey of the
Site. Authorization from the DA will be required prior to any debits to the mitigation project.
Monitoring reports will be submitted to the NCIRT for determination on whether success criteria
have been met. If it is determined the Site is meeting the success criteria credits may be
released.
Wetland Credit Release Schedule
Credit Release
Milestone
Credit Release Activity
Interim
Release
Total
Released
1
Site establishment
15%
15%
2
Completion of an initial physical and biological improvements
made pursuant to the mitigation plan
15%
30%
3
First year monitoring report demonstrates interim
performance standards are being met
10%
40%
4
Second year monitoring report demonstrates interim
performance standards are being met
10%
50%
5
Third year monitoring report demonstrates interim
performance standards are being met
15%
65%
6*
Fourth year monitoring report demonstrates interim
performance standards are being met
5%
70%
7
Fifth year monitoring report demonstrates interim
performance standards are being met
15%
85%
8*
Sixth year monitoring report demonstrates interim
performance standards are being met
5%
90%
9
Seventh year monitoring report demonstrates interim
performance standards are being met
10%
100%
*Please note that vegetation plot data may not be required with monitoring reports submitted during
these monitoring years unless otherwise required by the NCIRT.
Stream Credit Release Schedule
Credit Release
Milestone
Credit Release Activity
Interim
Release
Total
Released
1
Site establishment
15%
15%
2
Completion of an initial physical and biological improvements
made pursuant to the mitigation plan
15%
30%
3
First year monitoring report demonstrates interim
performance standards are being met
10%
40%
4
Second year monitoring report demonstrates interim
performance standards are being met
10%
50%
5
Third year monitoring report demonstrates interim
performance standards are being met
10%
60%

Credit Release
Milestone
Credit Release Activity
Interim
Release
Total
Released
6*
Fourth year monitoring report demonstrates interim
performance standards are being met
5%
65%
(75%)
7
Fifth year monitoring report demonstrates interim
performance standards are being met
10%
75%
(85%)
8*
Sixth year monitoring report demonstrates interim
performance standards are being met
5%
80%
(90%)
9
Seventh year monitoring report demonstrates interim
performance standards are being met
10%
90%
(100%)
*10% of credits will be reserved and subsequently released after four bankfull events have occurred in
separate monitoring years, provided the channel is stable and all other performance standards are being
met.
Initial Allocation of Released Credits
The initial allocation of released credits is defined as Bank Establishment in the 2013 Wilmington
District credit release schedule guidance document. The initial allocation can be released
without prior written approval of the DE upon satisfactory completion of the following activities:
a. Execution of the UMBI by the Sponsor and the USACE
b. Approval of the Final Mitigation Plan
c. Recordation of the conservation easement, as well as delivery of a title opinion that is
acceptable to the USACE.
d. Delivery of the financial assurances described in the Mitigation Plan.
e. 404 permit verification for construction of the site, if required.
Subsequent Credit Releases
All subsequent credit releases must be approved by the DE, in consultation with the IRT, based
on a determination that required performance standards have been achieved. For stream
projects, a reserve of 10% of a site's total stream credits shall be released after four bankfull
events have occurred in separate years, provided the channel is stable and all other performance
standards are met. In the event that fewer than four bankfull events occur during the monitoring
period, release of these reserve credits shall be at the discretion of the IRT. As projects approach
milestones associated with the credit release, Eco Terra will submit a request for credit release to
the DE along with documentation substantiating achievement of criteria required for release to
occur. This documentation will be included with the annual monitoring report.

Appendix I. Financial Assurance

Financial Assurances
Construction Costs
General (e.g., mobilization, erosion control, etc.)
$10,000
Sitework
$274,000
Structures (e.g., ditch plugs, Togs, rocks, coir, etc.)
$534,000
Crossings
$80,000
Vegetation
$45,000
Miscellaneous/Admin Fees
$10,000
Total
$953,000
Monitoring Costs
Monitoring Set -Up, As -Built, & Equipment
$20,000
Year 1 Monitoring and Report
$20,000
Year 2 Monitoring and Report
$20,000
Year 3 Monitoring and Report
$20,000
Year 4 Monitoring and Report
$20,000
Year 5 Monitoring and Report
$20,000
Year 6 Monitoring and Report
$20,000
Year 7 Monitoring and Report
$20,000
Maintenance and Contingency
$20,000
Total
$180,000