20181097 Ver 1_Dogtown Draft Mitigation Plan_20190206

fires
February 4, 2019
Steven Kichefski
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
Mr. Kichefski:
302 Jefferson St., Suite 110
Raleigh, NC 27605
Corporate Headquarters
5020 Montrose Blvd., Suite 650
Houston, TX 77006
Main: 713.520.5400
RES is pleased to submit the Dogtown Draft Mitigation Plan. The attached plan includes several
important modifications from the Prospectus to incorporate suggestions from a follow-up site visit
in May 2018. In total the Draft Mitigation Plan presents 8,656 warm stream credits (versus a base
credit of 7,786 in the Prospectus). These modifications are based on an IRT site visit with Steve
Kichefski, Kim Browning, Mac Haupt, and Olivia Munzer on May 30, 2018, a JD site visit with
Catherine Janiczak, subsequent regulatory guidance, and changes from design inputs. The
alterations are detailed below:
• All stream origins in the project have been verified by the USACE and accurately
mapped.
• Reach S1 -A was originally Enhancement II, but is now Restoration per the site visit on
May 30, 2018.
• The easement boundary has been altered slightly based on use of the non-standard
buffer width use and stream design.
• The non-standard buffer width guidance was utilized for the Site.
• Reaches names have changed during the design process and a stream name summary
chart is attached. Notable changes are all reaches on the southern portion of the project
were "UT" in the prospectus and now begin with "DT".
• Reaches UT6-A and UT6-B were removed due to potential hydrologic trespass issues.
We look forward to discussing this project with you in more detail as your review progresses.
Thank you,
Brad Breslow, Project Manager
cc: NC IRT members
res.us

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DRAFT MITIGATION PLAN
Dogtown Mitigation Site
Catawba County, North Carolina
USACE Action ID SAW -2017-00608
Catawba River Basin
HUC 03050101
Prepared by:
fires
Bank Sponsor: Environmental Banc & Exchange, LLC
302 Jefferson Street, Suite 110
Raleigh, NC 27605
919-209-1052
November 2018
"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 § 332.8 paragraphs (c)(2) through (c)(14). "

EXECUTIVE SUMMARY
The Dogtown Mitigation Site ("the Project") is located in Catawba County approximately four miles
north of Conover, NC. Water quality stressors currently affecting the Project include livestock
production, agricultural production, impoundments, and lack of riparian buffer. The Project presents
11,370 linear feet (LF) of stream restoration, enhancement, and preservation, generating 8,656 Warm
Stream Mitigation Units (SMU) along Bakers Creek and seven unnamed tributaries.
The Project is located in the Catawba River Basin within Cataloging Unit 03050101, Target Local
Watershed (TLW) 03050101140010, and NCDWR sub -basin 03-08-32. The current State classification
for Bakers Creek is Class C (NCDWQ 2011).
Consisting of agricultural fields, cattle pastures and disturbed wooded areas, the Project's total
easement area is approximately 59.13 acres within the overall drainage area of 4,095 acres. The Project
has two separate portions along Bakers Creek and in between those portions is a conservation easement
for a water quality improvement site. While each site has been developed independently of the other,
the combined easements will result in greater continuity of protected corridors along the main stem of
Bakers Creek. Grazing livestock have historically had access to all stream reaches within the Project.
The lack of riparian buffer vegetation, deep-rooted vegetation, and unstable channel characteristics
have contributed to the degradation of stream banks throughout the Project area.
Goals for the Project include an increase to hydrologic function and restoration to ecological function
within the existing stream and riparian corridor, and protect these features in perpetuity. These will be
accomplished by returning the existing streams into stable conditions by constructing an E/C type
stream with appropriate dimensions and pattern, reconnecting the channel to the floodplain, and
backfilling the abandoned channel. In -stream structures will be utilized for vertical stability and to
improve habitat. Buffer improvements will filter runoff from agricultural fields, thereby reducing
nutrient and sediment loads to the channel. Livestock will be removed from the property and any future
land use will exclude livestock from the easement area. The widening and restoration of the riparian
areas will also provide wildlife corridors throughout the Project area. Benefits to be accrued from these
activities include improved water quality, and terrestrial and aquatic habitat.
The stream design approach for the Project is to combine the analog method of natural channel design
with analytical methods to evaluate stream flows and hydraulic performance of the channel and
floodplain. The analog method involves the use of a reference reach, or "template" stream, adjacent to,
nearby, or previously in the same location as the design reach. The template parameters of the analog
reach are replicated to create the features of the design reach. The analog approach is useful when
watershed and boundary conditions are similar between the design and analog reaches (Skidmore et al.,
2001). Hydraulic geometry is developed using analytical methods to identify the design discharge.
After completion of all construction and planting activities, the Project will be monitored on a regular
basis throughout the seven-year post -construction monitoring period, or until performance standards
are met. Upon approval for closeout by the Interagency Review Team (IRT), the site will be transferred
to Unique Places to Save (UP2S). This party shall serve as conservation easement holder and long-term
steward for the property and will conduct periodic inspection of the site to ensure that restrictions
required in the conservation easement are upheld. Endowment funds required to uphold easement and
deed restrictions will be finalized prior to site transfer to the responsible party.
Dogtown Mitigation Plan ii November 2018

TABLE OF CONTENTS
1 PROJECT INTRODUCTION........................................................................................................ 1
1.1 Project Components................................................................................................................
1
1.2 Project Outcomes....................................................................................................................
1
2 WATERSHED APPROACH.........................................................................................................
2
2.1 Site Selection..........................................................................................................................
2
3 BASELINE AND EXISTING CONDITIONS..............................................................................
4
3.1 Watershed Summary Information..........................................................................................
4
Drainage Area and Land Cover......................................................................................................4
3.2 Landscape Characteristics......................................................................................................
4
Physiographyand Topography.......................................................................................................4
Geologyand Soils...........................................................................................................................4
ExistingVegetation........................................................................................................................
5
ExistingWetlands...........................................................................................................................
5
3.3 Land Use - Historic, Current, and Future...............................................................................
6
3.4 Regulatory Considerations.....................................................................................................
6
Federal Emergency Management Agency (FEMA)/ Hydrologic Trespass ....................................
7
Threatened and Endangered Species..............................................................................................
7
CulturalResources..........................................................................................................................7
3.5 Reach Summary Information.................................................................................................
8
ExistingChannel Morphology.......................................................................................................
8
ChannelStability Assessment......................................................................................................10
3.6 Site Photographs...................................................................................................................
12
4 FUNCTIONAL UPLIFT POTENTIAL.......................................................................................
16
4.1 Anticipated Functional Benefits and Improvements............................................................
16
Hydrology.....................................................................................................................................16
Hydraulic......................................................................................................................................16
Geomorphology............................................................................................................................17
Physicochemical...........................................................................................................................17
Biology.........................................................................................................................................17
4.2 Potential Constraints.............................................................................................................
18
5 MITIGATION PROJECT GOALS AND OBJECTIVES............................................................
19
Agricultural Best Management Practices(BMPs)........................................................................19
6 MITIGATION WORK PLAN.....................................................................................................
22
6.1 Reference Stream..................................................................................................................
22
Reference Watershed Characterization........................................................................................
22
ReferenceDischarge.....................................................................................................................22
ReferenceChannel Morphology...................................................................................................
22
Reference Channel Stability Assessment.....................................................................................
23
6.2 Design Parameters................................................................................................................
23
StreamRestoration Approach.......................................................................................................
23
DataAnalysis...............................................................................................................................
25
DesignDischarge..........................................................................................................................
26
6.3 Vegetation and Planting Plan...............................................................................................
29
PlantCommunity Restoration......................................................................................................
29
On Site Invasive Species Management........................................................................................
30
SoilRestoration............................................................................................................................
31
6.4 Mitigation Summary.............................................................................................................
31
6.5 Determination of Credits......................................................................................................
31
Dogtown Mitigation Plan iii November 2018

6.6 Credit Calculations for Non -Standard Buffer Widths..........................................................
33
7 PERFORMANCE STANDARDS................................................................................................
34
7.1 Stream Restoration Success Criteria.....................................................................................
34
BankfullEvents............................................................................................................................
34
CrossSections..............................................................................................................................
34
DigitalImage Stations..................................................................................................................
34
SurfaceFlow.................................................................................................................................
34
7.2 Vegetation Success Criteria..................................................................................................
34
8 MONITORING PLAN.................................................................................................................
35
8.1 As -Built Survey....................................................................................................................
35
8.2 Visual Monitoring................................................................................................................
35
8.3 Hydrology Events.................................................................................................................
35
8.4 Cross Sections......................................................................................................................
35
8.5 Vegetation Monitoring.........................................................................................................
36
8.6 Scheduling/Reporting...........................................................................................................36
Table 16. Monitoring Requirements.....................................................................................................
9 ADAPTIVE MANAGEMENT PLAN.........................................................................................
38
10 LONG-TERM MANAGEMENT PLAN.....................................................................................
39
11 CREDIT RELEASE SCHEDULE...............................................................................................
40
11.1 Initial Allocation of Released Credits..................................................................................
40
11.2 Subsequent Credit Releases..................................................................................................
40
12 MAINTENANCE PLAN.............................................................................................................
42
13 FINANCIAL ASSURANCES......................................................................................................
43
14 REFERENCES.............................................................................................................................
44
List of Tables
Table 1. Dogtown Project Components Summary................................................................................. l
Table 2. Project Parcel and Landowner Information..............................................................................
3
Table 3. Project Watershed Summary Information................................................................................4
Table4. Mapped Soil Series...................................................................................................................
5
Table 5. Regulatory Considerations.......................................................................................................
6
Table 6. Summary of Existing Channel Characteristics.........................................................................
8
Table 7. Channel Stability Assessment Results....................................................................................
I I
Table 8. Functional Benefits and Improvements..................................................................................
21
Table 9. Peak Flow Comparison..........................................................................................................
26
Table 10. Scaling Factors for Sizing Planform Design Parameters......................................................
27
Table 11. Comparison of Allowable and Proposed Shear Stresses......................................................
28
Table 12. Comparison of Allowable and Proposed Velocities.............................................................
29
Table13. Proposed Plant List...............................................................................................................
30
Table14. Mitigation Credits.................................................................................................................
32
Table 15. Stream Mitigation Credit Adjustments for Non-standard Buffer Widths ............................
33
Table 16. Monitoring Requirements.....................................................................................................
37
Table 17. Stream Credit Release Schedule...........................................................................................40
Table18. Maintenance Plan.................................................................................................................
42
Table 19. Financial Assurances............................................................................................................43
Dogtown Mitigation Plan iv November 2018

List of Figures
Figure 1 — Vicinity Map
Figure 2 — USGS Map
Figure 3 — Landowner Map
Figure 4 — Land -use Map
Figure 5 — Existing Conditions Map
Figure 6 — National Wetlands Inventory Map
Figure 7 — Soils Map
Figure 8 — Historical Imagery Map
Figure 9 — FEMA Map
Figure 10a and lob — Concept Design Map North and South
Figure I I and b — Buffer Width Map
Appendices
Appendix A -
Plan Sheets
Appendix B -
Data, Analysis, and Supplementary Information
Appendix C -
Site Protection Instrument
Appendix D -
DWR Stream Identification Forms
Appendix E -
USACE District Assessment Forms
Appendix F -
Wetland JD Forms
Appendix G -
Regulatory Agency Scoping Letters
Dogtown Mitigation Plan v November 2018

I PROJECT INTRODUCTION
1.1 Project Components
The Dogtown Mitigation Site ("Project") is located in Catawba County, approximately four miles north
of Conover. The Project lies within the Catawba River Basin, North Carolina Department of Water
Resources (NCDWR) sub -basin 03-08-32 and United States Geological Survey (USGS) 14 -digit
hydrologic unit code (HUC) 03050101140010 (Lyle Creek watershed, a Target Local Watershed)
(Figure 1). The Project is being designed to help meet compensatory mitigation requirements for
stream impacts in the HUC 03050101. The Project is also being designed in concurrence with the
Dogtown Riparian Buffer Mitigation Bank through the Division of Water Resources Catawba Riparian
Buffer Mitigation Program.
The Project is comprised of two easement locations along Bakers Creek and seven of its unnamed
tributaries. Bakers Creek drains to Lyle Creek, a direct tributary to the Catawba River. The Project
easements are connected to a conservation easement for a water quality improvement site that protects
1,730 linear feet (LF) of Bakers Creek. While each site has been developed independently of the other,
the combined easements will result in greater continuity of protected corridors along the main stem of
Bakers Creek. The stream mitigation components are summarized in Table 1 and Figures 10a and
10b. The Project is accessible from C and B Farm Road and Swinging Bridge Road. Coordinates for
the Project areas are as follow: northern portion (35.763832, -81.185640); southern portion (35.755092,
-81.191085).
1.2 Project Outcomes
The streams proposed for restoration have been significantly impacted by livestock production,
agricultural practices, impoundments, and a lack of riparian buffer. Proposed improvements to the
Project will help meet the water quality improvement needs expressed in the 2013 Lower Catawba
River Basin Restoration Priorities (RBRP) as well as ecological improvements to riparian corridor
within the easement.
Through stream restoration, enhancement, and preservation, the Project presents 11,370 LF of proposed
stream, generating 8,656 Warm Stream Mitigation Units (SMU) (Table 1).
Table 1. Dogtown Project Components Summary
Mitigation Approach
Linear Feet
Ratio
Base Warm SMU
Restoration
Enhancement I
Enhancement 11
Enhancement III
Preservation
7,018
957
2,227
407
761
1
1.5
2.5
10
10
7,018
638
890.8
40.7
76.1
Total
11,370
8,663.6
Credit Loss in Required Buffer
-785
Credit Gain for Additional Buffer
+777
Total Adjusted SMUs
8,656
Dogtown Mitigation Plan
1
November 2018

2 WATERSHED APPROACH
The North Carolina Division of Mitigation Services (DMS) develops River Basin Restoration Priorities
(RBRP) to guide its restoration activities within each of the state's 54 cataloging units. The Project
supports many of the Catawba River Basin Restoration Priorities (RBRP) goals. More specifically,
goals outlined in the 2013 RBRP for the watershed include:
1. Protecting critical drinking water supply reservoirs including Mountain Island Lake, Lake
Norman, and Lake Rhodhiss;
2. Restoring impaired biology on creeks impacted by stormwater runoff including Clark, Sugar;
Little Sugar, McAlpine, Fourmile, Catawba, and Crowder Creeks;
3. Restoring impaired biology on creeks impacted by stormwater runoff carrying high fecal
coliform levels;
4. Improving agricultural non point source pollution impacts on rural Indian and Howards
creek; and
5. Protecting important species and significant natural and cultural resources in Dutchman, Lyle,
and Waxhaw Creeks.
Population growth is a major threat for this basin's natural resources. Between 2006 and 2020, the
population for counties in the Catawba Basin of North Carolina is expected to increase by 50 percent,
ultimately putting a strain on the environment, including streams. Restoration goals for the lower HUC
03050101 include improved management of stormwater runoff to Catawba Creek and protection of
Lake Norman, as it serves as a water supply (NC EEP 2013).
2.1 Site Selection
Currently the Project area has an absence of riparian buffers, bank erosion, sediment deposition,
channel incision, cattle access the streams, and the historic land use has led to impoundment and
channelization. The Project will directly and indirectly address stressors identified in the RBRP by
stabilizing eroding stream banks, reconnecting incised streams to their floodplains, removing
impoundments, and restoring forested buffers on the stream channels. These actions will reduce nutrient
and sediment inputs to the Project streams, provide stream stability, improve instream habitat, and
improve overall hydrology. Project -specific goals and objectives will be addressed further in Section
5. A project watershed map with the Project's drainage areas is shown on Figure 2 and watershed
planning priority boundaries are shown on Figure 1.
The Project will address three of the five goals outlined in the 2013 Catawba RBRP, but achievement
is not quantifiable. By planting riparian buffers, installing instream structures, and increasing bedform
diversity, the improvement and restoration of water quality should be positively affected downstream
(RBRP Goal 1). The exclusion of cattle from the conservation easement as well as use of agricultural
BMPs will limit inputs of sediment, nutrients, and fecal coliform to streams downstream of the site
(Catawba Creek) (RBRP Goal 3). Lastly, by establishing a conservation easement, natural and cultural
resources will be protected in perpetuity (RBRP Goal 5).
The land required for the construction, management, and stewardship of this Project includes two
parcels in Catawba County with the following ownership in Table 2 & Figure 3. Once finalized, a
Dogtown Mitigation Plan 2 November 2018

copy of the land protection instrument will be included in Appendix C. The Wilmington District
Conservation Easement model template will be utilized to draft the site protection instrument.
Table 2. Project Parcel and Landowner Information
Dogtown Mitigation Plan 3 November 2018
PIN
Owner of Record
Or
Stream Reach
Tax Parcel ID#
Colonel Land, LLC (an entity
3753-09-0606-30
Bakers Creek, DT1-A, DT1-B,
of RES)
DT2, DT3-A, DT3-B, DT4
Environmental Banc &
S1 -A, Sl -B, S2 -A, S2 -B, S3 -A,
Exchange, LLC
3753 -OS -2916-78
S3 -B
Dogtown Mitigation Plan 3 November 2018

3 BASELINE AND EXISTING CONDITIONS
3.1 Watershed Summary Information
Drainage Area and Land Cover
The Project is comprised of Bakers Creek and seven unnamed tributaries that flow to Lyle Creek. The
total drainage area for the Project is 4,095 acres (6.40 mi'). Primary land use within the rural watershed
consists of approximately 45 percent agricultural land, 36% forest, and 19% developed land.
Impervious area covers about three percent of the total watershed (Table 3 & Figure 4).
Table 3. Project Watershed Summary Information
Level IV Ecoregion
45e — Northern Inner Piedmont
River Basin
Catawba
USGS Hydrologic Unit 8 -digit
03050101
USGS Hydrologic Unit 14 -digit
03050101140010
DWR Sub -basin
03-08-32
Project Drainage Area (acres)
4,095
Percent Impervious Area
3.2%
Surface Water Classification
Class C and drains to WS -IV
3.2 Landscape Characteristics
Physiography and Topography
The Project is located in the Northern Inner Piedmont Level IV ecoregion, which is characterized by
lower elevations, less relief, and less precipitation than the Southern Inner Piedmont (Griffith et al.
2002). Elevations within the Piedmont physiographic region range from 300 to 1,500 feet above mean
sea level; while elevations through the project watershed range from 860 to 1,060 feet. Project reaches
transition from moderately confined valleys with slopes above 1.5% to broad, alluvial floodplains with
slopes less than 0.5%.
The Project reaches are characterized by increased sediment loads, largely attributed to impaired buffers
and agricultural impacts. Channel substrates are dominated by coarse sand and gravel with localized
boulder/bedrock outcrops. As the project reaches transitions to broader alluvial floodplains near Bakers
Creek, bed materials become finer and the sediment loads increase as livestock access and agricultural
practices become more significant within riparian areas.
Geology and Soils
According to geology data from the North Carolina Geologic Survey, published in 1985, the Project is
located at the boundary of two different map units, CZab and CZba, both occurring within the Inner
Piedmont, Chauga Belt, Smith River Allochthon, and Sauratown Mountain. The underlying geology of
the Site is mapped as the Late Proterozoic to Cambrian period (550 million to years in age) and are
metamorphic rocks.
The existing soil information from the Natural Resource Conservation Service (MRCS) are mapped as
Clifford, Fairview, Tomlin, Dan River, and Codorus. The soil series found on the Project are described
below in Table 4 and shown on Figure 7. Dan River, and Codorus soils are on the low-lying
depressions and floodplains at the Project. Fairview soils are clay loam, generally well -drained, and
range from 10 to 25 percent slopes. Codorus is loamy and somewhat poorly drained with 0 to 2 percent
Dogtown Mitigation Plan 4 November 2018

slopes. Dan River is loamy and well -drained with 0 to 2 percent slopes. The surrounding upland soils
are mapped as Tomlin. Tomlin is a loamy soil moderately well -drained and generally found on hill
slopes. Slopes range from 2 to 15 percent. Tomlin is also clay loam of slopes ranging 6 to 10 percent,
moderately well -drained.
Table 4. Mapped Soil Series
Map
Unit
Map Unit Name
Percent
Drainage
Hydrologic
Landscape
Symbol
Hydric
Class
Soil Group
Setting
CfD,
Clifford sandy loam, 2 to 15
0%
Well
A
Piedmont
CfB
percent slopes
uplands
CsA
Codorus loam, 0 to 2 percent
5%
Somewhat
BSD
Level
slopes
poorly
floodplains
DaA
Dan River loam, 0 to 2 percent
5%
Well
C
Piedmont valleys
slopes
FaE2,
FaE3,
Fairview clay loam, 10 to 25
0%
Well
B
Piedmont
FdE2
percent slopes
uplands
TmB,
TmC,
Tomlin loam, Tomlin clay
0/o °
Well
B
Piedmont
TmD,
loam, 2 to 15 percent slopes
uplands
ToC2
Existing Vegetation
Current land use around the project area is primarily active pasture and disturbed riparian forest, with
three agricultural ponds located in the project area. Vegetation around the ponds and the unbuffered
stream reaches is primarily composed of herbaceous vegetation and scattered trees. Forested riparian
areas are primarily a narrow ten to twenty -foot fringe with common canopy species including tulip
poplar (Liriodenon tulipera), red maple (Acer rubrum), white oak (Quercus alba), and black walnut
(Juglans nigra). Other canopy species present include black locust (Robinia pseudoacacia), American
sycamore (Platanus occidentalis), sourwood (Oxydendron arboreum), and boxelder (Acer negundo).
Sub -canopy species include alder (Alnus serrelata), greenbriar (Smilax sp.), muscadine (Vitus
rotundifolia), and flowering dogwood (Cornus florida).
Some exotic species were noted, including Chinese privet (Ligustrum sinense), Nepalese browntop
(Microstegium vimineum), and Japanese honeysuckle (Lonicera japonica).
Existing Wetlands
A survey of existing wetlands was performed in October 2016 and February 2017. Wetland boundaries
were delineated using current methodology outlined in the 1987 U.S. Army Corps of Engineers
Wetland Delineation Manual (Environmental Laboratory 1987). Soils were characterized and classified
using the Field Indicators of Hydric Soils in the United States, Version 7.0 (USDA-NRCS 2010).
Dogtown Mitigation Plan 5 November 2018

Within the boundaries of the proposed Project, six jurisdictional wetlands are present (Appendix F &
Figure 5). Wetland A (WA), Wetland B (WB), and Wetland C (WC) are pond fringes around the ponds
that will be drained to create Reach DT -1. Wetland D (WD) is a floodplain wetland surrounding Reach
DT -2. Wetland E (WE) is fed by a seep at the bottom of the dam where Reach DTI -B will be located.
And Wetland F (WF) is a linear wetland located in an old channel that connects to Reach DT -4.
Common vegetation within the wetland areas consists of red maple (Acer rubrum), tag alder (Alnus
serrulata), common rush (Juncus effusus), pickerelweed (Pontederia cordata), and Nepalese browntop
(Microstegium vimineum). Outside of the easement and wetland areas, cattle are actively managed for,
and fescue is the dominant forage.
A preliminary jurisdictional determination (PJD) request was sent to the USACE on February 27, 2017
and a final PJD was received on May 24, 2017 (SAW -2017-00636) (Appendix F).
The US Fish and Wildlife Service (USFWS) National Wetland Inventory (NWI) does not depict any
additional wetlands in the project area apart from the three farm ponds (Figure 6).
3.3 Land Use - Historic, Current, and Future
Historic aerial imagery indicates that the Project area has been used extensively for agricultural
purposes, and that the location of the streams has not significantly changed in over 50 years (Figure
8). At some point between 1976 and 1993 the three ponds on the southwestern portion of the easement
were constructed. Several watershed characteristics, such as groundwater, vegetation, surface drainage,
and potentially soil parameters have been modified. Soil structure and surface texture have been altered
from intensive agricultural operations.
The Project area is currently in agricultural use and is being used as pasture for cattle. Livestock have
full access to the project reaches, and these reaches remain heavily impacted. The middle area between
the two Project areas is in a conservation easement. Outside the Project area is mostly in agricultural
use or residential subdivisions.
The future land use for the Project area will include an established 59.13 -acre conservation easement,
that will be protected in perpetuity. The Project easement will have 11,370 linear feet of high
functioning streams and a minimum 50 -foot riparian buffer. Outside the Project will likely remain in
agricultural use.
3.4 Regulatory Considerations
Table 5. Regulatory Considerations
Regulation
Applicable?
Resolved?
Supporting
Documentation
Waters of the United States - Section 404
Yes
No
Appendix G
Waters of the United States - Section 401
Yes
No
Appendix G
Endangered Species Act
Yes
Yes
Appendix G
National Historic Preservation Act
Yes
Yes
Appendix G
Coastal Zone Management Act (CZMA) /Coastal
Area Management Act CAMA
No
N/A
N/A
FEMA Floodplain Compliance
Yes
No
Appendix G
Magnuson -Stevens Act - Essential Fisheries Habitat
No
N/A
N/A
Dogtown Mitigation Plan 6 November 2018

Federal Emergency Management Agency (FEMA)/ Hydrologic Trespass
Multiple Project reaches are located within the FEMA 100 -year flood zone (Zone AE, one percent
annual chance of flooding) and the FEMA Floodway (Figure 9). No grading is proposed within the
FEMA Floodway; therefore, no FEMA permits will be required for the Project. A Floodplain
Development Permit will be obtained from the Catawba County Floodplain Administrator prior to
project construction. No hydrologic trespass will be permitted to adjacent properties upstream or
downstream of the project. The Project can be found on Flood Insurance Rate Map (FIRM) Panel 3753
(map number 3710375300J) and Panel 3754 (map number 3710375400J), effective date September 5,
2007.
Threatened and Endangered Species
Plants and animals with a federal classification of endangered or threatened are protected under
provisions of Sections 7 and 9 of the Endangered Species Act of 1973, as amended. The USFWS
database, accessed September 20, 2018, lists three Federally listed species that may occur in proximity
to the Project: Schweinitz's sunflower (Helianthus schweinitzii), dwarf -flowered heartleaf (Hexastylis
naniflora), and Northern long-eared bat (Myotis septentrionalis).
Schweinitz's sunflower occurs in full to partial sun, in areas with poor soils, and many of the remaining
populations occur along roadsides. Dwarf flowered heartleaf is a low -growing evergreen perennial
plant that grows in acidic soils along bluffs and adjacent slopes, in boggy areas next to streams and
creek heads, and along the slopes of nearby hillsides and ravines. Due to possible habitat for these
species, RES ecologists conducted a detailed survey within the Site boundaries for these two species
on April 12, 2017. Suitable habitat for both species were surveyed within the project area, but no
individuals were observed. In addition to the USFWS database, the NC Natural Heritage Program
(NHP) GIS database was consulted to determine whether previously cataloged occurrences of protected
species were mapped within one mile of the project site. Results from NHP indicate that there are no
known occurrences of state threatened or endangered species within a one -mile radius of the project
area. Since no individuals were observed and no known populations are present within one mile of the
project, a biological conclusion of "No Effect" has been assigned for these two species.
Formal USFWS consultation for the Northern long-eared bat (NLEB) is not required for this site since
it is entirely located outside of the confirmed hibernation and maternity site for the species. Therefore,
this Project has met the criteria for the 4(d) rule, and any associated take is therefore exempt.
Furthermore, the USFWS encourages tree removal outside the pup season (June 1 to July 31) and/or
active season (April 1 to October 31) to reduce the chance of impacting unidentified maternity roosts;
and to avoid clearing habitat within a five -mile radius of hibernation sites when bats are emerging from
or preparing for hibernation (April 1 to May 15 and August 15 to November 14, respectively).
The Fish and Wildlife Coordination Act requires consultation with state fish and wildlife agencies when
"waters of any stream or other body of water are proposed or authorized, permitted or licensed to be
impounded, diverted ... or otherwise controlled or modified." The North Carolina Wildlife Resource
Commission (NCWRC) did not have any comments regarding the USACE Public Notice, issued on
March 24, 2017 (Appendix G).
Cultural Resources
A review of North Carolina State Historic Preservation Office (SHPO) GIS Web Service (accessed
September 20, 2018) database did not reveal any listed or potentially eligible historic or archeological
resources on the proposed Project property. There are no documented structures on adjacent parcel of
land. There are no anticipated impacts from Project activities to state surveyed properties as there are
none in the proposed project vicinity, which SHPO confirmed on April 13, 3017 (Appendix G).
Dogtown Mitigation Plan 7 November 2018

3.5 Reach Summary Information
The Project area is comprised of two easement areas along Bakers Creek. The easement has six
agricultural crossings: one on the southern end of Bakers Creek; one on S 1-B; one on S2 -B; one on S3 -
B; one on DT3-B; and one on DTI -B. The stream channels include Bakers Creek and seven unnamed
tributaries, split into twelve reaches based on proposed treatment type (Figure 10a & b). Results of the
preliminary data collection are presented in Table 6. Morphological parameters are located in
Appendix B.
Table 6. Summary of Existing Channel Characteristics
Reach
Drainage
Area
(acres)
ABS 1
2
(ft)
Width
(ft)
Mean
Depth
(ft)
W/D
Ratio
Bank
Height
Ratio
Sinuosity
Slope
(ft/ft)
Bakers Creek
4,095
113
30.7
3.7
8.3
2.0
1.07
0.003
Sl -A
424
11.6-16.6
8.7-8.8
1.3-1.9
6.5-4.7
2.4-4.0
1.16
0.007
SI -B
427
10.9
9.5
1.2
8.2
3.9
1.11
0.007
S2 -A
63
4.8
5.8
0.8
7.1
1.3
1.48
0.013
S2 -B
71
5.9-10.1
6.4-9.4
0.9-1.1
6.9-8.8
1.8-23
1.13
0.020
S3 -A
117
8.6
8.3
1.0
8.0
2.6
1.16
0.016
S3 -B
132
9.5-12.2
10.3-10.0
0.9-1.2
11.1-8.2
1.3-1.6
1.15
0.014
DTI -B
67
6.9
4.8
1.4
3.4
2.2
1.17
0.016
DT2
14
4.0
21.7
0.9
16.0
1.0
1.15
0.008
DT3-A
435
12.5
14.2
0.9
16.0
1.3
1.10
0.010
DT3-B
480
16.2-17.8
14.8-11.1
1.1-1.6
13.4-7.0
2.4-3.4
1.24
0.010
DT4
100
8.0-12.1
12.4-10.2
0.6-1.2
19.2-8.7
2.8-4.6
1.11
0.012
Existing Channel Morphology
Reach S1 is in the northern project area and flows south from Swinging Bridge Road (SR 1515) through
an active pasture towards Bakers Creek. This reach is a G -type sand and gravel bed channel with a
slope of less than 1%. The drainage area is approximately 427 acres and is dominated by agricultural
land use. The valley transitions from a washed -slope form at the upstream end to a broader alluvial
valley at the downstream end. Channel buffers have been reduced to less than 10 feet in multiple
locations along the reach and livestock have historically had direct access to the channel. A 72" CMP
conveys the channel under SR 1515 and has formed a four -foot -deep scour hole at its outlet. This bed
scour combined with increased sediment loads from limited buffers and livestock access have produced
a bed material that is almost completely mobile.
Reach S2 is located along the northeastern portion of the project and flows west into Reach S1. The
total drainage area for the reach is approximately 71 acres, and the land use is a mix of residential and
farm land. S2 is divided into two reaches. The upstream section, S2 -A, is an E -type channel with buffers
greater than 50 feet and no livestock access. The reach is slightly incised, with stable vegetated banks.
S2 -A has a stable gravel bed that exhibits good bed form diversity and grade is controlled by
downstream bedrock outcrops.
The downstream section, Reach S2 -B, is a G -type channel with limited to no buffers and livestock have
direct access to the stream. The channel has minimal bank vegetation and no bedrock grade control was
observed along this reach. This combined with livestock impacts has produced a highly unstable stream
with limited bedform diversity or aquatic habitat.
Dogtown Mitigation Plan 8 November 2018

Reach S3 is located 0.3 miles south of S2 and flows west from the project limits into Bakers Creek.
The total drainage area for the reach is approximately 132 acres and is dominated by active pasture. S3
is divided into two reaches. The upstream reach, S3 -A, is a G -type channel with vegetated buffer widths
ranging from 0 to 30 feet with livestock having direct access to the channel. The majority of channel
banks are vegetated with localized areas of instability where vegetation is lacking. The channel bed has
previously downcut, but has been stabilized by bedrock outcrops in multiple locations along this reach.
The downstream section, Reach S3 -B, is a C-type channel with limited to no buffers. The channel has
limited bank vegetation and no bedrock grade control was observed along the reach. This combined
with livestock impacts has produced a highly unstable stream with limited bedform or aquatic habitat.
Reach DTl is comprised of three in-line farms ponds in active pasture that livestock frequently use.
The total drainage area for the reach is approximately 67 acres and is dominated by active pasture. It
flows east to its confluence with DT3. The reach was divided into 2 sections with DT1-A representing
the section upstream of DTI and DT1-B representing the section downstream of DT 1. Reach DT1-A
has no channel as it is totally impounded. DTI -B is half impoundment with the other half consisting of
an incised sand and gravel bed stream. The channel is actively degrading with no bedrock grade control
observed. The bed composition is coarse sand with a relatively low sediment load and a channel slope
of 1% to 2%, and the valley is moderately sloped.
Reach DT2 is located in the southwestern part of the project. This reach is a headwater stream that is
recovering from past land use impacts. The lower reach of this stream is relatively stable and has
substantially recovered to form a naturalized headwater system although sediment loads from upstream
erosion continue to impact this reach. The upstream reaches of DT2 continue to have actively eroding
headcuts that produce significant sediment loads. The drainage area for the reach is approximately 14
acres.
Reach DT3 is located in the northwestern portion of the southern project area and flows south past its
confluence with DTI and into Bakers Creek. The approximate drainage area of the reach upstream of
the DT 1 confluence is 480 acres, and the drainage area downstream of the confluence is 549 acres. The
watershed land use is a mix of forest, pasture, and rural residential. The reach is divided into two
sections based on channel morphology. The upstream section (Reach DT3-A), is a slightly incised
gravel bed stream. The bed profile is stable and controlled by downstream bedrock outcrops. The
channel appears to be managing an increased sediment load caused by livestock access and upstream
land use. Reach DT3-A has buffer widths greater than 50 feet with adequate vegetation on channel
banks and through the riparian area.
The downstream portion of the stream (Reach DT3-B), is in active pasture with little to no buffers. This
reach is an incised sand and gravel bed stream with channel slopes less than 1%. The valley transitions
from a washed -slope form at the upstream end to a broader alluvial valley at the downstream end. This
stream is actively degrading with no bedrock grade control observed. The combination of limited
riparian vegetation and livestock access has produced unstable bed and banks, resulting in increased
sediment loads.
Reach DT4 is located in the southeastern part of the project. This channel flows southwest to Bakers
Creek through active cattle pasture on the right bank and a wooded buffer on the left bank. The total
drainage area is 100 acres and has a land use mix of forest, medium density residential, and pasture.
This reach is an incised gravel bed stream with a low sediment load and a channel slope of 0.5% to 3%.
An existing residence is located in the left overbank just upstream of the project. The channel transitions
from a narrow valley at the upstream end to a broader alluvial valley at the downstream end.
Baker's Creek is a severely incised, third order, sand and gravel bed stream located in the southern
area of the project and is contiguous with the water quality easement to the north. There is a thin strip
of trees on both sides of the banks and cattle have access to the entire bank. The channel is incised 5 to
Dogtown Mitigation Plan 9 November 2018

7 feet below the existing terrace and exhibits the typical regional expression of past valley infilling and
subsequent channel down -cutting associated with historic land -use alterations. The bed profile is
relatively stable, and the channel is now adjusting to its current position and sediment loads. The
drainage area for the reach is approximately 4,095 acres.
Channel Stability Assessment
A modified version of the channel stability assessment method ("channel assessment") provided in
"Assessing Stream Channel Stability at Bridges in Physiographic Regions" by Johnson (2006) was used
to assess channel stability for the Project's existing channels. This method may be rapidly applied on a
variety of stream types in different physiographic regions having a range of bed and bank materials.
The original channel assessment method was designed to evaluate 13 stability indicators in the field.
These parameters are: watershed characteristics (frequency of watershed disturbances such as
agricultural activities, urbanization, etc), flow habit, channel pattern, entrenchment/channel
confinement, bed material, bar development, presence of obstructions/debris jams, bank soil texture
and coherence, average bank angle, bank vegetation/protection, bank cutting, mass wasting/bank
failure, and upstream distance to bridge. See Appendix B for a detailed description of the stability
indicators. As this method was initially developed to assess stability at bridges, a few minor adjustments
were made to remove indicators that contradict stability characteristics of natural channels in favor of
providing hydraulic efficiency at bridges. First, the "channel pattern" indicator was altered such that
naturally meandering channels scored low as opposed to straightened/engineered channels that are
favorable for stability near bridges. Secondly, the last indicator, "upstream distance to bridge", was
removed from the assessment as bridges are not a focus of channel stability for this project. The 12
indicators were then scored in the field, and a rating of excellent, good, fair, or poor was assigned to
each project reach based on the total score.
The channel assessment results (scores and ratings) for the Project are provided in Table 7. Three of
the 13 project reaches received "Poor" ratings, seven of the project stream reaches received "Fair"
ratings, while two reaches received "Good" ratings. DT1-A is a pond and did not receive a score, and
the score for DTI -B applies to its non -impounded downstream section. Most Project streams were
observed to have relatively high bank angles, and many were found to be actively eroding. A majority
of the channels have been impacted by farming practices or livestock production, and most are slightly
entrenched. These characteristics are reflected in the higher channel assessment scores for average bank
angle and bank vegetation/protection. Most reaches also scored poorly for watershed characteristics
since the surrounding land use is dominated by agriculture activities.
Dogtown Mitigation Plan 10 November 2018

Table 7. Channel Stability Assessment Results
* Excellent (0 < Score <= 36), Good (36 < Score <= 72), Fair (72 < Score <= 108), Poor (108 < Score <= 144)
Dogtown Mitigation Plan 11 November 2018
DTI -A
Pond
DTl-B
DT2
DT3-A
DT3-B
Baker's
Creek
DT4
Sl -A
SI -B
S2 -A
S2 -B
S3 -A
S3 -B
Watershed
NA
I
9
4
4
12
7
12
8
8
4
9
7
9
characteristics
NA
2
Flow habit
9
10
4
6
6
9
6
6
6
6
7
8
NA
3
Channel pattern
10
12
4
6
9
11
10
8
3
9
5
7
Entrenchment/channel
NA
4
6
11
7
9
6
9
9
6
7
12
10
11
confinement
NA
5
Bed material
10
7
6
9
6
9
9
7
6
9
8
11
NA
6
Bar development
7
6
5
9
6
7
6
6
7
6
6
10
Obstructions/debris
NA
7
7
5
3
9
6
7
6
6
3
9
6
9
jams
Bank soil texture and
NA
8
7
5
5
9
8
9
9
8
5
9
5
10
coherence
NA
9
Average bank angle
11
10
4
11
7
10
10
7
6
11
10
12
Bank
NA
10
11
6
5
12
7
9
10
7
5
9
6
9
vegetation/protection
NA
11
Bank cutting
9
7
4
8
6
8
8
8
4
9
7
11
Mass wasting/bank
NA
12
7
12
3
9
7
8
10
8
4
12
8
12
failure
Upstream distance to
13
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
bridge
Score
0
103
95
54
109
81
108
101
85
60
110
85
119
Rating*
NA
Fair
Fair
Good
Poor
Fair
Fair
Fair
Fair
Good
Poor
Fair
Poor
* Excellent (0 < Score <= 36), Good (36 < Score <= 72), Fair (72 < Score <= 108), Poor (108 < Score <= 144)
Dogtown Mitigation Plan 11 November 2018

3.6 Site Photographs
Bakers Creek
February 2017
Bakers Creek
February 2017
Looking upstream along Reach S1 -A
February 2017
Looking upstream along Reach S2 -A
February 2017
Looking downstream along Reach S 1-A
February 2017
Looking downstream along Reach S2 -A
February 2017
Dogtown Mitigation Plan 12 November 2018

Looking downstream along Reach S2 -B
February 2017
Looking downstream along Reach S3 -A
February 2017
Looking downstream along Reach S3-13
February 2017
Looking upstream along Reach S2-13
February 2017
Looking upstream along Reach S3 -A
February 2017
Looking upstream along Reach S3-13
February 2017
Dogtown Mitigation Plan 13 November 2018

fy
rte; �
•,� P � '� r� +�
-
E� M1 :ti
E�
_
- --> 02Y'73' 2017
4N
Dogtown Mitigation Plan 15 November 2018

4 FUNCTIONAL UPLIFT POTENTIAL
The Stream Functions Pyramid Framework (Harman et. al. 2012) uses stream functions to describe
project objectives, existing condition assessments and monitoring, performance metrics, and design
criteria. The Framework separates stream functions into five categories, ordered into a hierarchy, which
communicate the interrelations among functions and illustrate the dependence of higher level functions
(biology, physicochemical and geomorphology) on lower level functions (hydrology and hydraulics).
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.
Fischenich (2006) found that the most critical functions include those that address hydrodynamic
processes, sediment transport processes, stream stability and riparian buffer restoration. By addressing
these fundamental functions and processes, a restored stream and riparian system are capable of
supporting more dependent functions that typically require time to establish, such as diverse biological
communities, chemical and nutrient processes, diverse habitats and improved water and soil quality.
The objectives of the Project will address the most critical functional objectives that will allow for a
more restored stream and riparian buffer over time.
While traditional mitigation approaches have generally relied on surrogate measures of success (i.e.
linear feet of restoration) for determining SMU credit yields, a function -based approach provides a
more objective and flexible approach to quantify the expected ecological benefits of a mitigation
design. Additionally, a functional based approach broadens the reach -scale goals of a restoration project
by contextualizing the functional uplift to the watershed scale. The Dogtown Mitigation Project will
provide numerous ecological and water quality benefits within the Catawba River Basin by applying
an ecosystem restoration approach. The restoration approach at the reach scale of this project will have
the greatest effect on the hydraulic and geomorphology function of the system but will benefit the
upper-level functions (physiochemical and biology) over time, and in combination with other projects
within the watershed. Anticipated functional benefits and improvements within the Project area, as
based on the Function -Based Framework are outlined in Table 8. Neither the Stream Functions
Pyramid nor the Quantification Tool are proposed to determine success of the mitigation site.
4.1 Anticipated Functional Benefits and Improvements
Hydrology
According to the Stream Functions Pyramid Framework, hydrology is defined as the transport of water
from the watershed to the channel. The Project will locally address several historic hydrologic
disturbances including deforestation and channelization; however, it is not anticipated that the Project
will have a significant effect on hydrology at the watershed scale.
Hydraulic
The hydraulic function of the Pyramid is defined as transport of water in the channel, on the floodplain,
and through sediments. The greatest potential uplift at the Project will be achieved through increasing
floodplain connectivity throughout the Project. Reaches in the Project do not have functioning
floodplain connectivity or stable flow dynamics. Reaches where floodplain connectivity is not -
functioning or functioning -at -risk will be improved to functioning by reducing bank height ratios and
increasing entrenchment ratios. Reaches in which stable flow dynamics are not -functioning or
functioning -at -risk will be improved to functioning by constructing a new stable channel with adequate
energy dissipation and grade control. Additionally, instream structures will be installed to address the
energy and erosive power of the water so that a stable base flow is achieved post -project.
Dogtown Mitigation Plan 16 November 2018

Geomorphology
Geomorphology, as defined within the Pyramid Framework, is the transport of wood and sediment to
create bed forms and dynamic equilibrium. Sediment transport will be improved in reaches that are
currently functioning -at -risk or not -functioning by reducing the excess sediment load entering the
stream. This reduction will be achieved by establishing a functional buffer and constructing channels
that maintain stable dimension, plan, and profile. Channel stability and bedform diversity will be
improved in restoration reaches by installing a mix of rock and log structures to promote a natural
combination of riffle -pool and step -pool sequences. Channel substrate will be supplemented by off-site
material to ensure bed stability and habitat creation. Transport and storage of woody debris will be
improved through increases in channel roughness from plantings and structures installation. Existing
riparian vegetation is either functioning -at -risk or not -functioning in Project reaches. Therefore,
riparian buffers will be planted out to a minimum of 50 feet to improve the riparian vegetation to
functioning levels, while also providing terrestrial habitat. All of these functional parameters are
interconnected and depend on each other, improving this wide range of parameters will result in long-
term functional geomorphic uplift.
Physicochemical
The Pyramid Framework defines the physicochemical category as temperature and oxygen regulation
and the processing of organic matter and nutrients. Although this project would support the overarching
goal in the Yadkin Pee -Dee River Basin Priorities to promote nutrient and sediment reduction in
agricultural areas, it is difficult to measure nutrient and sediment reduction at this project level because
they can be affected by so many variables. However, several restoration actions are known to help
reduce nutrients and sediment even though they may not be measurable at the project level. These
activities include cattle exclusion and direct removal of fecal inputs, filtering of runoff through buffer
areas, the conversion of active farm fields to forested buffers, and improved denitrification and nutrient
uptake through buffer zones. Additional benefits may also come from functional uplift of the lower
level stream functions (hydraulics and geomorphology), which will reduce sediment and nutrients in
the system through bank stabilization and reforesting. Temperature regulation will also be improved
through the restoration of canopy tree species to the stream buffer areas. Oxygen regulation will occur
through two actions: first, the temperature of the water directly impacts the amount of gas held by the
water. Therefore, through planting the buffer to shade the channel the temperature is decreased
dissolved oxygen is increased. Second, the log structures placed in the stream create mixing zones
where oxygen dissolves much faster than the standard exchange rate of oxygen to dissolved oxygen.
The processing of organic matter will be improved once healthy riffles are shallow enough to catch
twigs and branches that then retain leaves. Many of these physicochemical benefits occur slowly over
time and are dependent on multiple variables within the stream ecosystem. Therefore, it is not practical
or feasible to directly measure these parameters within the monitoring time -frame of this project. With
that said, it is logical to use existing riparian buffer and visual performance standards to demonstrate
the positive correlation between geomorphic parameters and physicochemical parameters. For
example, as riparian buffer trees grow, as represented in annual monitoring reports, it is anticipated that
canopy cover is actively shading the stream channel and reducing water temperature. This is not a
substitute for direct physicochemical monitoring, but it is a useful tool to help project the long-term
benefits of the Project in terms of its functional uplift.
Biology
The highest category of the Pyramid is biology and is defined as the biodiversity and life histories of
aquatic and terrestrial life, specifically referring to animals. As mentioned for the physiochemical
stream function, it will be difficult to measure the functional uplift of the biological functions at this
site within the monitoring period of the project. However, since the life histories of many species likely
to benefit from stream restoration are depending on all the lower -level functions, the functional uplift
Dogtown Mitigation Plan 17 November 2018

from the hydraulic and geomorphic levels would have a positive effect to the biology over time and in
combination with other projects within the watershed is anticipated. Again, there is no substitute for
direct biological monitoring, but it is important to understand the hierarchy of the Stream Functions
Pyramid Framework in order to help project long-term benefits of the Project though only categories
two and three (hydraulics and geomorphology) will be directly measured during the seven-year
monitoring period.
4.2 Potential Constraints
There are seven easement breaks within the Project, and six of the breaks will be associated with
channel crossings. These crossings will allow landowners to maintain the current land -use and provide
access across the property as needed. Four crossings will be new culverts, one is an existing ford that
will be rehabilitated, and one is an existing bridge that will be maintained. The seven easement breaks
are located as follows; the first is between S1 -A and S1 -B, that is an existing ford crossing that will be
rehabilitated, and is approximately 60 feet wide; the second easement break is along S2 -B, that co -
locates an existing overhead utility easement with a culvert crossing, and is approximately 90 feet wide;
the third easement break is along S3 -B, that will be a culvert crossing, and is approximately 60 feet
wide; the fourth easement break is along DT1-B, that will be a culvert crossing, and is approximately
60 feet wide; the fifth easement break is along Bakers Creek, that is an existing bridge that will be
maintained, and is approximately 30 feet wide. The last two easement breaks result from a large
powerline easement that goes across the southern portion of the site, cutting 175 feet and 235 feet
easement breaks along DTI -A and DT3-B respectively. The DT3-B easement break will also include
a culvert crossing.
Dogtown Mitigation Plan 18 November 2018

5 MITIGATION PROJECT GOALS AND OBJECTIVES
Through the comprehensive analysis of the Project's maximum functional uplift using the Stream
Functions Pyramid Framework, specific, attainable goals and objectives will be realized by the Project.
These goals clearly address the degraded water quality and nutrient input from farming that were
identified as major watershed stressors in the Catawba River RBRP. The Project will address outlined
RBRP Goals 1, 3, and 5 (listed in Section 2).
The Project goals are:
• Improve water transport from watershed to the channel in a non-erosive manner in a stable
channel;
• Improve flood flow attenuation on site and downstream by allowing for overbanks flows and
connection to the active floodplain;
• Improve instream habitat;
• Restore and enhance native floodplain vegetation;
• Indirectly support the goals of the Catawba RBRP to improve water quality and to reduce
sediment and nutrient loads.
The Project objectives to address the goals are:
• Design and reconstruct stream channels sized to convey bankfull flows that will maintain a
stable dimension, profile, and planform based on modeling, watershed conditions, and
reference reach conditions;
• Establish a permanent conservation easement on the project that permanently excludes
livestock from stream channels and their associated buffers;
• Add instream structures and bank stabilization measures to protect restored and enhanced
streams;
• Install habitat features such as brush toes, constructed riffles, woody materials, and pools of
varying depths to restored and enhanced streams;
• Reduce bank height ratios and increase entrenchment ratios to reference reach conditions;
• Increase forested riparian buffers to at least 50 feet on both sides of the channel along the
project reaches with a hardwood riparian plant community;
• Treat exotic invasive species;
Anticipated functional benefits and improvements within the Project area, as based on the Function
Based Framework are outlined in Table 8.
Limitations to achieving these watershed goals arise by remaining constrained to the project boundaries.
While we are restoring the habitat and streams to stable and effective conditions that achieve our goals
within the Project parcels, we are unable to influence the effect of poor riparian buffers and livestock
impact in other areas within the watershed. However, the overall watershed functionality and health
will improve to meet the RBRP goals.
Agricultural Best Management Practices (BMPs)
A suite of agricultural BMPs will be utilized for the Project to reduce direct effluent inputs, pollutant
contamination, and sediment loading. The combination of the following agricultural BMPs: riparian
buffer planting, bank stabilization, stream restoration, and livestock exclusion, will ultimately lead to
the functional uplift of the site.
Dogtown Mitigation Plan 19 November 2018

The riparian buffer will be restored along all project reaches, except the preservation reach. Restored
riparian buffers are established adjacent to and up -gradient from watercourses of water bodies to
improve water quality. The main advantages of the restored riparian buffer will be to provide water
quality treatment, erosion control, and water temperature benefits. Moreover, there will be significant
reductions in sedimentation, nutrient input, and fecal coliform input.
Dogtown Mitigation Plan 20 November 2018

Table 8. Functional Benefits and improvements
Not Measured (NM); Not Functioning (NF); Functioning -at -risk (FAR); Functioning (F)
° These categories are measured indirectly; *These categories are not quantifiably measured
Dogtown Mitigation Plan November 2018
21
Existing
Level
Function
Goal
Functional
Rating/Projected
Objective
Measurement Method
Parameter
Rating
Reach
Channel -Forming
Discharge
Precipitation/Runoff
Relationship
Convert land -use of
Percent Project drainage
Hydro loy
to transport water from
Flow Duration
streams and their
area converted to
Transport of water from
the watershed to the
F/F
headwaters from
riparian forest
the watershed to the
channel in a non-erosive
Flood Frequency
(All Reaches)
(indirect measurement)
channel
manner
pasture to riparian
forest
Catchment
Hydrology
Reach Runoff
Baseflow Alteration
F/F
(DT3-A, Bakers
Flood Bank
Creek, S2 -A)
Cross sections
Hydraulic
to transport water in a
Connectivity
FAR/F
Improve flood bank
connectivity by
Crest gauges
Z
Transport of water in the
channel, on the floodplain,
stable non-erosive
Flow D
Dynamics
(S1 -B, S3 -A,
DT2 )
reducing bank height
and through the sediments
manner
Groundwater/Surface
ratios and increase
entrenchment ratios
Bank Height Ratio
water exchange
NF/F
Entrenchment Ratio
(S1 -A, S2 -B, S3 -
B, DTI -A, DTI -
B, DT3-B, DT -4)
Sediment Transport
Large Woody Debris
(LWD) Transport
F/F
Reduce erosion rates
and Storage
(DT3-A, Bakers
and channel stability
As -built stream profile
Creek, S2 -A)
to reference reach
Channel Evolution
conditions
Geomorpholo�y
to create a diverse
FAR/F
Cross sections
3
Transport of wood and
diverseVisual
bedform
Lateral Stability
(Sl -B, S3 -A,
Improve bedform
sediment to create
to achieve dynamic
DT2)
diversity (pool
monitoring
bedforms and dynamic
equilibrium
Riparian Vegetation
spacing, percent
equilibrium
NF/F
riffles, etc.)
Stream walks
Bedform Diversity
(S1 -A, S2-13, S3-
Bed Material
B, DTI -A, DTI-
Increase buffer width
Vegetation plots
B, DT3-B, DT -4)
to 50 feet
Characterization
Sinuosity
Unmeasured
Objectives
F/F
(DT3-A)
Improve stream
to achieve appropriate
Water Quality
temperature
Physiochemical °
levels for water
FAR/F
regulation through
Vegetation plots
Temperature and oxygen
temperature, dissolved
Water Temperature
(S1 -B, S2 -A,
introduction of
(indirect measurement)
4
regulation; processing of
oxygen concentration,
Bakers Creek)
canopy
organic matter and
and other important
Nutrient Load
Perpetual conservation
nutrients
nutrients including but
NF/F
Decrease nutrient
easement
not limited to Nitrogen
Organic Carbon
(S1 -A, S2-13, S3-
loading through
(indirect measurement)
and Phosphorus
A, S3 -B, DTI -A,
filtration of planted
Bacteria
DT 1-B, DT2,
riparian buffer, and
DT3-B, DT -4)
removing livestock
from the riparian
areas
Microbial
Communities
F/'
(DT3-A)
Unmeasured
Macrophyte
Objective
to achieve functionality
Communities
FAR/F
Biolo
in levels 1-4 to support
(S2 -A, S3 -A,
Improve aquatic
Biodiversity and life
the life histories of
Benthic
Bakers Creek)
habitat through the
Vegetation plots
histories of aquatic life
aquatic and riparian
Macroinvertebrate
installation of habitat
(indirect measurement)
histories and riparian life
plants and animals
Communities
NF/F
features, construction
(S1 -B, SI -A, S2-
of pools at varying
Fish Communities
B, S3 -B, DT1-A,
depths, and planting
DT 1-B, DT2,
the riparian buffer
Landscape
DT3-B, DT -4)
Connectivity
Not Measured (NM); Not Functioning (NF); Functioning -at -risk (FAR); Functioning (F)
° These categories are measured indirectly; *These categories are not quantifiably measured
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6 MITIGATION WORK PLAN
6.1 Reference Stream
The restoration portions of the Project are characterized by livestock practices. Portions of the Project
were historically diverted to form poorly -functioning stream channels or impounded to form ponds.
Physical parameters of the Project were used, as well as other reference materials, to determine the
target stream type. The "Classification of the Natural Communities of North Carolina" was also used
to narrow the potential community types that would have existed at the Project (Schafale, 2012). An
iterative process was used to develop the final information for the Project design.
Targeted reference conditions included the following:
• Located within the Physiographic Region and ecoregion,
• Similar land use on site and in the watershed,
• Similar soil types on site and in the watershed,
• Ideal, undisturbed habitat — several types of woody debris present,
• Similar topography,
• Similar slope,
• Pattern common among Piedmont streams, and
• Minimal presence of invasive species.
The reference sites used for the Project are an unnamed tributary (UT) to Grassy Creek in Union
County, a portion of Watery Fork in Orange County, and an unnamed tributary (UT) to Hauser Creek
in Yadkin County.
Reference Watershed Characterization
The first reference stream is UT to Grassy Creek and is located in the Yadkin Pee -Dee River Basin.
This reach is 318 feet long with a drainage area of 0.67 square miles (426 acres). The second reference
reach, Watery Fork, is located within the Haw River Basin. This reach is 1,500 feet in length with a
drainage area of 0.98 square miles (624 acres). The third reference reach, UT to Hauser Creek, is also
located within the Yadkin Pee -Dee River Basin in southern Yadkin County. This reach is 185 feet in
length with a drainage area of 0.05 square miles (29 acres). Land use in the watersheds to the first and
third reference reaches is characterized by mostly agriculture, with mixed pines and hardwoods, and a
small amount of residential. Land use in the watershed to Watery Fork is characterized by mostly mixed
pines and hardwoods, with a small amount of agriculture, residential, and open water.
Reference Discharge
Several hydrologic models/methods were used to develop a bankfull discharge for each reference reach.
Existing drainage area, land use, slope, roughness, and cross-sectional area were all factors considered
when performing the calculations. Using a combination of Piedmont Regional Curves, in-house
spreadsheet tools, and a project specific regional flood frequency analysis, the existing discharge for
UT to Grassy Creek was found to be around 43-57 cubic feet per second (ft3/s), 83-100 ft3/s for Watery
Fork and 5-7 ft3/s for UT to Hauser Creek. See Section 6.2 for a more detailed description of the
hydrologic analyses performed for this project.
Reference Channel Morphology
In comparison to the restoration reaches, UT to Hauser Creek is smaller than the designed restoration
reaches when comparing pattern, dimension and profile. Similarly, UT to Grassy Creek and Watery
Fork are larger than the designed restoration reaches, which is the reason for using a scaling factor for
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the design. The scaling factor is based on the difference in bankfull width of the reference channel. The
designed reach would then have the necessary dimensions of either a smaller or larger stream
corresponding to differences in bankfull flow. UT to Grassy Creek was typically 13.6 feet wide and 1.4
feet deep. The cross-sectional area was typically around 18.8 square feet with a width to depth ratio
around 9.9. Watery Fork was typically 15.0 feet wide and 1.5 feet deep. The cross-sectional area was
typically around 23.0 square feet with a width to depth ratio around 9.8. For UT to Hauser Creek, the
reach was typically 5.2 feet wide and 0.6 feet deep. The cross-sectional area was typically around 3.0
square feet with a width to depth ratio around 8.9.
Reference Channel Stability Assessment
The reference reaches were stable and showed no evidence of incision or erosion in the portions that
were surveyed and analyzed. Each stream appeared to maintain its slope and had sufficient amounts of
vegetation to secure its banks. Riparian buffer widths exceeded 50 feet on each side. The reaches all
received a "Good" rating as the channels demonstrate a stable meandering pattern and a well vegetated
riparian buffer.
6.2 Design Parameters
Stream Restoration Approach
Stream restoration efforts along the tributaries of the Project will be accomplished through analyses of
geomorphic conditions and watershed characteristics. The design approach applies a combination of
analytical and reference reach based design methods that meet objectives commensurate with both
ecological and geomorphic improvements. Proposed treatment activities may range from minor bank
grading and planting to re-establishing stable planform and hydraulic geometry. For reaches requiring
full restoration, natural design concepts have been applied and verified through rigorous engineering
analyses and modeling. The objective of this approach is to design a geomorphically stable channel that
provides habitat improvements and ties into the existing landscape. Any abandoned channels will be
filled, however, vernal pools will be left where possible to provide habitat and groundwater recharge.
See Appendix B for design parameters for all restoration reaches. A mix of rock and log structures will
be added to all restoration and enhancement I reaches to provide bank stability, grade control, and
bedform diversity. See Appendix A for all preliminary structure placement and details.
The Project has been broken into the following design reaches:
Bakers Creek totals 1,215 linear feet of Enhancement 11 to address livestock access and buffer
degradation. Enhancement activities will include removal of invasive species, livestock exclusion, and
buffer planting to a minimum of 50 feet. A 30 -foot wide easement break is proposed along this reach
to accommodate an existing bridge that is to be maintained.
Reach Sl -A totals 1,034 linear feet of Priority I and II Restoration. The restoration will begin as Priority
11 restoration just downstream of the NCDOT Right of Way. A Priority 11 approach was chosen in this
area to maintain the capacity of the existing 72" CMP. The design will shift the channel alignment to
the right floodplain and transition to a Priority I approach as the stream moves down valley. The last
400 feet of restoration transitions bank to a Priority 11 approach as the design ties back into the existing
channel. A minimum 50 -foot buffer will be established along the reach and livestock will be removed.
Reach S1 -B totals 538 linear feet of Enhancement 11 to address livestock access and buffer degradation.
Enhancement activities will include removal of invasive species, livestock exclusion, and buffer
planting to a minimum of 50 feet. A 60 -foot wide easement break is proposed along this reach to
accommodate an existing ford crossing which will be rehabilitated as part of the proposed project.
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Reach S2 -A totals 407 linear feet of Enhancement III. Enhancement activities will include invasive
species treatment, supplemental planting, and buffer protection to a minimum of 100 feet.
Reach S2 -B totals 869 linear feet of Priority I and II Restoration. After the first 200 feet, this reach will
transition from a Priority 11 to a Priority I approach for the remainder of the reach that will ultimately
confluence with S1 -A. The channel will be shifted from its existing alignment and into the natural
valley. The upstream limits of restoration were determined based on severe bank erosion currently
threatening several large oak trees, and the presence of a relic channel in the center of the valley. A 90 -
foot wide easement break is proposed along this reach to accommodate a proposed crossing and an
existing overhead utility.
Reach S3 -A totals 383 linear feet of Enhancement I to address localized channel instability, buffer
degradation, and livestock impacts. Enhancement activities will include installation of grade control
structures, stabilizing the banks, planting the buffer, and excluding cattle. In -stream structures such as
rock sills, brush toes, and constructed riffles will be installed for stability and to improve habitat. Habitat
will further be improved through buffer plantings to a minimum of 50 feet and livestock exclusion.
Reach S3 -B totals 801 linear feet of Priority 11 Restoration and 153 linear feet of Enhancement 11 at
the tie-in with Bakers Creek. Restoration begins on this reach just downstream of a large bedrock
outcrop which has prevented the upper portions of the reach from downcutting to the extents seen in
the restoration portion of the reach. Restoration will involve shifting the channel into the right
floodplain and excavating a new Priority II floodplain. Restoration will stop, and the channel will return
to the existing alignment and profile prior to the Bakers Creek floodway to limit the risk of structure
failure on the proposed reach. Enhancement II is proposed along the portion of the reach that ties into
Bakers Creek and is within the floodway. Enhancement activities will include planting a minimum 50 -
foot buffer. A 60 -foot wide easement break is proposed along this reach to accommodate a proposed
crossing. The proposed crossing was sized to allow the proposed stream to function as designed.
Reach DT1-A totals 630 linear feet of Priority I Restoration. The two pond dams located along this
reach will be breached several months prior to the construction of the proposed channel. The proposed
channel will then be constructed in the drained pond bottom. During channel construction any
unsuitable material located within the belt width of the proposed channel will be removed and replaced
with material from the dam excavation. A 175 -foot easement break at the downstream end of this reach
was included to accommodate an existing power easement. No crossings are proposed within this break.
Reach DT1-B totals 1,175 linear feet of Priority I Restoration. One large pond dam on this reach will
be breached during a similar timeframe as the ponds on DTI -A. The proposed channel will then be
constructed in the drained pond bottom. During channel construction any unstable material located
within the belt width of the proposed channel will be removed and replaced with material from the dam
excavation. The portion of the reach not within the existing pond bottom will be shifted to the right
overbank area and a Priority I approach will be utilized to tie into proposed DT3. A 60 -foot wide
easement break is proposed along this reach to accommodate a proposed crossing. The proposed
crossing was sized to allow the proposed stream to function as designed.
Reach DT2 totals 575 linear feet of Enhancement I. The enhancement approach for this reach will be
two phases. First is to stop the increased sediment loading by grading the two large headcuts out by
flattening the channel slope into the ephemeral channel. Steep banks will also be flattened and
vegetated; however, some steep banks will not be regraded as they have been stabilized by large trees
and are not actively eroding. The next phase is to plug the threshold channel currently bypassing the
reach around the existing pond and then connect DT2 to proposed DT 1. This will increase the sediment
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capacity of DT2 allowing sediment to be transported through the reach. This reach does not have any
proposed easement breaks but is adjacent to the easement break outlined in DTI -A.
Reach DT3-A totals 761 linear feet of Preservation. Preservation activities will include protecting
minimum 100 -foot buffers on each bank.
Reach DT3-13 totals 1,292 linear feet of Priority I and II Restoration and 75 linear feet of Enhancement
II at the tie-in with Bakers Creek. Priority I restoration is proposed for the portion of this reach upstream
of its confluence with DT1. The channel will be shifted to both the left and right overbanks. A 235 -
foot -wide easement break is proposed along this portion of the reach to accommodate a proposed
crossing and an existing power easement. The proposed crossing was sized to allow the proposed stream
to function as designed. Downstream of its confluence the proposed reach will transition to a Priority
II approach as it ties back into the existing channel. Restoration will stop, and the channel will return
to the existing alignment and profile prior to the Bakers Creek floodway to limit the risk of structure
failure on the proposed reach. Enhancement II is proposed along the portion of the reach that ties into
Bakers Creek and is within the floodway. Enhancement activities will include planting a minimum 50 -
foot buffer and livestock exclusion.
Reach DT4 totals 1,216 linear feet of Priority II Restoration. A Priority II approach will be utilized on
this reach to prevent hydraulic trespass. The proposed channel will be shifted into the right overbank
and will reconnect with the existing channel at its confluence with an existing linear wetland.
Restoration will stop, and the channel will return to the existing alignment and profile prior to the
Bakers Creek floodway to limit the risk of structure failure on the proposed reach. Enhancement II is
proposed along the portion of the reach that ties into Bakers Creek and is within the floodway.
Enhancement activities will include planting a minimum 50 -foot buffer and livestock exclusion. No
crossings or easement breaks are proposed on this reach.
Data Analysis
Stream Hydrologic Analysis
Hydrologic evaluations were performed for the design reaches using multiple methods to determine
and validate the design bankfull discharge and channel geometry required to provide regular floodplain
inundation. The use of various methods allows for comparison of results and eliminates reliance on a
single model. Peak flows (Table 9) and corresponding channel cross sectional areas were determined
for comparison to design parameters using the following methods:
• Regional Flood Frequency Analysis,
• AutoCAD's Hydraflow Hydrographs,
• NC and VA Regional Curves for the Rural Piedmont, and
• USGS regional regression equations for rural conditions in the Piedmont (hydrologic region
1).
Regional Flood Frequence
A flood frequency analysis was completed for the study region using historic gauge data on all nearby
USGS gauges with drainage areas less than 6,400 acres (10 mit) which passed the Dalrymple
homogeneity test (Dalrymple, 1960). This is a subset of gauges used for USGS regression equations.
Regional flood frequency equations were developed for the 1.1-, 1.5-, 2-, and 10 -year peak discharges
based on the gauge data. Discharges were then computed for the design reach. These discharges were
compared to those predicted by the discharge regional curve and USGS regional regression 2 -year
discharge equations.
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Regional Curve Regression Equations
The North Carolina Piedmont regional curves by Harman et al. (1999) and Doll et al. (2002) and the
Virginia Rural Piedmont regional curves by Lotspeich (2009) for discharge were used to predict the
bankfull discharge for the Project. The regional curve equations for NC discharges by Doll et al. (2002):
(1) Qbkj=89.04*(DA)0.73 (Harman et al., 1999)
(2) Qbk,­=91.62*(DA)0.71 (Doll et al., 2002)
(3) Qbkf` 43.895*(DA)0.9472 (Lotspeich, 2009)
Where Qbkf=bankfull discharge (ft3/s) and DA=drainage area (mit)
Table 9. Peak Flow Comparison
Reach
Drainage
Existing
FFQ
FFQ Qis
NC Regional
NC
Regional
VA Regional Design/
Calculated
Area (Ac)
Bankfull
Qi.i
Curve Q (1)
Curve Q (2)
Curve Q (3)
Q
SI -A
424
42-50
67
106
66
68
30 50
S2 -B
71
17-20
25
38
18
19
6 15
S3 -B
132
22-28
35
54
28
30
10 23
DTI -A
34
N/A
17
25
11
12
3 10
DTI -B
67
15-24
24
37
17
18
5 16
DT3-B (US)
480
29-39
72
114
72
75
33 41
DT3-B (DS)
549
29-39
77
123
80
82
38 51
DT4
100
16-20
30
46
23
24
8 22
Design Discharge
Based upon the hydrologic analyses described above, design discharges were selected that provide
frequent inundation of the adjacent floodplain.
The design discharges were selected based on the following rationale:
• The calculated bankfull discharge for the analog/reference reach and existing reaches fall
between the results of the VA and NC Regional Curves,
• The results of the 1.1 -year flood frequency analysis are slightly higher than the NC regional
curve (Doll et al., 2002), and
• Selecting design discharges lower than the 1.1 -year storm events reduces channel stress and
allows frequent inundation of the adjacent floodplain.
Typical Design Sections
Typical cross sections for riffles and pools are shown on the design plan sheets in Appendix A. The
cross-section dimensions were developed for the eight design reaches by using an in-house spreadsheet
described in Section 6.2 of this report. Typical pool sections include pools located on straight reaches
and pools on meander bends. The scaling factor is determined from the ratio of the design top width to
the reference top width (Table 10).
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Table 10. Scaling Factors for Sizing Planform Design Parameters
Reach
Drainage
Area (ac)
Proposed Bankfull
CSA (ft2)
Design
Topwidth (ft)
Analog Reach
Topwidth (ft)
Scaling
Factor
S 1-A
424
18.3
13.6
13.6
1.00
S2-13
71
5.9
7.4
13.6
0.54
S3-13
132
7.4
8.3
5.2
1.60
DTI -A
34
3.4
5.6
5.2
1.08
DTI -13
67
5.3
7.0
5.2
1.35
DT3-13 (US)
480
13.8
11.6
15.0
0.77
DT3-13 (DS)
549
15.8
12.6
15.0
0.84
DT4
100
7.4
8.3
5.2
1.60
Meander Pattern
The design plans showing the proposed channel alignment are provided in Appendix A. The meander
pattern was derived directly from the analog reach and was altered in some locations to provide
variability in pattern, to avoid on site constraints, to follow the valley pattern, and to make the channel
more constructible. The morphologic parameters summarized in the Appendix B were applied
wherever these deviations occurred.
Longitudinal Profiles
The design profiles are presented in Appendix A. These profiles extend throughout the entire project
for the proposed channel alignment. The profiles were designed using the analog reach bed features
that were sized with the scaling factors. The bed slopes and bankfull energy gradients were determined
for each design reach based on the existing valley slope and the sinuosity of the design reach. Log
structures will be utilized in the design to control grade, divert flows, and provide additional habitat
diversity and stability.
In -Stream Structures
Structures will be incorporated into the channel design to provide additional stability and improve
aquatic habitat. Native materials and vegetation will be used where available for revetments and grade
control structures where applicable. Offsite logs and stone will also be utilized where onsite material is
not available or appropriate.
Woody debris will be placed throughout the channel at locations and at a frequency that is similar to
those observed in the analog reaches. Woody habitat features installed will include dead brush, root
wads, brush toes, and log vanes. To provide additional bank stability, sod mats harvested on site will
be installed along stream banks during construction if and when feasible. Sod mats will only be
harvested and used if comprised of appropriate vegetation. The use of sod mats that include aggressive
turf grasses will be avoided. Sod mats are natural sections of vegetation taken from the banks when
they were cut during construction and are about nine inches thick. Before installation, proposed banks
are graded lower than specified to accommodate the thickness of the mat. The mats are placed on top
of the bank to act as a natural stabilizer of native species, and they grow much faster than the
combination of coir fiber matting and seeding. Other bank stability measures include the installation of
live stakes, log sills, brush toes, log vanes, and log toes. Typical details for proposed in -stream
structures and revetments are in Appendix A.
Sediment Transport Analysis
An erosion and sedimentation analysis was performed to confirm that the restoration design creates a
stable gravel bed channel that neither aggrades nor degrades over time. Typically, sediment transport
Dogtown Mitigation Plan November 2018
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is assessed to determine a stream's ability to move a specific grain size at specified flows. Various
sediment transport equations are applied when estimating entrainment for sand and gravel bed streams
found in the piedmont. The US Army Corps of Engineers (USACE) report, Stability Thresholds for
Stream Restoration Materials (Fischenich, 2001), was used to obtain permissible shear stresses and
velocities. Data found in this document was obtained from multiple sources using different testing
conditions. The following methods and published documents were utilized during the sediment
transport analysis:
• Permissible Shear Stress Approach, and
• Permissible Velocity Approach.
Shear Stress Approach
Shear stress is a commonly used tool for assessing channel stability. Allowable channel shear stresses
are a function of bed slope, channel shape, flows, bed material (shape, size, and gradation),
cohesiveness of bank materials, vegetative cover, and incoming sediment load. The shear stress
approach compares calculated shear stresses to those found in the literature.
Table 11. Comparison of Allowable and Proposed Shear Stresses
Reach
Proposed Bed Shear
Stress at Bankfull Stage
z
(lbs/ft)
Existing Critical Shear
Stress (lbs/ft)
Permissible Shear Stress'
Coarse Gravel Cobble
(lbs/ft') (lbs/ft')
Vegetation
(lbs/ft')
SI -A
0.62
0.20
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
S2-13
0.69
0.33
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
S3-13
0.75
0.51
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
DT 1-A
1.00
0.02
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
DTI -13
0.94
0.02
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
DT3-13 (US)
0.70
0.14
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
DT3-13 (DS)
0.85
0.14
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
DT4
0.64
0.26
0.33 to 0.67
0.67 to 2.0
0.7 to 1.7
'(Fischenich, 2001
Review of the above table shows that the proposed shear stresses for the Dogtown design reaches are
above the critical shear stress (shear stress required to initiate motion) of the existing channel materials.
Therefore, all proposed riffles will be supplemented with a substrate mix that has a critical shear stress
greater than the proposed bed shear stress at bankfull.
VelocityApproach
Published data are readily available that provide entrainment velocities for different bed and bank
materials. A comparison of calculated velocities to these permissible velocities is a simple method to
aid in the verification of channel stability. Table 12 compares the proposed velocities calculated using
Manning's equation with the permissible velocities.
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Table 12. Comparison of Allowable and Proposed Velocities
Reach
Manning's "n" Value
Design Velocity
(ft/s)
Bed Material
Permissible
Velocity
(ft/sec)
SI -A
0.05
2.6
Coarse gravel
2.5-6
S2 -B
0.05
2.6
Coarse gravel
2.5-6
S3 -B
0.05
2.6
Coarse gravel
2.5-6
DTI -A
0.05
2.9
Coarse gravel
2.5-6
DTI -B
0.05
2.9
Coarse gravel
2.5-6
DT3-B (US)
0.045
3.0
Coarse gravel
2.5-6
DT3-B (DS)
0.05
3.0
Coarse gravel
2.5-6
DT4
0.05
2.4
Coarse gravel
2.5-6
'(Fischenich, 2001)
Sediment Supply
In addition to the stability assessment, a qualitative analysis of sediment supply was performed by
characterizing watershed conditions. A combination of field reconnaissance and windshield surveys,
existing land use data, and historical aerial photography were analyzed to assess existing and past
watershed conditions to determine if any changes occurred that would significantly impact sediment
supply.
Observed degradation and aggradation along restoration reaches can be attributed to agricultural
practices adjacent to the channel and not watershed activities. Observations and assessments of reaches
upstream and in the preservation reaches show little signs of aggradation or degradation. This indicates
the reaches can effectively transport the sediment supplied by their respective watersheds. It is
anticipated that sediment supply from agricultural land adjacent to the project will decrease as buffers
are enhanced and widened, and flow from existing agricultural ditches is diffused before entering the
proposed channel. Therefore, a threshold channel design approach was used, which assumes minimal
movement (vertical or lateral migration) of the channel boundary during design flow conditions, and
that the channel is not sensitive to sediment supply. Additionally, grade controls have been integrated
throughout the design to provide vertical stability in the event scour should occur.
6.3 Vegetation and Planting Plan
Plant Community Restoration
The restoration of the plant communities is an important aspect of the restoration project. The selection
of plant species is based on species present in the forest surrounding the restoration site, and what is
typically native to the area. Several sources of information were used to determine the most appropriate
species for the restoration project. A Piedmont Alluvial Forest will be the target community type for
the Project. The target community is defined by Schafale and Weakley (2012). A search on the NC
NHP GIS Database found a record of the target community just a mile downstream on the floodplain
of Lyle Creek.
This target community will be used for the planting areas within the project, shown in Appendix A.
The plant species list has been developed and can be found in Table 13. Species with high dispersal
rates are not included because of local occurrence, adjacent seed sources, and the high potential for
natural regeneration. The high dispersal species include red maple and sweetgum.
Dogtown Mitigation Plan November 2018
29

The restoration of plant communities along the Project will provide stabilization and diversity. For
rapid stabilization of the stream banks (primarily outside meanders), black willow (Salix nigra) and
eastern cottonwood (Populus deltoides) and were chosen for live stakes along the restored channel
because of their rapid growth patterns and high success rates. Willows and cottonwoods grow at a faster
rate than the species planted around them, and they stabilize the stream banks. They will also be quicker
to contribute organic matter to the channel. The live stake species will be planted along the outside of
the meander bends three feet from the top of bank, creating a three-foot section along the top of bank.
The live stakes will be spaced one per linear foot with alternate spacing vertically.
Table 13. Proposed Plant List
Bare Root Planting Tree Species
Species
Common Name
Spacing
(ft)
Unit Type
% of Total Species
Composition
Platanus occidentalis
American sycamore
9x6
Bare Root
15
Quercus phellos
Willow oak
9x6
Bare Root
15
Betula nigra
River birch
9x6
Bare Root
15
Fraxinus pennsylvanica
Green ash
9x6
Bare Root
15
Liriodendron tulipifera
Tuliptree
9x6
Bare Root
10
Celtis laevigata
Sugarberry
9x6
Bare Root
10
Quercus michauxii
Swamp chestnut oak
9x6
Bare Root
10
Quercus rubra
Northern red oak
9x6
Bare Root
10
PAF, Piedmont Alluvial Forest
Live Staking and Live Cuttings Bundle Tree Species
Species Common Name % of Total Species Composition
Salix nigra Black willow 60
Populus deltoids Eastern cottonwood 40
On Site Invasive Species Management
Treatment for invasive species will be required within all grading limits associated with stream
restoration. Invasive species will require different and multiple treatment methods, depending on plant
phenology and the location of the species being treated. All treatment will be conducted as to maximize
its effectiveness and reduce chances of detriment to surrounding native vegetation. Treatment methods
will include mechanical (cutting with loppers, clippers, or chain saw) and chemical (foliar spray, cut
stump, and hack and squirt techniques). Plants containing mature, viable seeds will be removed from
the Project and properly disposed. All herbicide applicators will be supervised by a certified ground
pesticide applicator with a North Carolina Department of Agriculture and Consumer Services
(NCDA&CS) license and adhere to all legal and safety requirements according to herbicide labels, and
NC and Federal laws. Management records will be kept on the plant species treated, type of treatment
employed, type of herbicide used, application technique, and herbicide concentration and quantities
used. These records will be included in all reporting documents.
Annual monitoring and semi-annual site visits will be conducted to assess the condition of the finished
project. These site inspections may identify the presence of invasive vegetation. RES will treat invasive
Dogtown Mitigation Plan November 2018
30

species vegetation within the project area and provide remedial action on a case-by-case basis. Common
invasive species vegetation, such as Chinese privet (Ligustrum sinense), multiflora rose (Rosa
multiflora), and Japanese honeysuckle (Lonicera japonica), will be treated to allow native plants to
become established within the conservation easement. If areas of invasive species exist within the
easement, they will be monitored yearly as part of the monitoring protocol and treated if they are
negatively affecting planted trees. If required, problem areas will continue to be treated until the project
easement shows overall trending towards meeting all monitoring requirements.
Soil Restoration
After construction activities, the subsoil will be scarified and any compaction will be deep tilled before
the topsoil is placed back over the Project. Any topsoil that is removed during construction will be
stockpiled and placed over the Project during final soil preparation. This process should provide
favorable soil conditions for plant growth. Rapid establishment of vegetation will provide natural
stabilization for the Project.
6.4 Mitigation Summary
The Project is comprised of Bakers Creek and seven of its tributaries; all of which are functioning at
different levels. Natural channel design techniques have been used to develop the restoration designs
described in this plan. The original design parameters were developed from the measured
analog/reference reach data and applied to the subject streams based on site specific impairments and
watershed stressors. The parameters were then analyzed and adjusted through an iterative process using
analytical tools and numerical simulations of fluvial processes. The designs presented in this report
provide for the restoration of natural Piedmont cobble/gravel-bed channel features and stream bed
diversity to improve benthic habitat. The proposed design will allow flows that exceed the design
bankfull stage to spread out over the floodplain reducing channel stress and providing a nutrient sink
from upstream sources. A large portion of the existing stream will be filled using material excavated
from the restoration channel; however, many segments will be left partially filled to provide habitat
diversity, nutrient removal, and ground water recharge. Native material will be installed throughout the
restored reach to reduce bank stress, provide grade control, and increase habitat diversity.
Forested riparian buffers of at least 50 feet on both sides of the channel will be established along the
project reaches with many buffers being greater than 50 feet. An appropriate riparian plant community
will be planted to reestablish a diverse mix of species within the Project. The plant species list has been
developed and can be found in Table 13. Although there is one planting zone, certain targeted species
will be planted in the appropriate target community location.
Due to the nature of the project, complete avoidance of stream and wetland impacts is not possible.
Proposed stream impacts, including stream relocation and culverts, will be replaced on site. Wetland
impacts associated with restoration and enhancement efforts will only temporarily impact wetlands and
will provide an overall increase in wetland function with the addition of native trees and shrubs along
the stream banks, and restored hydrology. All stream impacts will be accounted for in the Pre -
Construction Notification (PCN) form.
6.5 Determination of Credits
Mitigation credits presented in Table 14 are projections based upon site design (Figures 10a & b).
Upon completion of site construction, the project components and credits data will only be revised to
be consistent with the as -built condition if there is a large discrepancy. Any deviation from the
mitigation plan post approval, including adjustments to credits, will require a request for modification.
This will be approved by the USACE.
Dogtown Mitigation Plan November 2018
31

Table 14. Mitigation Credits
*SMUs are adjusted in accordance with Section XI(C)- "Wilmington District Stream Buffer Credit Calculator", supplied to
Providers in the January 2018, from the USACE. A detailed description of the methodology and calculations is described
below and in Figure(s) 11.
Dogtown Mitigation Plan November 2018
32
The Do town Site Mitigation Credits
Mitigation Credits
Warm Stream
Riparian
Wetland
Non -Riparian
Wetland
Totals
8,656
NA
NA
Reach
Mitigation
Type
Proposed Stationing
Existing
Length
(LF)
Proposed
Length
(LF)
Mitigation
Ratio
SMUs
Bakers
Creek
Enhancement II
46+85
to
49+90
305
305
1: 2.5
122
Enhancement II
50+20
to
59+30
910
910
1: 2.5
364
S1 -A
Restoration
0+65
to
10+99
1,034
1,034
1:1.0
1,034
Sl -B
Enhancement II
11+65
to
17+03
538
538
1: 2.5
215
S2 -A
Enhancement III
0+43
to
4+50
407
407
1: 10
41
S2 -B
Restoration
4+50
to
11+19
721
669
1:1.0
669
Restoration
12+09
to
14+09
150
201
1:1.0
201
S3 -A
Enhancement I
0+67
to
4+50
383
383
1: 1.5
255
S3 -B
Restoration
4+50
to
10+45
573
595
1:1.0
595
Restoration
11+05
to
13+11
190
206
1:1.0
206
Enhancement II
13+11
to
14+65
153
153
1: 2.5
61
DTl-A
Restoration
0+0
to
5+96
541
596
1:1.0
596
Restoration
9+45
to
9+79
11
34
1:1.0
34
DTI -B
Restoration
9+79
to
19+17
902
938
1:1.0
938
Restoration
19+77
to
22+14
225
237
1:1.0
237
DT2
Enhancement I
0+61
to
6+35
592
575
1: 1.5
383
DT3-A
Preservation
0+0
to
7+61
761
761
1:10.0
76
DT3-B
Restoration
7+61
to
15+64
823
803
1:1.0
803
Restoration
18+38
to
23+27
448
489
1:1.0
489
Enhancement II
23+27
to
24+02
74
75
1: 2.5
30
DT4
Restoration
1+91
to
14+07
1,038
1,216
1:1.0
1,216
Enhancement II
14+07
to
16+53
244
247
1: 2.5
99
Totals
11,023
11,370
8,664
Non -Standard Buffer Width Net Adjustment*
-8
Total Adjusted SMUs
8,656
*SMUs are adjusted in accordance with Section XI(C)- "Wilmington District Stream Buffer Credit Calculator", supplied to
Providers in the January 2018, from the USACE. A detailed description of the methodology and calculations is described
below and in Figure(s) 11.
Dogtown Mitigation Plan November 2018
32

6.6 Credit Calculations for Non -Standard Buffer Widths
Buffer measurements for additional credit were made horizontally, beginning from the edge of the
wetted perimeter and extending to easement boundary. Due to the minimum required widths, additional
credit was not generated until a stream is at least 50 feet inside the edge of the buffer. Table 15 describes
the adjustments in stream credit based on buffer widths. Areas within the project that are being used to
generate additional credit are solely being used for the generation of stream mitigation credits and will
not be used for the generation of any other credit type (i.e., the same square foot of buffer cannot be
used to generate wetland credit, nutrient offset credits or state buffer credits).
Table 15. Stream Mitigation Credit Adjustments for Non-standard Buffer Widths
Mountain Counties
Piedmont and Coastal Plain Counties
Buffer Width
Adjustment to
Stream Credit
Buffer Width
Adjustment to Stream
Credit
Less than 15 feet
-100%
Less than 15 feet
-100%
15 to < 20 feet
-50%
15 to < 20 feet
-50%
20 to < 25 feet
-30%
20 to < 25 feet
-40%
25 to < 30 feet
-15%
25 to < 30 feet
-30%
30 to < 50 feet
0%
30 to <35 feet
-20%
50 to < 75 feet
9%
35 to < 40 feet
-15%
75 to < 100 feet
16%
40 to < 45 feet
-10%
100 to < 125 feet
22%
45 to < 50 feet
-5%
125 to < 150 feet
27%
50 to < 75 feet
0%
150 feet or Greater
30%
75 to < 100 feet
7%
100 to < 125 feet
12%
125 to < 150 feet
16%
150 feet or greater
20%
In order to calculate credit adjustments, the Wilmington District Stream Buffer Credit Calculator from
the USACE in January 2018 was utilized. To perform this calculation GIS analysis was performed to
determine the area (in square feet) of ideal buffer zones and actual buffer zones around all streams
within the project. Minimum standard buffer widths are measured from the top of bank (50 feet in
Piedmont and Coastal Plain counties or 30 feet in mountain counties) and do not generate additional
credit. The ideal buffers are the maximum potential size (in square feet) of each buffer zone measured
around all creditable stream reaches, calculated using GIS, including areas outside of the easement. The
actual buffer is the square feet in each buffer zone, as measured by GIS, excluding non -forested areas,
all other credit type (e.g., wetland, nutrient offset, buffer), easement exceptions, open water, areas
failing to meet the vegetation performance standard, etc. Additional credit is given to 150 feet in buffer
width, so areas within the easement that are more than 150 feet from creditable streams should were
not included in this measurement. Non -creditable stream reaches within the easement are removed prior
to calculating this area with GIS (for both ideal and actual). The stream lengths, mitigation type, ideal
buffer, and actual buffer are all entered into the calculator. This is data is processed, and the resulting
credit amounts are totaled for the whole project (Table 14, Figure 11, Appendix B)
Dogtown Mitigation Plan November 2018
33

7 PERFORMANCE STANDARDS
The success criteria for the Project will follow accepted and approved success criteria presented in the
2016 USACE Wilmington District Stream and Wetland Compensatory Mitigation Update and
subsequent agency guidance. Specific success criteria components are presented below.
7.1 Stream Restoration Success Criteria
Bankfull Events
Four bankf ill flow events must be documented within the seven-year monitoring period. The bankfull
events must occur in separate years. Otherwise, the stream monitoring will continue until four bankfull
events have been documented in separate years. Crest gauges will be installed on S1 -A. S2 -B, S3 -B,
DT3-13, DT1-B, DT2, and DT4.
Cross Sections
There should be little change in as -built cross sections. If changes do take place, they should be
evaluated to determine if they represent a movement toward a less stable condition (for example down -
cutting or erosion), or are minor changes that represent an increase in stability (for example settling,
vegetative changes, deposition along the banks, or decrease in width/depth ratio). Cross sections shall
be classified using the Rosgen stream classification method, and all monitored cross sections should
fall within the quantitative parameters defined for channels of the design stream type. For C/E channels,
bank height ratio shall not exceed 1.2, and the entrenchment ratio shall be no less than 2.2 within
restored reaches. For B channels, bank height ratio shall not exceed 1.2, and the entrenchment ratio
shall be no less than 1.4 within restored reaches. Channel stability should be demonstrated through a
minimum of four bankfull events documented in the seven-year monitoring period.
Digital Image Stations
Digital images will be used to subjectively evaluate channel aggradation or degradation, bank erosion,
success of riparian vegetation, and effectiveness of erosion control measures. Longitudinal images
should not indicate the absence of developing bars within the channel or an excessive increase in
channel depth. Lateral images should not indicate excessive erosion or continuing degradation of the
banks over time. A series of images over time should indicate successional maturation of riparian
vegetation.
Surface Flow
Stream restoration reaches will be monitored to document intermittent or seasonal surface flow. This
will be accomplished through direct observation and the use of stream gauge transducers with data
loggers. Reaches must demonstrate a minimum of 30 consecutive days of flow. One flow gauge will
be installed on DT2.
7.2 Vegetation Success Criteria
Specific and measurable success criteria for plant density within the riparian buffers on the Project
will follow IRT Guidance. The interim measures of vegetative success for the Project will be the
survival of at least 320 planted three-year old trees per acre at the end of Year 3, five-year old trees at
seven feet in height at the end of Year 5, and the final vegetative success criteria will be 210 trees per
acre with an average height of 10 feet at the end of Year 7. Volunteer trees will be counted, identified
to species, and included in the yearly monitoring reports, but will not be counted towards the success
criteria of total planted stems. Moreover, any single species can only account for up to 50 percent of
the required number of stems within any vegetation plot. Any stems in excess of 50 percent will be
shown in the monitoring table, but will not be used to demonstrate success.
Dogtown Mitigation Plan November 2018
34

8 MONITORING PLAN
Annual monitoring data will be reported using the NCIRT monitoring template. The monitoring report
shall provide a project data chronology that will facilitate an understanding of project status and trends,
research purposes, and assist in decision making regarding project close-out. Monitoring reports will
be prepared annually and submitted to the USACE. Monitoring of the Project will adhere to metrics
and performance standards established by the USACE's April 2003 Wilmington District Stream
Mitigation Guidelines and the NC IRT's October 2016 Wilmington District Stream and Wetland
Compensatory Mitigation Update. Table 16 outlines the links between project goals, objectives, and
treatments and their associated monitoring metrics and performance standards within the context of
functional uplift based on the Stream Functions Pyramid Framework.
8.1 As -Built Survey
An as -built survey will be conducted following construction to document channel size, condition, and
location. The survey will include a complete profile of thalweg, water surface, bankfull, and top of bank
to compare with future geomorphic data. Longitudinal profiles will not be required in annual
monitoring reports unless requested by USACE. Stream channel stationing will be marked with stakes
placed near the top of bank every 200 feet.
8.2 Visual Monitoring
Visual monitoring of all mitigation areas will be conducted a minimum of twice per monitoring year
by qualified individuals. The visual assessments will include vegetation density, vigor, invasive species,
and easement encroachments. Visual assessments of stream stability will include a complete
streamwalk and structure inspection. Digital images will be taken at fixed representative locations to
record each monitoring event, as well as any noted problem areas or areas of concern. Results of visual
monitoring will be presented in a plan view exhibit with a brief description of problem areas and digital
images. Photographs will be used to subjectively evaluate channel aggradation or degradation, bank
erosion, success of riparian vegetation, and effectiveness of erosion control measures. Longitudinal
photos should indicate the absence of developing bars within the channel or an excessive increase in
channel depth. Lateral photos should not indicate excessive erosion or continuing degradation of the
banks over time. A series of photos over time should indicate successional maturation of riparian
vegetation.
8.3 Hydrology Events
Crest gauges will be installed to document the occurrence of bankfull events. A minimum of one gauge
will be installed on each tributary that is greater than 1,000 feet in length, with one gauge required for
every 5,000 feet of length on each tributary and a maximum of five gauges per tributary. Reaches with
Priority 1 Restoration (designed to reconnect the stream to its floodplain), gauges will be capable of
tracking the frequency and duration of overbank events. Where restoration or enhancement activities
are proposed for intermittent streams, monitoring gauges should be installed to track the frequency and
duration of stream flow events.
8.4 Cross Sections
Permanent cross sections will be installed at a minimum of one per 20 bankfull widths with half in
pools and half in riffle on all Restoration and Enhancement I reaches. All cross section measurements
will include bank height ratio and entrenchment ratio. Cross sections will be monitored in Years 1, 2,
3, 5, and 7. There should be little change in as -built cross sections. If changes do take place, they should
be evaluated to determine if they represent movement toward a less stable condition (for example down-
Dogtown Mitigation Plan November 2018
35

cutting or erosion), or are minor changes that represent an increase in stability (for example settling,
vegetative changes, deposition along the banks, or decrease in width/depth ratio).
8.5 Vegetation Monitoring
Vegetation monitoring plots will be a minimum of 0.02 acres in size and cover a minimum of two
percent of the planted area. There will be 25 plots within the planted area (30.88 acres). Plots will be a
mixture of fixed and random plots, with 20 fixed plots and five random plots. Planted area indicates all
area in the easement that will be planted with trees. Existing wooded areas are not included in the
planted area. The following data will be recorded for all trees in the fixed plots: species, height, planting
date (or volunteer), and grid location. For random plots, species and height will be recorded for all
woody stems. The location (GPS coordinates and orientation) of the random plots will be identified in
the annual monitoring reports. 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
July 1st and leaf drop. Invasive and noxious species will be monitored so that none become dominant
or alter the desired community structure of the Project. If necessary, RES will develop a species-specific
treatment plan.
$,6 Scheduling/Reporting
A baseline monitoring report and as -built drawings documenting stream restoration activities will be
developed within 60 days of the planting completion on the Project. The report will include all
information required by IRT mitigation plan guidelines, including elevations, photographs and
sampling plot locations, gauge locations, and a description of initial species composition by community
type. The report will also include a list of the species planted and the associated densities. Baseline
vegetation monitoring will include species, height, date of planting, and grid location of each stem. The
baseline report will follow USACE guidelines.
The monitoring program will be implemented to document system development and progress toward
achieving the success criteria. The restored stream morphology will be assessed to determine the
success of the mitigation. The monitoring program will be undertaken for seven years or until the final
success criteria are achieved, whichever is longer.
Monitoring reports will be prepared in the fall of each year of monitoring and submitted to the IRT.
The monitoring reports will include all information, and be in the format required by USACE.
Dogtown Mitigation Plan November 2018
36

Table 16. Monitoring Requirements
Level
Goal
Treatment
Outcome
Monitoring Metric
Performance Standard
To transport
Convert land -use of
Improve the
water from the
Project reaches from
transport of water
1 c
watershed to
pasture to riparian
from the watershed
NA
NA
a
the channel in a
forest
to the Project
x
non-erosive
reaches in a non -
manner
erosive way
Crest gauges and/or
Four bankfull events occurring in
Reduce bank height
Improve flood
pressure transducers:
p
separate ears
At least 30 days of continuous flow
To transport
ratios and increase
bank connectivity
Inspected semiannually
each
each year
ratio shall be no
2
water in a
entrenchment ratios
by
b reducing bank
y g
height
�
stable non-
reconstructing
ratios and
less than 1.4 within restored
�?
erosive manner
channels to mimic
increase
Cross sections: Surveyed
reaches for B channels and no less than
reference reach
entrenchment
in
2.2 for C/E channels
conditions
ratios
years 1, 2, 3, 5 and 7
Bank height ratio shall not exceed 1.2
As -built stream profile
NA
Reduce erosion
Cross sections: Surveyed
Entrenchment ratio shall be no
Establish a riparian
rates and channel
less than 1.4 within restored
To create a
buffer to reduce
erosion and sediment
stability to
reference reach
in
years 1, 2, 3, 5 and 7
reaches for B channels and no less than
o
diverse
2.2 for C/E channels
bedform
transport into project ect
p p
conditions
Bank height ratio shall not exceed
3 ,y
streams. Establish
Improve bedform
Visual monitoring
1.2
c
z
To achieve
stable banks with
diversity (pool
Identify and document significant
d
dynamic
livestakes, erosion
spacing, percent
Visual monitoring:
stream problem areas; i.e.
C�
equilibrium
control matting, and
riffles, etc.
Performed at least
erosion, degradation,
other in stream
semiannually
structures.
Increase buffer
a adation, etc.
Vegetation plots:
MY 1-3: 320 trees/acre
width to 50 feet
Surveyed in
MY 5: 260 trees/acre (7 ft. tall)
ears 1, 2, 3, 5 and 7
MY 7: 210 trees/acre 10 ft. tall
_
To achieve
Improve stream
Vegetation plots:
MY 1-3: 320 trees/acre
appropriate
levels for water
t m erature
p
Surveyed in
years 1, 2, 3 5 and 7
MY 5: 260 trees/acre (7 ft. tall)
temperature,
regulation through
(indirect measurement)
MY 7: 210 trees/acre (10 ft. tall)
ti
dissolved
introduction of
oxygen
Exclude livestock
canopy
from riparian areas
m
4
concentration
and other
with exclusion fence,
Decrease nutrient
Visual assessment of
c
y
important
p
and plant a riparian
p p
loading through
filtration lanted
conservation signage:
Inspect easement signage.
nutrients
buffer
of p
Performed at least
Identify and document any
a
including but
riparian buffer, and
removing livestock
semiannually
easement issues
not limited to
from the riparian
(indirect measurement)
Nitrogen and
areas
Phosphorus
To achieve
Improve aquatic
functionality in
habitat through the
*
levels 1-4 to
Plant a riparian
p
installation of
Visual monitoring of in-
Identify and document significant
a
o
support the life
buffer, install habitat
habitat features
stream habitat features:
stream problem areas; i.e.
5 1
o
histories of
features, and
construction of
Performed at least
degradation, aggradation,
aquatic and
construct pools of
pools at varying
semiannually
stressed or failed structures, etc.
riparian plants
varying depths
depths, and
(indirect measurement)
and animals
planting the
riparian buffer
° These categories are measured indirectly; *These categories are not quantifiably measured
Dogtown Mitigation Plan November 2018
37

9 ADAPTIVE MANAGEMENT PLAN
Upon completion of Project construction, RES will implement the post -construction monitoring
protocols previously defined in this document. Project maintenance will be performed as described
previously in this document. If, during the course of annual monitoring, it is determined that the
Project's ability to achieve performance standards are jeopardized, RES will notify the USACE of the
need to develop a Plan of Corrective Action. Once the Corrective Action Plan is prepared and finalized
RES will:
1. Notify the USACE as required by the Nationwide 27 permit general conditions.
2. Revise performance standards, maintenance requirements, and monitoring requirements as
necessary and/or required by the USACE.
3. Obtain other permits as necessary.
4. Prepare Corrective Action Plan for review and approval by IRT.
5. Implement the Corrective Action Plan.
6. Provide the IRT a Record Drawing of Corrective Actions. This document shall depict the extent
and nature of the work performed.
Dogtown Mitigation Plan November 2018
38

10 LONG-TERM MANAGEMENT PLAN
Upon approval of the Project by the IRT, the Project will be transferred to Unique Places to Save
(UP2S):
Unique Places to Save
[phone]
PO Box 1183
Chapel Hill, NC 27514
[e-mail]
This party shall serve as conservation easement holder and long-term steward for the property and will
conduct periodic inspection of the site to ensure that restrictions required in the conservation easement
are upheld. Funding will be supplied by the responsible party on a yearly basis until such time an
endowment is established. Interest gained by the endowment fund may be used for the purpose of
stewardship, monitoring, stewardship administration, and land transaction costs, if applicable. UP2S
will be responsible for periodic inspection of the site to ensure that restrictions required in the
Conservation Easement or the deed restriction document(s) are upheld. Easements will be stewarded in
general accordance with the guidelines published by the National Land Trust Alliance. Specific
responsibilities include:
• Monitoring of site is conducted on an annual basis.
• An on-site inspection is conducted once per year.
• Visits to the site are coordinated with landowner when possible.
• Annual monitoring reports are sent to the landowner when possible.
• Signage for the easement boundary is maintained and replaced as necessary.
• Violations and potential violations of the conservation easement deed are promptly
communicated to the landowner.
A model conservation easement and engagement letter from UP2S are included in Appendix C. The
engagement letter includes itemized annual cost accounting of long-term management, total amount of
funding, and the manner in which the funding will be provided.
UP2S will periodically install signage as needed to identify boundary markings as needed. The cattle
will be removed from the property and the conservation easement will state that any livestock are to be
excluded from the conservation easement. Any future fencing or permanent crossings will be the
responsibility of the landowner to maintain.
Dogtown Mitigation Plan November 2018
39

11 CREDIT RELEASE SCHEDULE
All credit releases will be based on the total credit generated as reported in the approved mitigation
plan of the site. Under no circumstances shall any mitigation project be debited until the necessary DA
authorization has been received for its construction or the District Engineer (DE) has otherwise
provided written approval for the project in the case where no DA authorization is required for
construction of the mitigation project. The DE, in consultation with the IRT, will determine if
performance standards have been satisfied sufficiently to meet the requirements of the release schedules
below. In cases where some performance standards have not been met, credits may still be released
depending on the specifics of the case. Monitoring may be required to restart or be extended, depending
on the extent to which the site fails to meet the specified performance standard. The release of Project
credits will be subject to the criteria described in Table 17.
11.1 Initial Allocation of Released Credits
The initial allocation of released credits, as specified in the mitigation plan can be released by the IRT
with 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) Mitigation site must be secured;
d) Delivery of financial assurances;
e) Recordation of the long-term protection mechanism and title opinion acceptable to the USACE;
f) Issuance of the 404 -permit verification for construction of the site, if required.
11.2 Subsequent Credit Releases
The second credit release will occur after the completion of implementation of the Mitigation Plan and
IRT approval of the Baseline Monitoring Report and As -built Survey. 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. As projects approach milestones associated with credit
release, the Sponsor 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.
Table 17. Stream Credit Release Schedule
Release
Credit Release Activity
Interim
Total Released
Milestone
Release
1
Site Establishment (includes all required criteria
15%
15%
stated above
2
Baseline Monitoring Report and As -built Survey
15%
30%
3
First year monitoring report demonstrates
10%
40%
performance standards are being met.
4
Second year monitoring report demonstrates
10%
50%
performance standards are being met.
5
Third year monitoring report demonstrates
10%
60%
performance standards are being met.
6
Fourth year monitoring report demonstrates
5%
65%
performance standards are being met.
(75%**)
Fifth year monitoring report demonstrates
o
10%
75%
performance standards are beingmet.
85%**
Dogtown Mitigation Plan November 2018
40

Release
Milestone
Credit Release Activity
Interim
Release
Total Released
8
Sixth year monitoring report demonstrates
5%
80%
performance standards are being met.
(90%**)
Seventh year monitoring report demonstrates
90%
9
performance standards are being met, and project
10%
(100%**)
has received close-out approval.
**10% reserve of credits to be held back until the bankfull event performance standard has been met.
Dogtown Mitigation Plan November 2018
41

12 MAINTENANCE PLAN
The Project will be monitored on a regular basis and a physical inspection will be conducted a minimum
of once per year throughout the post construction monitoring period until performance standards are
met. These site inspections may identify site components and features that require routine maintenance.
Routine maintenance should be expected most often in the first two years following site construction
and may include the following:
Table 18. Maintenance Plan
Component/Feature
Maintenance through project close-out
Stream
Routine channel maintenance and repair activities may include chinking of
in -stream structures to prevent piping, securing of loose coir matting, and
supplemental installations of live stakes and other target vegetation along the
channel. Areas where stormwater and floodplain flows intercept the channel
may also require maintenance to prevent bank failures and head -cutting.
Stream maintenance activities will be documented and reported in annual
monitoring reports. Stream maintenance will continue through the
monitoring eriod.
Vegetation
Vegetation shall be maintained to ensure the health and vigor of the targeted
plant community. Routine vegetation maintenance and repair activities may
include supplemental planting, pruning, mulching, and fertilizing. Exotic
invasive plant species shall be treated by mechanical and/or chemical
methods. Any vegetation control requiring herbicide application will be
performed in accordance with NC Department of Agriculture (NCDA) rules
and regulations. Vegetation maintenance activities will be documented and
reported in annual monitoring reports. Vegetation maintenance will continue
through the monitoring period.
Site Boundary
Site boundaries shall be identified in the field to ensure clear distinction
between the mitigation site and adjacent properties. Boundaries will be
marked with signs identifying the property as a mitigation site, and will
include the name of the long-term steward and a contact number. Boundaries
may be identified by fence, marker, bollard, post, tree -blazing, or other means
as allowed by site conditions and/or conservation easement. Boundary
markers disturbed, damaged, or destroyed will be repaired and/or replaced on
an as -needed basis. Easement monitoring and staking/signage maintenance
will continue in perpetuity as a stewardship activity.
Road Crossing
Road crossings within the site may be maintained only as allowed by
Conservation Easement or existing easement, deed restrictions, rights of way,
or corridor agreements. Crossings in easement breaks are the responsibility
of the landowner to maintain.
Livestock Fencing
Livestock fencing is to be placed outside the easement limits. Maintenance
of any fencing is the responsibility of the landowner.
Beaver
Routine site visits and monitoring will be used to determine if beaver
management is needed. If beaver activity poses a threat to project stability or
vegetative success, RES will trap beavers and remove impoundments as
needed. All beaver management activities will be documented and included
in annual monitoring reports. Beaver monitoring and management will
continue through the monitoring period.
Dogtown Mitigation Plan November 2018
42

13 FINANCIAL ASSURANCES
CONFIDENTIAL
The Sponsor will provide financial assurances in the form of a $978,000 Construction Performance
Bond to the USACE to assure completion of mitigation construction and planting. Construction and
planting costs are estimated to be at or below $978,000 based on the Engineer's construction materials
estimate and recent bid tabulation unit costs for construction materials. Following completion of
construction and planting the Construction Performance Bond will be retired and a $217,000
Monitoring Performance Bond will be provided to assure completion of seven years of monitoring and
reporting, and any remedial work required during the monitoring period. The $217,000 amount includes
contingency and estimated monitoring costs from the Engineer. The Monitoring Performance Bond
will be reduced by $31,000 following approval of each annual monitoring report. The Monitoring
Performance Bond will be retired in total following official notice of site close-out from the IRT.
Financial assurances shall be payable to a standby trust or other designee at the direction of the obligee.
Financial assurances structured to provide funds to the USACE in the event of default by the Bank
Sponsor are not acceptable. A financial assurance must be in the form that ensures that the USACE
receives notification at least 120 days in advance of any termination or revocation. The Performance
Bonds will be provided by a surety listed with the U.S. Treasury and has an A.M. Best Rating of B or
above. All Performance Bonds will be submitted to the USACE in draft form for approval prior to
execution. In the event of Sponsor default, UP2S has agreed to receive the funds and ensure the work
is successfully completed.
Table 19. Financial Assurances
Construction Costs
General (e.g. mobilization, erosion control, etc.
$126,000
Sitework
$207,000
Structures (e.. ditch plugs, logs, rocks, coir, etc.)
$403,000
Crossings
$65,000
Vegetation/Seeding
$121,000
Miscellaneous/Admin Fees
$56,000
Total
$978,000
onitoring Costs
Annual Monitoring and Reports
$105,000
Maintenance and Contingency
$112,000
Total
$217,000
Dogtown Mitigation Plan November 2018
43

14 REFERENCES
Chow, Ven Te. 1959. Open -Channel Hydraulics, McGraw-Hill, New York.
Cowardin, L.M., V. Carter, F.C. Golet and E.T. LaRoe. 1979. Classification of Wetlands and
Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Office of Biological
Services, FWS/OBS-79/31. U.S. Department of the Interior, Washington, DC.
Dalrymple, T. 1960. Flood Frequency Analyses. U.S. Geological Survey Water Supply Paper 1543-
A.
Doll, B.A., D.E. Wise -Frederick, C.M. Buckner, S.D. Wilkerson, W.A. Harman, R.E. Smith and J.
Spooner. 2002. Hydraulic Geometry Relationships for Urban Streams throughout the
Piedmont of North Carolina. Journal of the American water Resource Association. 38(3):641-
651.
Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual,
Technical Report Y-87-1. U.S. Army Engineer Waterways Experiment Station, Vicksburg,
Mississippi.
Fischenich, C. 2001. "Stability thresholds for stream restoration materials." ERDC Technical Note
No. EMRRP-SR-29, U.S. Army Engineer Research and Development Center, Vicksburg,
Miss.
Fischenich, J.C., 2006. Functional Objectives for Stream Restoration, EMRRP Technical Notes
Collection (ERDC TN-EMRRP-SR-52), US Army Engineer Research and Development
Center, Vicksburg, Mississippi. (available online at
htip:Hel.erdc.usace.qmy.mil/elpubs/Tdf�/sr52.pdf)
Harman, W.H. 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, C. Miller. 2012. A Function -
Based Framework for Stream Assessment and Restoration Projects. US Environmental
Protection Agency, Office of Wetlands, Oceans, and Watersheds, Washington, DC EPA 843-
K-12-006.
Johnson PA. 2006. Assessing stream channel stability at bridges in physiographic regions. U.S.
Department of Transportation. Federal Highway Administration. Report Number FHWA-
HRT-05-072.
LeGrand, H.E., Jr. and S.P. Hall, eds. 1999. Natural Heritage Program List of the Rare Animal
Species of North Carolina. North Carolina Natural Heritage Program, Division of Parks and
Recreation, North Carolina Department of Environment and Natural Resources. Raleigh,
North Carolina.
Lotspeich, R.R., 2009, Regional curves of bankfull channel geometry for non -urban streams in the
Piedmont Physiographic Province, Virginia: U.S. Geological Survey Scientific Investigations
Report 2009-5206, 51 p.
Dogtown Mitigation Plan November 2018
44

NCDENR 2012a. "Water Quality Stream Classifications for Streams in North Carolina." Water
Quality htip://portal.ncdenr.org/web/wq/home. (February 2012).
NCDENR 2012b. "2012 North Carolina 303(d) Lists -Category 5." Water Quality Section.
http://portal.ncdenr.ora/web/wq/home. (August 2012).
NCDWQ (North Carolina Division of Water Quality). 2011. A Guide to Surface Freshwater
Classifications in North Carolina. Raleigh. http://portal.ncdenr.or-/c/document_librar/
get file?p 1 id=1169848&folder1d=2209568&name=DLFE-35732.pdf; accessed October 2017.
North Carolina Ecosystem Enhancement Program (NCEEP). "Catawba River Basin Restoration
Priorities 2013."
Radford, A.E., H.E. Ahles and F.R. Bell. 1968. Manual of the Vascular Flora of the Carolinas. The
University of North Carolina Press, Chapel Hill, North Carolina.
Rosgen, D. (1996), Applied River Morphology, 2"d edition, Wildland Hydrology, Pagosa Springs, CO
Schafale, M.P. and A.S. Weakley. 2012. Guide to the Natural Communities of North Carolina, Fourth
Approximation. North Carolina Natural Heritage Program, Division of Parks and Recreation,
NCDENR, Raleigh, NC.
US Army Corps of Engineers (USAGE), 2002. Regulatory Guidance Letter. RGL No. 02-2,
December 24, 2002.
USACE. 2003. April 2003 NC Stream Mitigation Guidelines.
USACE. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual:
Atlantic and Gulf Coastal Plain Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and
C. V. Noble. ERDC/EL TR -10-20. Vicksburg, MS: U.S. Army Engineer Research and
Development Center.
USACE. 2018. Wilmington District Stream Buffer Credit Calculator.
USACE. 2016. Wilmington District Stream and Wetland Compensatory Mitigation Update.
United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS).
1986. Urban Hydrology for Small Watersheds. Technical Release 55.
USDA NRCS. 2007. Stream Restoration Design Handbook (NEH 654), USDA
USDANRCS. 2007. Soil Survey of Catawba County, North Carolina.
USDA NRCS. 2010. Field Indicators of Hydric Soils in the United States, Version 7.0. L.M. Vasilas,
G.W. Hurt, and C.V. Noble (eds.). USDA, NRCS, in cooperation with the National Technical
Committee for Hydric Soils.
USDA NRCS. Web Soil Survey; http://websoilsurvey.nres.usda.gov (October 2017).
Dogtown Mitigation Plan November 2018
45

United States Environmental Protection Agency (USEPA). 1999. EPA Manual. Quantifying Physical
Habitat in Wadeable Streams.
United States Fish and Wildlife Service. "Threatened and Endangered Species in North Carolina."
North Carolina Ecological Services. http://www.fws.,gov/raleigh/. (September 2014).
Dogtown Mitigation Plan November 2018
46

Figures List
Figure 1—
Vicinity Map
Figure 2
— USGS Map
Figure 3
— Landowner Map
Figure 4
— Land -use Map
Figure 5
— Existing Conditions Map
Figure 6
— National Wetlands Inventory Map
Figure 7
— Soils Map
Figure 8
— Historical Conditions Map
Figure 9
— FEMA Map
Figure I Oa
and b — Concept Design Map North and Sout
Figure 11
a and b — Buffer Width Map

0
C
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TLW - 03050101140010
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Newton r Service Area - 03050101
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N
Figure 1 - Vicinity Map Date: 11/16/2018
w e Drawn by: RTM res
i Dogtown Mitigation Site
6 Checked by: CSC
0 500s 1,000
Catawba County, North Carolina 1 inch =2,000 feet
Feet

Xford
r I
N/
r V4
Bakers Creek
4,095 ac
A
.4r
S1
--c— —3
S2
17 71 ac
Oxford
Park
DT3
ac
S3
132 ac
OF
<
DT1
67 ac
100 ac
1+
Le-gen DT2
14 ac
Proposed Easement =tipxf a 1 U1
3T
Drainage Area
N
Date: 11/16/2018
Figure 2 - USGS Map
Drawn by: RTM
Dogtown Mitigation Site res
Checked by: CSC
0 1,00so 2,000
Catawba County, North Carolina 1 inch = 2,000 feet
Feet

i
f
i yAt
0630
ENVIRONMENTAOBANC & EXCHANGE LLC
r' 375305291678 W (�
Proposed EasementProject Parcel_
ti h
Landowner
EME W+E 0
0 400 800
x� Catawba County, North Carolina 1 incl h=800 feet
pres
�

0
Ap
6/201
PTM A, mod% I&

�
Proposed Easement `
~
NWI Wetlands,^ �U

Legend
Proposed Easement
1961
1950
Q
1964
1976
N
w e
5
Figure 8 - Historical Imagery
Dogtown Mitigation Site
Date: 11/16/2018
res
Drawn by: RTM
Checked by: CSC
0 600
Feet
1,200
Catawba County, North Carolina
1 inch = 1,200 feet

"'0
.110.
OW V
:-l"
V
of 0.
-ODz
JAL
Al
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AW,
J, IN
41f
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.0
A
Legend
Proposed Easement P,
41
lot
FEMA Zone AE
MFEMA Regulatory Floodway
or/v
.2% Chance Annual Flood
Figure 9 -FEMA Map Date: 1111612018
Drawn by: RTM
D0 gtown Mitigation Site
Checked by: CSC res
0 350 700
Catawba County, North Carolina 1 inch = 700 feet
Feet I I I

Reach Mitigation Type Proposed Mitiation SMUs
g
Leend Length (LF) Ratio
Bakers Creek Enhancement 11 305 1:2.5 122
Enhancement II 910 1 : 2.5 364
Proposed Easement S1-A Restoration 1,034 1: 1.0 1,034
S1-13 Enhancement II 538 1 : 2.5 215
Seperate Conservation Easement s2-A Enhancement 111 407 1:,0.0 41
S2-B Restoration 669 1 : 1.0 669
Project Parcel Restoration 201 1 : 1.0 201
S3-A Enhancement 383 1:1.5 255
Mitigation Type s3-B Restoration 595 1 : 1.0 595
Restoration 206 1: 1.0 206
Restoration Enhancement II 153 1 : 2.5 61
DTI-A Restoration 596 1: 1.0 596
Restoration 34 11.0 34
Enhancement I DTI-B Restoration 938 1: 1.0 938
Restoration 237 1: 1.0 237
Enhancement II DT2 Enhancement 1 575 1 : 1.5 383
DT3-A Preservation 761 1 :10.0 76
DT3-B Restoration 803 1:1.0 803
Enhancement III Restoration ass , : ,.o ass
Enhancement II 75 1 : 2.5 30
DT4 Restoration 1,216 1:1.0 1,216
Preservation Enhancement 11 247 1 : 2.5 99
Total 11,370 8,664
— — — —' No Credit Credit Loss in Required Buffer -785
Credit Gain in Required Buffer 777
Total SMUJ 8,656
N
Date: 1111612018
Figure 10a - Concept Design Map - North
WE Drawn by: RTM reS
Dogtown Mitigation Site
6 s Checked by: CSC
0 150 300
Catawba County, North Carolina1 inch =400 feet10
Feet

Ideal Buffers
Actual Buffers
O,res
N
W E
S
0 150 300
Feet
Figure 11a - Non -Standard
S
2
Buffer Zones - North
Dogtown
Mitigation Site
Catawba County,
North Carolina
Date: 11/16/2018
Drawn by: RTM
Checked by: CSC
1 in= 300 feet
Legend
Proposed Easement
0 Seperate Easement
Buffer Width Zone
_ 0-15 feet
_ 15-20 feet
_ 20-25 feet
_ 25-30 feet
_ 30-35 feet
35-40 feet
_ 40-45 feet
_ 45-50 feet
50-75 feet
75-100 feet
_ 100-125 feet
Buffer Width Zone (feet from
Ordinary High Water Mark)
Buffer Zones
less than 15 feet >15 to 20 feet
>20 to 25 feet
>25 to 30 feet
>30 to 35 feet
>35 to 40 feet
>40 to 45 feet
>45 to 50 feet
>50 to 75 feet
>75 to 100 feet
>100 to 125 feet
>125 to 150 feet
125-150 feet
Max Possible Buffer (square feet)
341,100 113,700
113,700
113,700
113,700
113,700
113,700
113,700
568,500
568,500
568,500
568,500
Ideal Buffer (square feet)
354,686 118,566
118,602
119,101
118,758
118,647
118,468
117,853
589,768
596,157
592,409
587,150
Actual Buffer (square feet)
334,813 108,053
106,011
104,218
102,637
101,178
99,660
97,745
389,858
257,758
189,066
132,444
Zone Multiplier
50% 10%
10%
10%
5%
5%
5%
5%
7%
5%
4%
4%
Buffer Credit Equivalent 4,332 866 866 866 433 433 433 1 433 606
433 1 347 347
Percent of Ideal Buffer
94% 1 91% 1
89%
88%
1 86% 1
85%
84%
1 83%
1 66%
43%
1 32%
23%
Credit Adjustment
-243 1 -77 1
-92
-108
1 -59 1
-64
-69
-74
401
187
111
78
Total Baseline Credit Credit Loss in Required Buffer Credit Gain for Additional Buffer Net Change in
Credit from Buffers
Total Credit
8,664
-785
777
-8
8,656

Ideal Buffers
Actual Buffers
O,res
N
W E
S
0 250 500
Feet
;L
�i
Figure 11 b - Non -Standard
Buffer Zones - South
Dogtown
Mitigation Site
Catawba County,
North Carolina
Date: 11/16/2018
Drawn by: RTM
Checked by: CSC
1 in= 500 feet
Legend
Proposed Easement
0 Seperate Easement
Buffer Width Zone
_ 0-15 feet
_ 15-20 feet
_ 20-25 feet
_ 25-30 feet
_ 30-35 feet
_ 35-40 feet
_ 40-45 feet
_ 45-50 feet
50-75 feet
75-100 feet
100-125 feet
_Buffer
Width Zone (feet from
Ordinary High Water Mark)
Buffer Zones
less than 15 feet >15 to 20 feet
>20 to 25 feet
>25 to 30 feet
>30 to 35 feet
>35 to 40 feet >40 to 45 feet
>45 to 50 feet
>50 to 75 feet
>75 to 100 feet
>100 to 125 feet
>125 to 150 feet
125-150 feet
Max Possible Buffer (square feet)
341,100
113,700
113,700
113,700
113,700
113,700 113,700
113,700
568,500
568,500
568,500
568,500
Ideal Buffer (square feet)
354,686
118,566
118,602
119,101
118,758
118,647 118,468
117,853
589,768
596,157
592,409
587,150
Actual Buffer (square feet)
334,813
108,053
106,011
104,218
102,637
101,178 99,660
97,745
389,858
257,758
189,066
132,444
Zone Multiplier
50%
10%
10%
10%
5%
5% 5%
5%
7%
5%
4%
4%
Buffer Credit Equivalent 4,332 1 866 866 866 1 433 1 433 433 1 433 1 606
433 1 347 1 347
Percent of Ideal Buffer
94%
91%
89%
88%
1 86% 1
85% 84%
1 83%
66%
43% 1
32%
1 23%
Credit Adjustment
-243
-77
-92
-108
-59 1
-64 -69
-74
401
187
111
78
Total Baseline Credit Credit Loss in Required Buffer Credit Gain for Additional Buffer Net Change in
Credit from Buffers
Total Credit
8,664
-785
777
-8
8,656

Appendix A -Plan Sheets

._
._..
Tayl—viMe yj
-
COVED
A I
OVERALL AERIAL VIEW
E I
N OTE5
E2
a
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EX15TING CONDITIONS NORTH
51
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52
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53
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54
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55
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57
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58
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59
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5 1 0
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51 1
r Stmy Parol
5 1 2
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5 1 3
LEACH DT4
514
LEACH BC
.wua
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5 1 G
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5 1 7
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REACH 52
5 1 9
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520
LEACH 52
521
LEACH 53
522
LEACH 53
523
LEACH 53
P I
a
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PROJECT LOCATION .Nw
9
MONITORING PLAN 50UTH
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VICINITY MAP
NTS
U5ACE ACTION ID #: 5AW-20 1 7-00608
DOGTOWN STREAM MITIGATION SITE
CATAWBA COUNTY, NORTH CAROLINA
CATAWBA R I V E R BAS I N: H U C 03050101
NOVEMBER 2018
RESOURCE ENVIRONMENTAL SOLUTIONS, LLC
302 JEFFERSON ST, SUITE 110
RALEIGH, NC 27605
f11L/-ll1l I V I I \ /
BCH 52
Sheet L15t Table
Sheet Number
Sheet Tale
-
COVED
A I
OVERALL AERIAL VIEW
E I
N OTE5
E2
EX15TING CONDITIONS SOUTH
E3
EX15TING CONDITIONS NORTH
51
REACH DT
52
REACH DT
53
REACH DT
54
LEACH DT
55
REACH DT 2
5G
LEACH DT2-B
57
LEACH DT3
58
LEACH DT3
59
LEACH DT3
5 1 0
LEACH DT3
51 1
LEACH DT4
5 1 2
LEACH DT4
5 1 3
LEACH DT4
514
LEACH BC
5 1 5
REACH 5 1
5 1 G
REACH 5 1
5 1 7
REACH 5 1
5 1 8
REACH 52
5 1 9
REACH 52
520
LEACH 52
521
LEACH 53
522
LEACH 53
523
LEACH 53
P I
PLANTING PLAN SOUTH
P2
PLANTING PLAN NORTH
M I
MONITORING PLAN 50UTH
M2
MONITORING PLAN NORTH
D I
D ETA I L5
D2
D ETA I L5
D3
DETAI L5
D4
DETAI L5
D5
D ETA I L5
DG
D ETA I L5
D7
DETAI L5
D8
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302 Jefferson Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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CONSTRUCTION NOTES:
I . INSTALL EROSION CONTROL MEASURES AS DESCRIBED IN THE EROSION CONTROL PLAN AND
NOTES. EROSION CONTROL MEASURES MAY BE PHASED -IN TO THOSE AREAS OF THE PROJECT
CURRENTLY BEING WORKED ON. THE CONTRACTOR MAY MODIFY OR RELOCATE EROSION
CONTROL MEASURES TO MAKE ADJUSTMENTS FOR UNFORESEEN FIELD CONDITIONS SO LONG
AS PROPER CONSTRUCTION IS MAINTAINED TO ENSURE THE INTEGRITY AND USEFULNESS OF THE
PROPOSED MEASURES. ALL DISTURBED AREAS ALONG CHANNEL BANKS SHALL BE STABILIZED
WITH TEMPORARY SEED AND MULCH AT THE END OF EACH DAY.
2. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM
DIRECTION.
3. EXISTING WETLANDS CANNOT BE ENCROACHED UPON UNDER ANY CIRCUMSTANCES IF NOT
APPROVED AS DESIGNATED IMPACT AREAS. HIGH VISIBILITY FENCING MUST BE PLACED AROUND
ALL EXISTING WETLANDS THAT ARE LOCATED ADJACENT TO CONSTRUCTION ACTIVITIES AND/OR
ARE LOCATED WITHIN THE PROPOSED CONSERVATION EASEMENT.
4. DURING STREAM CONSTRUCTION ACTIVITIES, THE WORK AREA SHALL BE STABILIZED AT THE END
OF EACH WORKING DAY.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION AND
STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN
ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL.
G. STOCKPILE AREAS MAY BE RELOCATED UPON THE APPROVAL OF THE ENGINEER. SILT FENCING
MUST BE INSTALLED AROUND ALL STOCKPILE AREAS.
7. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND SHALL
NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE PLACED,
PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED. ANY
COMPROMISED TREES NOT USED IN CONSTRUCTION ARE TO BE REMOVED AND DISPOSED OF
OFF SITE.
8. REMOVE AND STOCKPILE GRAVEL/COBBLE SUBSTRATE LOCATED WITHIN EXISTING CHANNELS TO
BE ABANDONED. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF RIFFLE
CHANNEL SECTIONS AND SHALL BE AT LEAST G INCHES DEEP WITH A MINIMUM D50 OF 2.2". IF
SUITABLE NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN A MIX OF #3 GRAVEL (25%),
SURGE STONE (25%), #5 GRAVEL (25%), AND NATIVE MATERIAL (25%)15 TO BE USED.
9. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS (BRUSH TOES,
LOG VANES, AND LOG TOES) MAY BE USED INTERCHANGEABLY THROUGHOUT THE PROJECT PER
APPROVAL FROM DESIGNER.
10. THE WORK TO RESHAPE THE CHANNEL BANKS WILL BE PERFORMED USING EQUIPMENT WORKING
FROM THE TOP OF THE EXISTING STREAM BANK, WHERE POSSIBLE.
1 1. CONSTRUCTION EQUIPMENT WILL NOT BE PLACED WITHIN THE ACTIVE CHANNEL TO PERFORM
WORK IF POSSIBLE. PLATFORMS SHOULD BE USED TO CROSS CHANNEL WHERE ACCESS IS NOT
POSSIBLE.
12. NO MORE CHANNEL SHALL BE DISTURBED THAN CAN BE STABILIZED BY THE END OF THE WORK
DAY OR PRIOR TO RESTORING FLOW TO NEWLY CONSTRUCTED CHANNEL SEGMENTS.
13. CONTRACTOR SHALL REMOVE ALL TEMPORARY CONTROL DEVICES ONCE CONSTRUCTION IS
COMPLETE AND THE SITE IS STABILIZED. A MAXIMUM OF 200 LINEAR FEET OF STREAM MAY BE
DISTURBED AT ANY ONE TIME.
14. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
15. AT LOCATIONS IN WHICH THE EXISTING CHANNEL IS BEING MAINTAINED, TEMPORARY PUMP
AROUND DAMS AND BYPASS PUMPING WILL BE USED TO DE -WATER THE WORK AREA AS
DESCRIBED IN THE DETAILS.
I G. WHEN THE PROPOSED CHANNEL HAS BEEN SUFFICIENTLY STABILIZED TO PREVENT EROSION, ALL
TEMPORARY PUMP AROUND DAMS WILL BE REMOVED FROM THE ACTIVE STREAM CHANNEL AND
NORMAL FLOW RESTORED. ACCUMULATED SEDIMENT SHALL BE DISPOSED OF IN DESIGNATED
SPOILS AREAS PRIOR TO REMOVAL OF TEMPORARY PUMP AROUND DAM.
17. AT LOCATIONS IN WHICH ROCK STRUCTURES, BOULDER TOE STABILIZATION, AND LOG TOE
STABILIZATION ARE CALLED FOR ON THE PLANS, TEMPORARY COFFER DAMS AND BYPASS
PUMPING WILL BE USED TO DE -WATER THE WORK AREA, EXCEPT AT LOCATIONS IN WHICH THE
NORMAL FLOW CAN BE DIVERTED AROUND THE WORK AREA WITH THE USE OF AN EXISTING
CHANNEL. WHEN THE TOE HAS BEEN SUFFICIENTLY STABILIZED TO RESTRAIN EROSION ALL
TEMPORARY COFFER DAMS WILL BE REMOVED FROM THE ACTIVE STREAM CHANNEL AND
NORMAL FLOW RESTORED. ACCUMULATED SEDIMENT SHALL BE DISPOSED OF IN DESIGNATED
SPOILS AREA PRIOR TO REMOVAL OF TEMPORARY COFFER DAM.
18. MATERIAL THAT IS REMOVED FROM THE STREAM WILL BE RE -DEPOSITED OUTSIDE OF THE ACTIVE
CHANNEL AND ITS FLOODPLAIN.
19. TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED GRASSED AREAS AT THE TOP OF
THE CHANNEL BANKS WILL BE IN ACCORDANCE WITH THE SEEDING AND MULCHING SPECIFICATION
AS SHOWN ON PLANS.
20. RE -FERTILIZE AND RE -SEED DISTURBED AREAS IF NECESSARY.
2 1 . TEMPORARY AND/OR PERMANENT IMPACTS TO EXISTING WETLANDS SHALL BE AVOIDED TO THE
EXTENT POSSIBLE. HIGH VISIBILITY FENCING SHALL BE INSTALLED AROUND ALL EXISTING
WETLANDS LOCATED WITHIN THE PROJECT AREA AND/OR ADJACENT TO ANY CONSTRUCTION
ACTIVITIES.
STREAM CONSTRUCTION SEQUENCE:
I . CONDUCT PRE -CONSTRUCTION MEETING INCLUDING OWNER, ENGINEER, ASSOCIATED
CONTRACTORS, NCDEQ EROSION CONTROL PERSONNEL, AND OTHER AFFECTED PARTIES.
CONTACT NCDEQ EROSION CONTROL PERSONNEL AT 91 9-79 1-4200.
2. OBTAIN EROSION CONTROL PERMIT FROM NCDENR - LAND QUALITY SECTION AND ALL OTHER
APPROVALS NECESSARY TO BEGIN AND COMPLETE THE PROJECT.
3. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE PARTIES AND
ASSURING THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
CALL NC ONE -CALL (PREVIOUSLY ULOCO) AT 1-800-G32-4949 FOR UTILITY LOCATING SERVICES
48 HOURS PRIOR TO COMMENCEMENT OF ANY WORK. CONTRACTOR SHALL VERIFY LOCATION
AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
4. PRIOR TO CONSTRUCTION, STABILIZED GRAVEL ENTRANCE/EXIT AND ROUTES OF INGRESS AND
EGRESS SHALL BE ESTABLISHED AS SHOWN ON THE PLANS AND DETAILS. MAINTAIN EXISTING
DRIVEWAY OVERTOPPING ELEVATION / PROFILE.
5. PREPARE STAGING AND STOCKPILING AREAS IN LOCATIONS AS SHOWN ON THE CONSTRUCTION
PLANS ORAS APPROVED BY THE ENGINEER. ANY EXCESS SPOIL FROM STREAM CONSTRUCTION
SHALL BE USED TO CONSTRUCT CHANNEL PLUGS AS SHOWN ON PLANS.
G. INSTALL PUMP AROUND APPARATUS AND IMPERVIOUS DIKES AT UPSTREAM END OF PROJECT.
AS CONSTRUCTION PROGRESSES, MOVE PUMP AROUND OPERATION DOWNSTREAM. (SEE
DETAILS ON SHEET D 1)
7. INSTALL SILT FENCE, TEMPORARY CROSSINGS AND ALL OTHER EROSION CONTROL MEASURES AS
SHOWN ON PLANS.
8. CONSTRUCT UPSTREAM PORTION OF THE CHANNEL FIRST, WORKING IN AN UPSTREAM TO
DOWNSTREAM DIRECTION.
9. ROUGH GRADING OF CHANNEL SHALL BE PERFORMED PRIOR TO INSTALLATION OF STRUCTURES.
10. INSTALL STRUCTURES AS SHOWN ON PLANS AND DETAILS. PRIOR TO FINE GRADING, OBTAIN
APPROVAL OF THE ENGINEER ON INSTALLATION OF STRUCTURES.
1 1. UPON COMPLETION OF FINE GRADING, INSTALL EROSION CONTROL MATTING OR SOD MATS
ALONG CHANNEL BANKS.
12. FILL AND STABILIZE ABANDONED SEGMENTS OF THE EXISTING CHANNEL PER DIRECTION OF THE
ENGINEER.
13. ALL IMPERVIOUS DIKES AND PUMPING APPARATUS SHALL BE REMOVED FROM THE STREAM AT
THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
14. DURING STREAM CONSTRUCTION ACTIVITIES, THE WORK AREA SHALL BE STABILIZED AT THE END
OF EACH WORKING DAY.
15. INSTALL LIVE STAKE, BARE ROOT, AND CONTAINERIZED PLANTINGS AS SPECIFIED ON PLANTING
PLANS.
LEGEND
EXISTING CONTOUR MAJOR
50
EXISTING CONTOUR MINOR
- 46
PROPOSED CONTOUR MAJOR
50
PROPOSED CONTOUR MINOR
42
EXISTING WETLAND
Fax: [phone]
www.res.us
EXISTING STREAM
----BB
EXISTING TOP OF BANK
- - - - TB
EXISTING BOTTOM OF BANK
EXISTING OVERHEAD ELECTRIC UTILITY LINE -
-
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Q
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-
LIMITS OF PROPOSED
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LCE LCE
PROPOSED CHANNEL PLUG
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O
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BRUSH TOE PROTECTION C&M-w-Mm
(SEE DETAIL D3)
LOG SILL
(SEE DETAIL D4)
ROCK SILL CDC--=
DETAIL D5)
MEANDER BEND BOULDER TOE
(SEE DETAIL D5)
LOG CROSS VANE
(SEE DETAIL DG)
ROCK CROSS VANE
(SEE DETAIL DG)
ROCK A -VANE
(SEE DETAIL DG)
LOG VANE /�/�
(SEE DETAIL D3)
RIFFLE GRADE CONTROL
(SEE DETAIL D5)
SEDIMENT TRAP
(SEE DETAIL D2)
LOG STRUCTURE
(PROFILE)
ROCK STRUCTURE
(PROFILE)
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Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
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PLANTING LEGEND PLANTING TABLE
LIMITS OF CONSERVATION
EASEMENT LCE
EXISTING TREELINE
PROPERTY LINE
RIPARIAN PLANTING
THIS 5HEET: 17'.G7 AC
TOTAL PROJECT AREA: 30.88 AC
Permanent Riparian Seed Mix
Common Name Bcientific Name
Common Name
5cientific Name
Percent
Composition
Virginia Wildrye
Elymus virgimcu5
25%
Indian Grass
5orgha3trum nutans
25%
Little Blue Stem
5chizachyrium 5copanum
10%
Soft Rush
Juncu5 effu5u5
10%
Blackeyed 5u5an
Rudbeckia hirta
10%
Deertongue
Dichanthehum clande..5tinum
10%
Common Milkweed
Asclepias 5yriaca
5%
Showy Goldenrod
3olidago erecta
5%
Live Staking and Live Cuttings Bundle Tree 5pecie5
Common Name Bcientific Name
Percent
Composition
Black willow Salix nigra
GO%
Eastern cottonwood Populus deltoide5
40%
Bare Root Planting Tree 5pecie5
Common Name
Scientific Name
Percent
Composition
American sycamore
Platanas occidentalis
15%
Willow oak
Quercus phello5
15%
River birch
Betula nigra
15%
Green ash
Fraxinu5 pennsylvanica
15%
Tuliptree
briodendron tulipifera
10%
5ugarberry
Celtic lacogata
10%
Swamp chestnut oak
Quercus michauxii
10%
Northern red oak
Quercus rubra
10%
PLANTING NOTES
ALL PLANTING AREAS
1 . ER0510N CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETATION
15 ESTABLISHED AND FINAL APPROVAL HAS BEEN ISSUED. THE CONTRACTOR SHALL INSPECT
ER0510N CONTROL MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE
FUNCTIONING PROPERLY.
2. DISTURBED AREAS NOT AT FINAL GRADE SHALL BE TEMPORARILY VEGETATED WITHIN 10
WORKING DAYS. UPON COMPLETION OF FINAL GRADING, PERMANENT VEGETATION SHALL BE
ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 10 WORKING DAYS. SEEDING SHALL BE IN
ACCORDANCE WITH ER0510N CONTROL PLAN.
3. ALL DISTURBED AREAS SHALL BE PREPARED PRIOR TO PLANTING BY D15C OR SPRING -TOOTH
CH15EL PLOW TO MINIMUM DEPTH OF 12 INCHES. MULTIPLE PASSES SHALL BE MADE ACR055
PLANTING AREAS WITH THE IMPLEMENT AND THE FINAL PA55 SHALL FOLLOW TOPOGRAPHIC
CONTOURS.
4. BAKE ROOT PLANTING5 SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON 5HEET D2. LIVE
STAKES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET D2.
5. TREATMENT/REMOVAL OF INVA51VE SPECIES, PINES AND SWEET GUMS LE55 THAN G" DBH SHALL
BE PERFORMED THROUGHOUT THE PLANTED AREA.
G. SPECIES SHALL BE DISTRIBUTED SUCH THAT 3 TO G PLANTS OF THE SAME SPECIES ARE
GROUPED TOGETHER.
7. BARE ROOT PLANTING DEN5ITY 15 APPROXIMATELY 800 STEMS PER ACRE.
8. LIVE STAKES AKE PROPOSED ALONG THE OUT5IDE OF MEANDER BENDS AND ALONG BOTH
BANKS OF 5TRAIGHT REACHE5 ADJACENT TO POOLS.
9. TEMPORARY SEED MIX SHALL BE APPLIED AT A RATE OF 150 LBS/ACRE TO ALL D15TUR5ED AREA5
WITH SLOPES EQUAL TO OR STEEPER THAN 3: 1.
10. PERMANENT RIPARIAN SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS WITHIN THE
CONSERVATION EASEMENT AT A RATE OF 15 LBS/ACRE.
1 1. PERMANENT HERB SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS WITHIN THE
CONSERVATION EASEMENT BREAKS AT A RATE OF 15 LBS/ACRE.
1pres'
302 Jefferson Street, Suite
110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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PLANTING LEGEND PLANTING TABLE PLANTING NOTES
LIMITS OF CONSERVATION Permanent Riparian Seed Mix ALL PLANTING AREAS
EASEMENT LCE Common Name Scientific Name Percent 1 . EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETATION
Composition IS ESTABLISHED AND FINAL APPROVAL HAS BEEN ISSUED. THE CONTRACTOR SHALL INSPECT
EXISTING TREELINE Virginia Wildrye Elymus virginicus 25% EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE
FUNCTIONING PROPERLY.
fy /� Indian Grass Sorghastrum nutans 25%
eF PROPERTY LINE — Little Blue Stem Schizachyrium scoparium 10% 2. DISTURBED AREAS NOT AT FINAL GRADE SHALL BE TEMPORARILY VEGETATED WITHIN 10
RIPARIAN PLANTING Soft Rush Juncos effuses 10% WORKING DAYS. UPON COMPLETION OF FINAL GRADING, PERMANENT VEGETATION SHALL BE
Blacke ed Susan Rudbeckia hirta 0% ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 10 WORKING DAYS. SEEDING SHALL BE IN
TI115 Sf1EET: 13.2 I AC y / ACCORDANCE WITH EROSION CONTROL PLAN. f
TOTAL PROJECT AREA: 30.88 AC Deertongue Dichanthehum clandestmum 10%
Common Milkweed Asclepias syriaca 5% 3. ALL DISTURBED AREAS SHALL BE PREPARED PRIOR TO PLANTING BY DISC OR SPRING -TOOTH
CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES. MULTIPLE PASSES SHALL BE MADE ACROSS
Showy Goldenrod Solidago erecta 5% PLANTING AREAS WITH THE IMPLEMENT AND THE FINAL PASS SHALL FOLLOW TOPOGRAPHIC
CONTOURS.
i 4. BARE ROOT PLANTINGS SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET D2. LIVE
Live Staking and Live Cuttings Bundle Tree Speaes STAKES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET D2.
/Common Name Scientific Name Percent
Composition 5. TREATMENT/REMOVAL OF INVASIVE SPECIES, PINES AND SWEET GUMS LESS THAN G" DBH SHALL
Black willow Salix nigra GO% BE PERFORMED THROUGHOUT THE PLANTED AREA.
Eastern cottonwood Populus deltoldes 40% G. SPECIES SHALL BE DISTRIBUTED SUCH THAT 3 TO G PLANTS OF THE SAME SPECIES ARE
GROUPED TOGETHER.
7. BARE ROOT PLANTING DENSITY IS APPROXIMATELY 800 STEMS PER ACRE.
Bare Root Planting Tree Species
�^Percent 8. LIVE STAKES ARE PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS AND ALONG BOTH
- Common Name Scientific Name Compos tion BANKS OF STRAIGHT REACHES ADJACENT TO POOLS.
American \ sycamore Platanas ocadentahs 15% 9. TEMPORARY SEED MIX SHALL BE APPLIED AT A RATE OF 150 LBS/ACRE TO ALL DISTURBED AREAS
Willow oak Quercus phellos 15% WITH SLOPES EQUAL TO OR STEEPER THAN 3: 1.
River birch Betula nigra 15%
10. PERMANENT RIPARIAN SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS WITHIN THE
Green ash Fraxinus pennsylvanica 15% CONSERVATION EASEMENT AT A RATE OF 15 LBS/ACRE.
Tuliptree Linodendron tulipifera 10%
Sugarberry Celt/.5 lacogata 10% 1 1. PERMANENT HERB SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS WITHIN THE
Swamp chestnut oak Quercus michauxii 10% CONSERVATION EASEMENT BREAKS AT A RATE OF 15 LBS/ACRE.
Northern red oak Quercus rubra 10%
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(AREA: 0.02 AC)
PROPOSED CR055
SECTION LOCATIONS
PROPOSED CREST GAUGE 0
PROPOSED FLOW GAUGE p®
1pres'
302 Jefferson Street, Suite
110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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PLANTING/EVA51VE5 CONTROL
LIMITS OF CONSERVATION Lct
EA5EM ENT
PROPOSED VEGETATION PLOT FvP
(AREA: 0.02 AC)
PROPOSED CR055
SECTION LOCATIONS
PROPOSED CREST GAUGE
PROPOSED FLOW GAUGE
302 Jefferson Street, Suite
110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
SEAL
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302 Jefferson
Street, Suite 110
SILT FENCE IS APPLICABLE IN AREAS:
1.25 LB./LINEAR FT. STEEL POSTS
FLOW
WHERE THE MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE FENCE IS 1 00 -FEET.
B MIDDLE LAYER
TOP LAYER
WHERE THE MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO FENCE LINE) IS 2H: I V.
EXTRA STRENGTH
SCALE: AS SHOWN
THAT DO NOT RECEIVE CONCENTRATED FLOWS GREATER THAN 0.5 CFS.
FILTER FABRIC
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TRENCH 0.25' DEEP
SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A
\\ \` HEAVY DUTY PLASTIC TIE
PLAN VIEW
ONLY WHEN PLACED ON
MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF O° TO 120°
BACKFILL TRENCH WITH
/ FOR STEEL POSTS
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ENDS OF BAGS IN
EARTH SURFACE
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ADJACENT ROWS BUTTED
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FEET.
COMPACTED EARTH
SLIGHTLY TOGETHER
MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
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GROUND LEVEL
SECTION B -B
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
\ FABRIC
BURY
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND
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SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE
USE EITHER FLAT
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-BOTTOM
OR V -BOTTOM TRENCH
/
.............. - EARTH SURFACE
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
SHOWN BELOW
SECTION A -A
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4
FEET MINIMUM OVERLAP TO THE NEXT POST.
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4. EXTRA STRENGTH FILTER FABRIC WITH G FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE.
SILT FENCE INSTALLATION
NOTE: END OF DIKE AT GROUND LEVEL TO BE
SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM
HIGHER THAN THE LOWEST POINT OF FLOW CHECK. SANDBAG BARRIERS SHALL BE CONSTRUCTED OF THREE
LAYERS OF SANDBAGS.
50 POUND TENSILE STRENGTH.
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5. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF
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PREVENT SCOURING. THE BOTTOM LAYER SHALL CONSIST OF 3 ROWS OF BAGS, THE MIDDLE LAYER
POSTS AND UPSLOPE FROM THE BARRIER. FILTER FABRIC
FILTER FABRIC
SHALL CONSIST OF 2 ROWS OF BAGS AND THE TOP LAYER SHALL CONSIST OF I
G. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
0-
ROW OF BAGS. THE RECOMMENDED DIMENSION OF A FILLED
SANDBAG SHALL BE
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COMPACTED v
APPROXIMATELY 0.5 FT X 0.5 FT X 1 .5 FT.
OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
EARTH N
EARTH N
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IMMEDIATELY.
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REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE FLAT -BOTTOM TRENCH DETAIL
V -SHAPED TRENCH DETAIL
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I . EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND/OR ISOLATED SECTIONS OF
IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
CHANNEL.
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FLOW.
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I . INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLA55 A RIP RAP AT THE
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2. THE CONTRACTOR SHALL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY
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PIPING THAT WILL CONVEY THE BASE FLOW FROM UPSTREAM OF THE WORK AREA
2" x I " OR 2" x 2"
WOODEN STAKE MINIMUM 9" EROSION
EXISTING CONTROL STRAW WATTLE
OR COIR WATTLE/LOG
NOTE:
EROSION CONTROL WATTLES OR COIR LOGS/WATTLES MAY BE USED IN PLACE OF
O O O O
o
TO THE STABILIZED OUTFALL.
IN
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR
STREAM DIVERSION.
GRADE
SILT FENCE.
(n
0
S0
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING PUMPING
APPARATUS IF NEEDED TO DEWATER THE ENTRAPPED AREA. THE PUMP AND HOSE
U
O�O�
SLOPE
\
MiN o o
FOR THIS PURPOSE SHALL BE OF SUFFICIENT SIZE TO DEWATER THE WORK AREA.
j�\ \ \
,�/�j // //.,/ ,/
o
THIS WATER WILL ALSO BE PUMPED TO AN OUTFALL STABILIZED WITH CLA55 A RIP
, �_
�\ \�\'�\/�\//��
\/� \'�\/ /� \/�\/�\
O
RAP.
5. THE CONTRACTOR SHALL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE
\����\���
Z
EROSION CONTROL WATTLE
5\�
REMOVAL OF THE IMPERVIOUS DIKE. WHEN DEWATERING AREA, ALL DIRTY WATER
>1 X//��.
Q
Z
5
MUST BE PUMPED THROUGH A SILT BAG. REMOVE IMPERVIOUS DIKES, PUMPS,
O
Q
<
NTS
U
AND TEMPORARY FLEXIBLE H05E/PIPING STARTING WITH THE DOWNSTREAM DIKE
INSTALL WATTLE IN 3" TO
o
FIRST.
5" TRENCH
0383
PROJECT MANAGER:
G. ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP AND IMPERVIOUS
DESIGNED:
PURPOSE:
DIKES AND STABILIZE DISTURBED AREAS WITH SEED AND MULCH.
DRAWN:
TRS
STABILIZED CONSTRUCTION ENTRANCES SHOULD BE USED AT ALL POINTS WHERE TRAFFIC WILL BE LEAVING A
7. ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING IMPERVIOUS DIKE.
AFM
SHEET NUMBER:
CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A PUBLIC ROAD.
INSTALLATION NOTES:
KEY -IN MATTING PE
FIG. I OR FIG. 2
CONSTRUCTION SPECIFICATIONS:
2.0'
FLOW
SITE PREPARATION
MIN.
I . CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND
i
PROPERLY GRADE IT.
1 . GRADE AND COMPACT AREA.
I I
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE DETAIL, AND SMOOTH IT.
INTAKE HOSE
2. REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL ---
1
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
CLA55 A
HAVE DIRECT CONTACT WITH THE SOIL.
--
--
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO
STONE
3. PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE.
����
SEEPAGE OR HIGH WATER TABLE.
PUMP AROUND
4. TEST SOILS FOR ANY NUTRIENT DEFICIENCIES AND SUBMIT SOIL TEST RESULTS TO THE
ENGINEER. APPLY ANY TREATMENT SUCH AS LIME OR FERTILIZERS TO THE SOIL IF NEEDED.
KEY IN AND/OR
PUMP
STAKE MATTING
MAINTENANCE:
SEEDING
JUST ABOVE
WORK
CHANNEL TOE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE.
DE -WATERING AREA
I . SEE PLANTING SHEETS FOR SEEDING REQUIREMENTS.
THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE
PUMP
2. APPLY SEED TO SOIL BEFORE PLACING MATTING.
USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
INSTALLATION - STREAM BANK
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS, OR AIRFIELD PAVEMENTS.
IMPERVIOUS
I . SEE GRADING NOTES ON PLAN AND PROFILE SHEETS AND DETAIL SHEETS FOR
DIKE
INFORMATION REGARDING WHAT AREAS ARE TO RECEIVE COIR MATTING.
IMPERVIOUS DIKE
2. OVERLAP ADJACENT MATS 3" (IN DIRECTION PARALLEL TO FLOW) AND ANCHOR EVERY 12"
ACROSS THE OVERLAP. THE UPSTREAM MAT SHOULD BE PLACED OVER THE DOWNSTREAM SOIL PILE
MAT.
TRENCH APPROX.
8" WIDE X 8" DEEP
TRENCH APPROX. SOIL PILE
8" WIDE x 8' DEEP FROM TRENCH
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
3. EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER. FROM TRENCH
FLOW
NTS
4. LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL. DO NOT STRETCH TIGHT.
5. ANCHOR MAT USING BIODEGRADABLE STAKES OR PINS.
"
_
- -
FLOW
DISCHARGE HOSE
G. CUT 8" x 8 TRENCH ALONG TOP OF BANK FOR MAT TERMINATION AS SHOWN IN FIGURES I
* 2. EXTEND MAT 2 TO 3 FEET PAST TOP OF BANK.
F
- ��
CLASS A
7. PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF 4" OVERLAP.
SECURE WITH BIODEGRADABLE STAKES OR PINES, BACKFILL ANCHOR TRENCH, AND
'�
-�-- \ \ \\ \\�
GENERAL NOTES: B # 5 WASHED STONE
I . CONSTRUCT DAM ACCORDING TO NCDENR EROSION CONTROL
STONE
COMPACT SOIL. \/��\�%\/
\//\//�\/i
'\\'\\�\\/�\�\\\ \�
///
MANUAL.
Q NOTE: HOSE SHOULD BE
/'\\\\\\
// // /////,
\r\\\
//�/
\\\\
KEPT OUTSIDE OF WORK
8. STAPLE AT 12" INTERVALS ALONG OVERLAP. ////
\\�\\�\\/\\ \\/
9. STREAM BANK MATTING TO BE INSTALLED FROM TOE OF BANK TO A MINIMUM OF 2.0' \/
�i,i%
\i\\�
\\
/j /
\/
2. ROCK DAM RIPRAP SHALL BE 50/50 MIX OF CLASS I AND II.
3. PLACE ROCK DAM AS SHOWN ON PLANS. EXTEND CLASS B RIP
SILT BAG AREA
�/\
/\/
��
�\ I ROW OF STAPLES OR
LOCATION
PAST TOP OF BANK. SEE FIGURE 3 FOR TERMINATION AT TOP OF BANK.
/
\�
/�\i/\ STAKES, MIN. OF 24"
RAP ROCK APRON 5 FEET DOWNSTREAM FROM TOE OF ROCK
10. IF MORE THAN ROLL IS REQUIRED TO COVER THE CHANNEL FROM THE TOP OF BANK DOWN \//�/
/;�/, I ROW OF STAPLES OR
O C
DAM. A o 0 0 o A
TO THE TOE, THEN OVERLAP MATTING BY A MINIMUM OF 1'. \\/�
STAKES, MIN. OF 24"
O.0
STEP I
STABILIZED OUTFALL
A STONE FILTER FABRIC
STEP ICLASS
I .5' THICK CLASS
ROCK APRON
I ROW OF STAPLES ORB
I ROW OF STAPLES OR
B
STAKES, MIN. OF 18"
FLOW O.0
STAKES, MIN. OF 12"
O.0
5PLAN
SPILLWAY CREST
DISCHARGE
EXISTING HOSE
\7/T. `
GROUND
FLOW
I' MIN OF # 5 W (SPILLWAY)
X�
MIN STREAM WID
CLASS I AND II RIP WASHED STONE N. V3 TH
STABILIZED 15' TO 20'
OUTFALL GLASS A
�P
STONE
/
�j/\\//\\//\\j�\ /\\\i\\\/
2' MIN BELOW
'7/".
\\//\
.
I THICK CLASS
SOIL FILLED\�\�/\`/
FROM SOIL PILE,
\�\\
.5' N FLOW LOWEST BANK
B ROCK APRON LEVEL
EROSION CONTROL MATTING MUST MEET OR EXCEED THE
COMPACT WITH FOOT
\
/ , SOIL FILLED
o 0 0 0 o N
FOLLOWING REQUIREMENTS: STEP 2
\\/�\��\ \\`/ FROM SOIL PILE,
�//i/
\//� COMPACT WITH FOOT
� � � - - -
�
• 100 % COCONUT FIBER (COIR) TWINE WOVEN INTO A
STEP 2
_ _ _ _ _
CLASS I AND II
FILTER FABRIC
HIGH STRENGTH MATRIX.
CUTOFF TRENCH RIP RAP FILTER FABRIC
8" OF CLASS A
• THICKNESS - 0.35 IN. MINIMUM.
FILTER
FABRIC SECTION A -A
STONE
• SHEAR STRESS - 5 LBS/SQFT FIGURE I
FIGURE 2
SECTION B -B
EXISTING
• ff LOW VELOCITY- I G fT/5EC
CHANNEL
• WEIGHT - 29 OZ/5Y
SILT BAG PROFILE
• OPEN AREA - 38%
• SLOPES - UP TO A MAXIMUM OF 1: 1
COIR
MATTING
TEMPORARY ROCK CHECK DAM
PUMP AROUND DEWATERING DETAIL
NTS
NTS
NTS
1pres'
302 Jefferson
Street, Suite 110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
SEAL
SCALE: AS SHOWN
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D1

49
N
45
U)
NOTES:
IR FIBER
I . LOGS SHOULD BE AT LEAST 10 INCHES IN DIAMETER, 5-8 FEET LONG, RELATIVELY STRAIGHT, ANDMATTING
0.75" TO 2"
HARDWOOD.
Main: 919.829.9909
2. CABLE ANCHORS SHOULD BE PLACED I' TO 3' FROM EACH END OF LOG. REBAR (5/8" MINIMUM DIAMETER
FLAT TOP END o
3' MIN. LENGTH TYPICAL) MAY BE USED AS A SUBSTITUTION FOR CABLE ANCHORS PER DIRECTION OF
Ln
ENGINEER.
1 —
0
3. IF REBAR IS USED, PRE -DRILL HOLES WITH 5/8" DRILL BIT.
LATERAL BUD �n DETAIL
LIVE STAKES SHOULD BE LONG ENOUGH
TO REACH BELOW THE GROUNDWATER
BANKFULL ELEVATION
TABLE. (GENERALLY, A LENGTH OF 2 TO 3
J FEET 15 SUFFICIENT.) ADDITIONALLY, THE
00
STAKES SHOULD HAVE A DIAMETER IN
THE RANGE OF 0.75 TO 2 INCHES.
SIDE BRANCH
o
N
REMOVED
SLIGHTVANGLE z
Q
0 1/4 TO 1/3 OF LOG
\�\� \\/ /\/\\\/\� %\ DIAMETER CAN BE EXPOSED
WATER
\i\\i\�\i\\\�\\�\\\
—BLE —
— PRIOR TO FI NAL GRADING
\i\\i
11
PROPOSED BED
COIR FIBER
45 DEGREE MATTING
i\i\\i \
TAPERED BUTT END I
\\�\�\\i
4
O
MINIMUM OF 2/3 OF LOG DIAMETER
BEDDED BELOW EXISTING CHANNEL INVERT
10" MINIMUM LOG DIAMETER (TYP.)
INSTALL CABLE ANCHOR AS SHOWN. DRILL (OR SAW CUT)
PILOT HOLE THROUGH LOG 1/3 TO 1/4 OF THE WAY DOWN
I' MIN.0-1
SO THAT ANCHOR CABLE IS NOT EXPOSED.
LOG TOE PROTECTION
NTS
NOTE:
I . ACCEPTABLE SPECIES INCLUDE BLACK WILLOW (SALIX NIGRA), SILKY WILLOW
(SALIX SERICEA) AND SILKY DOGWOOD (CORNUS AMMOMUM).
2. LIVE STAKES SHALL BE PLANTED IN AN AREA EXTENDING 3 FEET OUT FROM TOP
z
OF BANK TO JUST BELOW BANKFULL.
O
3. LIVE STAKES SHALL BE SPACED 3 FEET APART, ALTERNATE SPACING.
BANKFULL ELEVATION
BACKFILL AREA BETWEEN BANK AND COIR FIBER ROLL
(APPLY PERMANENT SEED MIX COIR MATING)
EXISTING BANK
LIVE STAKE
\i\\%\ \\�\�\\i\\\/\�\%\\% \\ I/4 TO I/3 OF LOG
\
PLANTED COIR FIBER
NTS
\\/\ /\ DIAMETER CAN BE EXPOSED
ROLL
PRIOR TO FINAL GRADING
FLOw
\�
NORMAL WATER PLANTED COIR FIBER �—
LEVEL
PROPOSED BED
I --Z
ROLL
STOAOKES
iAi�A\'
or
/\\\/\X
\\�
-,\N
DENSE COIR MATTING
(ROLAN KA BioD -Mat®90 OR
DIBBLE PLANTING METHOD
EQUIVALENT)
USING THE KBC PLANTING BAR
2.0' TO 3.0'
MINIMUM OF 1 /2 TO 2/3 OF LOG
WOOD STAKE
40m5TAKE5
WOOD \ DIAMETER BEDDED BELOW
\\/ CHANNEL INVERT
PLAN VIEW KEY IN UPSTREAM END
2
OF ROLL APPKOX 2-4
12" LOG DIAMETER (TYP.)
NOTES: FT INTO BANK
SECTION VIEW
I . DESIGNER TO MARK LOCATIONS AND DIMENSIONS OF
NOTES
SILLS IN THE FIELD PRIOR TO CONSTRUCTION.
_
I . INSTALL STAKES ON 3' CENTERS ON EACH SIDE OF ROLL. TOP OF STAKE SHOULD
2. INSTALL STAKES ON 3' CENTERS ON EACH SIDE OF ROLL.
NOT EXTEND ABOVE ROLL.
2. EXCAVATE A SMALL TRENCH (DEPTH AFFROX 1/2 TO 2/3 OF LOG DIAM) FOR
TOP OF STAKE SHOULD NOT EXTEND ABOVE ROLL.
PLACEMENT OF ROLL.
3. COIR LOGS SHALL BE I 0 FT LONG AND HAVE A DIAMETER OF 12 IN.
3. EXCAVATE A SMALL TRENCH (AFFROX 2" DEEP) FOR
PLACEMENT OF ROLL.
I .INSERT 2. REMOVE 3. INSERT
PLANTING BAR AS PLANTING BAR PLANTING BAR 2
SHOWN AND PULL AND PLACE INCHES TOWARD
LU
HANDLE TOWARD SEEDING AT PLANTER FROM
PLANTER. CORRECT DEPTH. SEEDING.
COIR LOG (TOE PROTECTION)
ZD
NTS
VEGETATED SILL DEFLECTOR
O
(n
r
J
W
NTS
NEW CHANNEL TO BE
CONSTRUCTED 0
I
W
W
4. PULL HANDLE OF 5. PUSH G. LEAVE
2i
BAR TOWARD HANDLE COMPACTION
cr
MIN. 25'
PLANTER, FIRMING FORWARD HOLE OPEN.
SOIL AT BOTTOM. FAIRMIINFG SOIL WATER
OLD CHANNEL TO BE �� �—CHANNEL PLUGA
MAX. 75'
DIVERTED OR
ABANDONED
EXISTING CHANNEL
TOP OF BANK
Z
PLAN VIEW
BOTTOM OF �j\/ / / \\�
EXISTING CHANNEL \/ /\i / /\i\\j \ /\\ \
�\ / / \\ / \ / / /\
L T /�� /\� \\/ /\/ \\ / /\ \/ / / \\ / .
PLANTING NOTES: I� I BORE ROOTS SHALL BE PLANTED G
PLANTING BAG FT. TO 10 FT. ON CENTER,
DURING PLANTING, SEEDLINGS SHALL
\\\/\i
\/ /\\ \\/ /\/\\\/\�\�\\� \\/ /\� \\/\i\\� \
\� \\\
BE KEPT IN A M01 ST CAN VAS BAG OR RANDOM SPACING, AVERAGING 8
SIMILAR CONTAINER TO PREVENT THE FT. ON CENTER, APPROXIMATELY
O
ROOT SYSTEMS FROM DRYING. G80 PLANTS PER ACRE.
Z
UNCOMPACTED BACKFILL
1 MINIMUM
COMPACTED BACKFILL
(12" TO 18" LIFTS)
KBC PLANTING BAR
PLANTING BAR SHALL HAVE A BLADE
.5'
BANKFULL ELEVATION
WITH A TRIANGULAR CROSS SECTION,
AND SHALL BE 12 INCHES LONG, 4
L
L S
INCHES WIDE AND I INCH THICK AT
30'
� o N
CENTER.
NEW CHANNEL BANK SHALL
ROOT PRUNING
FINISHED GRADE BE TREATED AS SPECIFIEDNOTES:
ALL SEEDLINGS SHALL BE ROOT
COMPACTED BACKILL 1 \ \ \ \ \ \ \ \� IN PLANS
F
I . FILL EXISTING CHANNEL TO TOP OF BANK ELEVATION WHEN POSSIBLE.
PRUNED, IF NECESSARY, SO THAT NO
ROOTS EXTEND MORE THAN I O
(12" LIFTS) I
2. CHANNEL MUST BE FILLED IN 12" TO 18" LIFTS,BELOW
IN HE BEL W THE R T COLLAR. ll i„
10' MIN
ILLED TO TOP OF BANK, ILL TO TOP OF
3. IF CHANNEL CANNOT BE COMPLETELY FF
z
C) X BANK FOR 25' OUT OF EVERY 100' SEGMENT.
y iS
4. FINAL GRADE SHALL ALLOW POSITIVE DRAINAGE ACROSS THE ABONDONED
z. CHANNEL TO THE PROPOSED CHANNEL.
w
PROPOSED
w
CHANNEL INVERT
0
IMPERVIOUS SELECT MATERIAL
ChAN NEL DACKIFILL
BARE ROOT PLANTING
(PER DIRECTION OF ENGINEER) TYPICAL SECTION
LOG TOE OR COIR LOG
NTS
NTS
CHANNEL PLUG
NTS
U
pres'
302 Jefferson
Street, Suite 110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
SEAL
SCALE: AS SHOWN
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D2

49
N
ro
V)
pres'
3' MAXIMUM CHANNEL
Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
`STREAM
BANK HEIGHT I MI
www.res.us
SEAL
IGiil y� II
SCALE: AS SHOWN
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+ SURFACE FLOW
��`� �� II ' /� i ,I JI + �"� DIVERSION
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ROOT WAD
✓
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BOULDER
0
�� ��_
loll
IL
A5 DIRECTED BY
ENGINEER)
INSTALL COIR MATTING PER DETAIL
�
1 \ I �+
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SEE DWG D I
I'
II
O
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EXCAVATE / GRADE UPPER BANK
STONE APPROACH
/ SECTION: 2:1 MIN., 5:1
/ ROOT WAD
BOULDER
MAX. SLOPE ON ROAD
I—
(AS DIRECTED BY
INSTALL LIVE STAKES (SEE PLANTING
PLAN)
CLA55 A STONE OVER
FILTER FABRIC
FOOTER LOG
ENGINEER)
EXI5TI NG CHANNEL BANK
Z
SURFACE FLOW
DIVERSION
PLAN VIEW - TRENCHING
METHOD
PLAN VIEW - DRIVE POINT METHOD
z
O
O
LL
0 -
TIE TO EXI5TI NG GRADE\\ \\ \\%/ //j //j //j /// 1.0' ±
MIN SLOPE 2.5H: I V\\/\ `�\\\\\\ (DESIGNER TO MARK IN FIELD
EXISTING 5TREAM5ANK
O
\\\
Z
PRIOR TO CONSTRUCTION)
LU
IF ROOT WAD DOES NOT COVER
ENTIRE BANK � CONSTRUCTION
15 BETWEEN MID OCTOBER TO
LU
LL
Q
SOD MATS
MID MARCH, PROTECT BANK
DRIVE POINT METHOD:
"DRIVING"
o
O
(n
Lu
U
Q
LU
WITH 5RU5h LAYER.
SHARPEN THE END OF THE LOG WITH A CHAINSAW BEFORE IT INTO
CLA55 A STONE
cc
Q
>
W
TOP OF BANK
THE BANK. ORIENT ROOT WADS UPSTREAM 50 THAT THE STREAM FLOW
cr
FLOOD PLAIN
D_
MEETS THE ROOT WAD AT A 90 -DEGREE ANGLE, DEFLECTING THE WATER
FILTER FABRIC
LL,
AWAY FROM THE BANK. A TRANSPLANT OR BOULDER SHOULD BE PLACED
EXISTING
Z
BANKFULL STAGE
ON THE DOWNSTREAM SIDE OF THE ROOT WAD IF A BACK EDDY 15 FORMED
CHANNEL BED
NOTES:
BOULDER
—
BY THE ROOT WAD. THE BOULDER SHALL BE APPROXIMATELY 3'X 3'X 2'.
NOTES: I O' TO 15'
1 . CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
(A5 DIRECTED
I . TREE5 NOT INDICATED TO BE REMOVED SHALL BE BENCH
U
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-51TE BEFORE WORK BEGINS.
BY ENGINEER) —
—III—
=III=_ BA5EFLOW —III—III—III—
—III—III—III-I I
TRENCHING METHOD:
PROTECTED DURING CONSTRUCTION IN
V
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE
—III=
! — — -III—III—III—III—
IF THE ROOT WAD CANNOT BE DRIVEN INTO THE BANK OR THE BANK NEEDS
ACCORDANCE WITH PLANS.
CHANNEL BOTTOM. COMPLETE ONE SIDE BEFORE STARTING ON THE OTHER SIDE.
p
=1 I I—
, —
— —III—I I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I
TO BE RECONSTRUCTED, THE TRENCHING METHOD SHOULD BE USED. THI5
2. SEED AND MULCH ALL BANKS PRIOR TO INSTALLING
J
4. INSTALL STREAM CROSSING PERPENDICULAR TO FLOW,
METHOD REQUIRES THAT A TRENCH BE EXCAVATED FOR THE LOG PORTION
COIR MATTING.
5. GRADE SLOPES TO 5:1 OR FLATTER.
24" MIN. DIAMETER
FOOTER LOG > 12" DIAMETER
OF THE ROOT WAD. IN THIS CASE, A FOOTER LOG SHOULD BE INSTALLED
G. MAINTAIN CROSSING 50 THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT
BOULDER
MINIMUM OF 112 OF DIAMETER
UNDERNEATH THE ROOT WAD IN A TRENCH EXCAVATED PARALLEL TO THE
ENTER EXISTING CHANNEL.
7. A STABILIZED PAD OF NATURAL CLA55 A STONE, G TO 9 INCHES THICK, LINED WITH
O
10- 15 FEET LONG
INSTALLED BELOW STREAM BED
BANK AND WELL BELOW THE 5TREAM5ED. ONE-THIRD OF THE ROOT WAD
SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS.
U
FILTER FABRIC SHALL BE USED OVER THE BERM AND ACCESS SLOPES.
z
> 10" DIAMETER
8. FILTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC OR EQUIVALENT.
O
9. WIDTH OF THE CROSSING SHALL BE SUFFICIENT (8' MIN.) TO ACCOMMODATE THE
Z
LARGEST VEHICLE CROSSING THE CHANNEL.
Q
Z
CROSS SECTION VIEW
V
LU 0
10. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO
O
Q
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cr
U
EQUIPMENT UTILIZED.
p
PROJECT NUMBER:
1 1. TEMPORARY CROSSINGS ARE TO BE ABANDONED IN PLACE.
PROJECT MANAGER:
CSC
TYPICAL BANK GRADING
BRC
DRAWN:
TRS
NT5
CHECKED:
AFM
ROOTwAD
FORD CROSSING
NTs
NTS
TOE OF BANK
NOTES:
I . LOG VANES SHALL BE CONSTRUCTED OF ONE OR MORE LOG5 HELD IN PLACE BY EITHER BALLAST BOULDERS, DUCKBILL
ANCHORS, OR REBAR. LOGS SHALL BE OF A DIAMETER SPECIFIED BY THE DESIGNER AND BE RELATIVELY STRAIGHT HARDWOOD,
INSTALL COIR MATTING PER DETAIL
RECENTLY HARVESTED. THE LENGTH SHALL BE SUCH THAT THE LOG 15 BURIED INTO THE 501L OF THE STREAM BANK (ON ONE
SEE
DWG D I
NON -WOVEN GEOTEXTILEO�
END) AND STREAM BED (ON THE OTHER END) A MINIMUM DISTANCE OF 4.0'. FLAT -SIDED BALLAST BOULDERS SHALL BE OF 51ZE
STREAM BANK
FABRIC (NCDOT TYPE 11)
2'X 2'X I .5' OR AS SPECIFIED BY THE DESIGNER.
MIN 2.0'
2 wlDrh
2. PROPOSED LOG DIAMETER:
A. REACH5 5 1, DT3 = 12" MIN
COMPACTED 501L
B. REACHES 52, 53, DT 1, DT2, DT4 = 10" MIN
LIVE STAKES TOP
OF BANK
20°TO 30 ar� BALLAST BOULDER
3. THE VANE SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN /2 BANKFULL STAGE AND BANKFULL STAGE. AN
ELEVATION CONTROL POINT MAY BE ESTABLISHED AT THE LEFT OR RIGHT STREAM BANK/VANE INTERCEPT POINT. THE VANE
i
/
/
\\\/�
LIVE CUTTINGS
NOTES
OR DUCK BILL ANCHORS
/
INTERCEPT LOCATION MAY BE OTHERWISE DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE
OF THE VANE ARM. BANKFULL 15 NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE.
\ — — — — — — — —
\ / — — — —
—LARGER
SMALL BRANCHES \ \ �`
AND BRUSH
I . OVER EXCAVATE THE OUTSIDE BEND OF THE CHANNEL. PLACE
BRANCHES AND LOGS IN A CRI55-CRO55 PATTERN.
I
4. FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOGS AND UNDER THE COARSE BACKFILL MATERIAL OF THE
VANE. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED TUCKED, OR TRIMMED A5
I
I
=
LOCK IN PLACE WITH FILL COVERING G IN TO 18 IN OF THE
LARGER BRANCHES/SMALL LOGS.
NEEDED.
— — — — — — —
/ �� I �
— —
\ \ \ \ �\
2. PLACE SMALLER BRANCHES AND BRUSH OVER THE LARGER
COARSE AGGREGATE " I
BACKFILL (I TO 5")
5. LOG VANES SHALL BE BUILT TYPICALLY A5 FOLLOWS:
\/ I
/ /,
/ \
/ / / / / /
BRANCHES/SMALL LOGS (HARDWOOD SPECIES ONLY) AND
COMPACT LIGHTLY TOGETHER. BACKFILL AND COMPACT TO
BANKFULL
\
LOCK IN PLACE.
q I
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER (AND FOOTER IF SPECIFIED)
LOGS.
— — \
\ \ \ \ \ \
3. ACCEPTABLE LIVE CUTTINGS SPECIES A INCLUDE BLACK WILLOW
B. PLACE FOOTER LOG OF THE VANE ARM IF SPETHE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM
\ ! �� �/ �� /� // / / / / / /
\ \
(5ALIX NIGRA) AND 51LKY WILLOW (5ALIX 5ERICEA). WILLOWCIFIED.
CUTTING5 OUGLD BE RINSED AT CUTTING POINT TO ALLOW
a
WHICH 15 INSTALLED AT AN ANGLE TO THE STREAM BANK AND PROFILE.SMALL
LOGS AND/OR �
/�
��\\��\\��\\�\\\ \\\/
BETTER ROOT.
a
C. INSTALL HEADER LOG OF THE VANE ARM ON TOP OF AND SLIGHTLY FORWARD OR BACK FROM THE FOOTER LOG.
LARGE BRANCHES WITH A
4. INSTALL EROSION CONTROL (COIR) MATTING OVER COMPACTED
LOG VANE
D. NAIL FILTER FABRIC TO THE HEADER LOG U51NG A GALVANIZED NAIL WITH A PLASTIC CAP. THE 51ZE AND GAGE OF NAIL
MIN DIAMETER OF 4"
501L PER DIRECTION OF ENGINEER.
AND NAIL SPACING SHALL BE SPECIFIED BY THE DESIGNER.
E. PLACE BALLAST BOULDERS OR DUCKBILL ANCHOR ON THE VANE.
5. INSTALL I TO 3 ROWS OF LIVE STAKES ABOVE THE LIVE
F. PLACE COARSE BACKFILL BEHIND LOGS ENSURING THAT ANY VOIDS BETWEEN THE LOGS ARE FILLED.
TOE PROTECTION
CUTTINGS LAYER PER DIRECTION OF ENGINEER.
G. BACKFILL REMAINDER OF VANE WITH PREVIOUSLY EXCAVATED MATERIAL.
(LARGER CHANNELS)
a
SECTION A -A
LEFT OR RIGHT VANE
5. IF ANY EROSION CONTROL MATTING 15 SPECIFIED FOR USE IN THE VICINITY OF THE STREAM BANK/VANE INTERCEPT POINT THE
a POOL I ARM BANK INTERCEPT
MATTING EDGES SHALL BE NEATLY SECURED AROUND THE LOGS.
CONTROL POINT
I
I
A
F�p�N
BANKFULL
BALLAST BOULDER
COIR
MATTING
OR DUCKBILL ANCHORS LEFT OR RIGHT VANE ARM BANK INTERCEPT
CONTROL POINT
PLAN VIEW
w o
FLOW Q
\\
>o
3% TO 7%
�
BAN KFULL
STREAM BANK
1 Z
FLOW_
CHANNEL TOP
OF BANK
COARSE AGGREGATE
\ \ BACKFILL (I " TO 5")
/ POOL
/\
FOOTER LOG
\\/\\ HEADER LOG
TOE OF BANK FOOTER LOG
HEADER LOG
INPOOL REAM BED
PROFILE VIEW
CHANNEL OB BANK
A
NON-WOVENO
FABRIC (NCDOT TY EI 1)
VARIES\\
O' Toy WIDTH \/
LOG VANE
TYPICAL PLAN VIEW
\�\\�
BRUSH TOE
NTs
NTS
SECTION A -A
pres'
302 Jefferson
Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D3

MINIMUM
DIAMETER 12"
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BANKFULL LIMITS OF
PROP05ED CHANNEL
PLAN VIEW
NOTES:
REBAR (1/2" MINIMUM DIAMETER 3' MIN. LENGTH
TYPICAL) SHOULD BE PLACED I' TO 3' FROM END OF
LOG. ADDITIONAL REBAR TO BE PLACED AT G'
OFFSETS. LAST REBAR SHOULD BE PLACED I' TO 3'
FROM END OF LOG. DUCK BILL ANCHORS MAY BE
USED A5 A SUBSTITUTION FOR REBAR, 2 PER LOG.
ADDITIONALLY, APPROPRIATELY 51ZED BOULDERS
MAY BE USED TO ANCHOR LOG 51LL5 AT THE
DIRECTION OF THE ENGINEER.
FLOODPLAIN SILL
NTS
SECTIONAL VIEW A - A'
FL/AIN
O
EXISTING DITCH
BANK
PROP05ED CONSERVATION ➢ f
EASEMENT LIMIT5�
PROPOSED
LIMITS
O OF GRADING
B
O
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Q
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VARIES (TYPICALLY 20' TO 40')
PLAN VIEW
LOG 51LL
(SEE DETAIL)
FILL DITCH SUCH THAT
THE DOWNSTREAM
ELEVATION TIES INTO
EXISTING GRADE OF THE
B FLOODPLAIN
J
GRADE AREA SUCH THAT
MAX SLOPE BELOW LOG
STRUCTURE 15 1
�nHivivEL ��.
OF
COARSE BAC
NON -W
GEOTEXTILE Fi
(NCDOT T
ROOTWP
BRU�
CHANNEL TOP
OF BANK
LOG SILL EXISTING GRADE
EXISTING DITCH (SEE DETAIL)
TOP OF 5ANK::��
PKOP05ED GRADE
_ 0.5% SLOPE _
(MAX)
EXISTING
DITCH INVERT
CONSTRUCT —
POOL
EXISTING
GROUND
CUT
\
3:1 MAX SLOPE \
INSTALL COIR MATTING PER
MANUFACTURER'S
I N5TRUCTION5
DIFFUSE FLOW STRUCTURE
NTS
C.nNNNEL DUI IUIV
OF BANK
COARSE BACKFILL
FILTER FABRIC
KOOTWAD OR
BRU5HTOE
CHANNEL TOP
OF BANK
TYPICAL PLAN VIEW (OPT 1)
FLOW
3
TYPICAL PLAN VIEW (OPT 2)
FLOW
SECTION B -B
",—FILL DITCH AND
INSTALL COIR
SECTION A -A MATTING
TIE-IN TO
EXISTING
FLOODPLAIN
ELEVATION
NOTES:
I . NO FLOODPLAIN GRADING 15 ALLOWED WITHIN 10 FT OF
THE PROPOSED CHANNEL TOP OF BANK.
/ 2. LOGS SHOULD BE AT LEAST 10'-20' LONG AND AT LEAST 8
INCHES IN DIAMETER, AND HARDWOOD.
3:1 MAX
SLOPE
FILL DITCH
PROPOSED REBAR OR DUCKBILL
STREAM BED ANCHOR
BACKFILL WITH COARSE
FLOW.AGGREGATE (I " TO 5" DIA.)
MIN5.0'
POOL APPROX.
4a4 ° — 0.75' TO I .5' DEEP
;�7 T
77
AGGR GATE 5ACKIF ILLWIT005' DRA) � ° D4� /C /\
X
NON -WOVEN
GEOTEXTILE FABRIC TACK FABRIC
(NCDOT TYPE 11) TO LOG
HEADER LO
FOOTER LO
LOG SILL
NTS
SECTION A -A
HEADER LOG
FOOTER LOG
OVERLAP OF
DOWNSTREAM LOG
SECTION B -B (OPT 1 )
PROPOSED STREAM BANK
I%TO 3%
SECTION B -B (OPT 2)
�R, 4' MIN. LENGTH) OR
DUCKBILL ANCHORS INSTALLED PER
MANUFACTURERS IN5TRUCTION5 (TYP.)
REBAR (5/8" MIN. DIAMETER, 4' MIN. LENGTH) OR
DUCKBILL ANCHORS INSTALLED PER
MANUFACTURERS INSTRUCTIONS (TYP.)
NOTES:
I . LOGS SHOULD BE RELATIVELY STRAIGHT HARDWOOD AND RECENTLY
HARVESTED.
2. PROPOSED LOG DIAMETER:
A. REACH5 5 1, DT3 = 12" MIN
B. REACHES 52, 53, DT I, DT2, DT4 = 10" MIN
3. NAIL FILTER FABRIC U51NG 3" 1 OD GALVANIZED COMMON NAIL EVERY 1.5'
ALONG THE LOG
4. DUCKBILL ANCHORS MAY BE USED IN PLACE OF REBAR,
pres
302 Jefferson
Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D4

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LINE POST
BARBED OR
ELECTRIC WIRE
WOVEN WIRE
GROUND LINE
I G' MAX.
LINE POST
WOVEN WIRE WITH ONE BARB DETAIL
LINE POST
WOVEN WIRE:
ASTM CLASS 3 GALVANIZED.
TOP AND BOTTOM WIRES MIN. 12 GAUGE.
INTERMEDIATE AND STAY WIRES MIN.
12 1/2 GAUGE.
NOTES:
I . LINE POSTS (WOODEN): MIN. 4 IN. DIAM. OR 4 IN. SQUARE.
2. LINE POSTS (STEEL): STUDDED OR PUNCHED T, U, OR Y SHAPED, WITH ANCHOR PLATES.
3. MIN. WEIGHT 1.3 LBS./FT. (EXCLUDING ANCHOR PLATE). POSTS SHALL BE DRIVEN A MINIMUM
OF 18" DEEP AND MUST BE AT LEAST 5.5 FT IN LENGTH
4. SPECIES AND TREATMENT FOR ALL WOOD: USE UNTREATED DURABLE POSTS OF SPECIES
SUCH AS RED CEDAR, BLACK LOCUST OR OSAGE-ORANGE WITH BARK REMOVED, OR
NON -DURABLE WOOD THAT IS PRESERVATIVE PRESSURE TREATED (0.40 LBS./CUBIC FOOT
CCA, OR EQUIVALENT NON -CCA TREATMENT). DO NOT USE RED PINE.
CLASS B RIP RAF
TIMBER MAT INSTALLED
PERPENDICULAR
WOVEN WIRE I=ENCE (N RCS DETAIL 382A)
NTS
TOP OF ALL HEADER ROCKS SHALL BE SET TO A MINIMUM OF THE
BANKFULL ELEVATION. IF BEDROCK IS ENCOUNTERED IN CHANNEL,
FOOTER ROCKS SHALL BE SET AT GRADE WITH BOULDERS SELECTED
TO ACHIEVE A HEADER ROCK SET TO A MINIMUM OF THE BANKFULL
ELEVATION.
Ell
MAINTAIN EXISTING
DRAINAGE
m
N5
STABILIZE EXPOSED BANK WITH 2.5
SEED/MULCH AND EROSION
CONTROL MATTING
BACKFILL ABOVE GRAVEL WITH
COMPACTED SOIL TO STANDARD
PROCTOR 82%
HEADER ROCK
BACKFILL COMPOSED OF No 57 STONE
(MAX. OF 5% FINES)
GEOTEXTILE FABRIC
FOOTER ROCK
I
OBER MAT INSTALLED
2ALLEL I FILTER I
:ARRIAGE BOLT
TIMBER MAT
(TYP)
EXISTING TREES IN EXCAVATION AREAS TO BE
REMOVED UNLESS OTHERWISE DIRECTED
EXCAVATE SLOPE
PROPOSED CHANNEL BANK
EXISTING CHANNEL BANK
4'
STAGE AT
DESIGN DISCHARGE
0
D
p BASE FLOW
i
l
3'
SECTION VIEW
MEANDER BEND BOULDER STRUCTURE
NTS
/-fIADC.F A/`/`DF/`ATF
CULVERT O.G' UNLESS NOTED
OTHERWISE BY ENGINEER
SECTION VIEW
PROPOSED CULVERT CROSSING
NTS
BOULDER SIZING
TRENCH
NOTES:
POOL DEPTH
PLAN VIEW
DEPTH (FT)
BANKFULL
(T)
2'
I .
TIMBER MATS SHALL BE USED FOR TEMPORARY
SIA
SIA
2.5'
CONSTRUCTION ACCESS TO TRAVERSE WET AND/OR MUDDY
2.8'
SCALE: AS SHOWN
ARES ADJACENT TO THE STREAM AND TO CROSS THE
STREAM AND OTHER CONCENTRATED FLOW AREAS.
CARRIAGE BOLT
TIMBER MAT INSTALLED
(TYP)
PERPENDICULAR
2.
THE STREAM CROSSING SHALL BE INSTALLED WHEN FLOW IS
TIMBER MAT
LOW. THERE SHALL BE MINIMAL TO NO DISTURBANCE OF THE
CLASS B RIP RAP
TOP OF BANK INSTALLED PARALLEL
CHANNEL BED AND BANKS AS A RESULT OF INSTALLING THE
H
0
APPROACHES OR CROSSING.
0 0 0 0
,
IL
3.
THE LENGTH OF TIMBER MAT REQUIRED TO CROSS THE
/V/V/\
\\ \\ \\ \\
\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \
STREAM OR CONCENTRATED FLOW AREAS SHALL BE SUCH
THAT THE TIMBER MAT EXTENDS PAST THE TOP OF BANK ON
/X0\\
// // //
//\\/\\/\\/\\/\\/\\�\\/�\/�\/�/�//
/ // // // // // // // // // // // // / /////..
\/\/\/\/\//
EACH SIDE OF THE CROSSING A SUFFICIENT DISTANCE TO
\\\ \\\\\\\\\\\\\\\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\
SUPPORT THE MAXIMUM EQUIPMENT SIZE US 1 N G THE
CROSSING.
THE TIMBER
U
4.
STREAM CROSSINGS SHALL BE INSTALLED WITH
FILTER FABRIC
MAT LENGTHS ORIENTED PERPENDICULAR TO THE TOPS OF
TOE OF BANK
THE STREAM BANKS. TIMBER MAT STREAM APPROACHES
(TYP)
APPROXIMATE BASE FLOW
SHALL BE INSTALLED WITH THE TIMBER MAT LENGTHS
WATER SURFACE
ORIENTED PARALLEL TO THE TOPS OF THE STREAM BANKS.
5.
STREAM CROSSING APPROACHES FROM DRY AREAS SHALL
lIl—^
VJ
BE CONSTRUCTED USING CLASS B RIP RAP PLACED OVER
SECTION VIEW
Z
FILTER FABRIC.
G.
ALL TIMBER MATS, FILTER FABRIC, AND RIP RAP SHALL BE
O
COMPLETELY REMOVED FROM THE SITE WHEN THE CROSSING
IS REMOVED.
TIMBER MAT TEMPORARY CROSSING
NTS
z
EXISTING TREES IN EXCAVATION AREAS TO BE
REMOVED UNLESS OTHERWISE DIRECTED
EXCAVATE SLOPE
PROPOSED CHANNEL BANK
EXISTING CHANNEL BANK
4'
STAGE AT
DESIGN DISCHARGE
0
D
p BASE FLOW
i
l
3'
SECTION VIEW
MEANDER BEND BOULDER STRUCTURE
NTS
/-fIADC.F A/`/`DF/`ATF
CULVERT O.G' UNLESS NOTED
OTHERWISE BY ENGINEER
SECTION VIEW
PROPOSED CULVERT CROSSING
NTS
BOULDER SIZING
TRENCH
RIFFLE
POOL DEPTH
REACH
DEPTH (FT)
BANKFULL
(T)
2'
2'-2,5'
DEPTH, D (FT)
SIA
SIA
2.5'
1.5'
2.8'
EXISTING TREES IN EXCAVATION AREAS TO BE
REMOVED UNLESS OTHERWISE DIRECTED
EXCAVATE SLOPE
PROPOSED CHANNEL BANK
EXISTING CHANNEL BANK
4'
STAGE AT
DESIGN DISCHARGE
0
D
p BASE FLOW
i
l
3'
SECTION VIEW
MEANDER BEND BOULDER STRUCTURE
NTS
/-fIADC.F A/`/`DF/`ATF
CULVERT O.G' UNLESS NOTED
OTHERWISE BY ENGINEER
SECTION VIEW
PROPOSED CULVERT CROSSING
NTS
BOULDER SIZING
INSTALL CLAY PLUG 2 FEET
BELOW CULVERT INVERT
COARSE AGGREGATE
FLOW
PLAN VIEW
CONSTRUCTION NOTES:
I . BOULDERS SHALL BE ROTATED INTO THE BANK DURING PLACEMENT SUCH THAT THE
UPSTREAM BOULDERS OVERLAP THE DOWNSTREAM BOULDERS BY A MINIMUM OF I
INCH
2. MINIMUM TOE TRENCH DEPTH BELOW CHANNEL BOTTOM SHOULD BE SUCH THAT TOP
ELEVATION OF HEADER ROCK IS WITHIN 0.2' OF BANKFULL STAGE
3. ALL AREAS WHERE GRAVEL CONTACTS SOIL SHALL BE LINED WITH GEOTEXTILE FABRIC
4. GEOTEXTILE FABRIC SHALL MEET SPECIFICATIONS FOR TYPE 2 NCDOT GEOTEXTILE
FABRIC ACCORDING TO NCDOT STANDARD SPECIFICATION 1042-2
NOTES:
I . CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
2. INSTALL STREAM CROSSING PERPENDICULAR TO FLOW.
3. CONTRACTOR TO COORDINATE APPROPRIATE BEDDING MATERIAL WITH MANUFACTURER.
4. FILTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC OR EQUIVALENT.
5. WIDTH OF TYPICAL FARM CROSSINGS SHALL BE PER PLAN OR A MINIMUM OF 121.
G. WHEN REQUIRED, CONTRACTOR TO ENSURE PIPE MATERIAL AND COVER MEET H-20 LOADING
REQUIREMENTS.
FLOW
0000000000000 00 0000
EARTH FILL COVERED BY n
LARGE ANGULAR ROCK c
�0
>0C
�0�
�0�
�0�
DOv0v0,0� 0"0"0i"0" �0v0
�10^0F�0n0n0n0nlOn0 0n0�
10' MIN.
TOP OF BANK
0U0(1
_O_0
O,O-
C) C) _
STREAM CHANNEL
PLAN VIEW
LOG SILL SET TOP OF LOG I FT.
ABOVE CULVERT INVERT
MIN 3'
MIN 3'
O 0000000 000
n n 00C
0C
C
00
00
00
00
00
00
O
v v0`J0"0"0v0`J00C
O 0C_�0C_�0C_�0<-)0F�0F�0c
I O' MIN.
LOG SILL SET TOP OF LOG I FT.
ABOVE CULVERT INVERT
1pres'
REACH
LENGTH
WIDTH
DEPTH
HEADER
S 1 A
3'
2'
2'-2,5'
FOOTER
SIA
3'
2'
2,5'-3'
INSTALL CLAY PLUG 2 FEET
BELOW CULVERT INVERT
COARSE AGGREGATE
FLOW
PLAN VIEW
CONSTRUCTION NOTES:
I . BOULDERS SHALL BE ROTATED INTO THE BANK DURING PLACEMENT SUCH THAT THE
UPSTREAM BOULDERS OVERLAP THE DOWNSTREAM BOULDERS BY A MINIMUM OF I
INCH
2. MINIMUM TOE TRENCH DEPTH BELOW CHANNEL BOTTOM SHOULD BE SUCH THAT TOP
ELEVATION OF HEADER ROCK IS WITHIN 0.2' OF BANKFULL STAGE
3. ALL AREAS WHERE GRAVEL CONTACTS SOIL SHALL BE LINED WITH GEOTEXTILE FABRIC
4. GEOTEXTILE FABRIC SHALL MEET SPECIFICATIONS FOR TYPE 2 NCDOT GEOTEXTILE
FABRIC ACCORDING TO NCDOT STANDARD SPECIFICATION 1042-2
NOTES:
I . CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
2. INSTALL STREAM CROSSING PERPENDICULAR TO FLOW.
3. CONTRACTOR TO COORDINATE APPROPRIATE BEDDING MATERIAL WITH MANUFACTURER.
4. FILTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC OR EQUIVALENT.
5. WIDTH OF TYPICAL FARM CROSSINGS SHALL BE PER PLAN OR A MINIMUM OF 121.
G. WHEN REQUIRED, CONTRACTOR TO ENSURE PIPE MATERIAL AND COVER MEET H-20 LOADING
REQUIREMENTS.
FLOW
0000000000000 00 0000
EARTH FILL COVERED BY n
LARGE ANGULAR ROCK c
�0
>0C
�0�
�0�
�0�
DOv0v0,0� 0"0"0i"0" �0v0
�10^0F�0n0n0n0nlOn0 0n0�
10' MIN.
TOP OF BANK
0U0(1
_O_0
O,O-
C) C) _
STREAM CHANNEL
PLAN VIEW
LOG SILL SET TOP OF LOG I FT.
ABOVE CULVERT INVERT
MIN 3'
MIN 3'
O 0000000 000
n n 00C
0C
C
00
00
00
00
00
00
O
v v0`J0"0"0v0`J00C
O 0C_�0C_�0C_�0<-)0F�0F�0c
I O' MIN.
LOG SILL SET TOP OF LOG I FT.
ABOVE CULVERT INVERT
1pres'
302 Jefferson
Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
SEAL
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D5

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TOP OF BANK
SMALL POOL
LARGE COBBLE/
SMALL BOULDERS
ANCHOR BOULD
TOE OI _-11
FLOW
PLAN VIEW
CONSTRUCTED WOODY Rif fLE
NTS
A
4" - G" LOGS
4.0' CHANNEL 4.0' TOP OF BANK
TYP BOTTOM WIDTH Tyr,
-7-
7_777,17777 777 , ` �� _ _7777_77 � ��,/� j
\/\/\/\/\
r\\ r\\ r\\ r\\
PROPOSED TOE OF BANK
/\\/ RIFFLE MATERIAL; MIX OF WOODY
JK BRU5H AT GO%B ANAND
D NATIVE
SUBSTRATE MATERIAL AT 40%
CROSS SECTION A -A'
RIFFLE MATERIAL; MIX OF WOODY
DEBRIS (LOGS, BRANCHES, AND
BRUSH) AT GO%, AND NATIVE
SUBSTRATE MATERIAL AT 40%
VARIES VARIES VARIES
RIFFLE MATERIAL BEGIN RIFFLE PROPOSED TOP
CONTROL POINT OF BANK
FLOW END RIFFLE
FLOW CONTROL POINT
THALWEG o 0 0 0
THALWEG
4" - G" LOGS
BEGIN RIFFLE
CONTROL POINT
POOL
oo"Ncn =
NOTES:
I . CONSTRUCTED WOOD RIFFLES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS, AS SPECIFIED BY THE DESIGNER.
2. ELEVATION CONTROL POINTS SHALL BE DESIGNATED AT THE BEGINNING AND END OF RIFFLE POINTS TO ESTABLISH PART OF THE
PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINTS SHALL BE REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITH
3. RIFFLE MATERIAL SHALL BE COMPRISED OF A 60/40 MIX OF WOODY MATERIAL AND ROCKS. WOODY MATERIAL SHALL CONSIST OF
LOGS, BRANCHES, AND BRUSH NO GREATER THAN 4" IN DIAMETER. THE ROCK MATERIAL SHALL CONSIST OF AN EQUAL MIX OF
NATIVE SUBSTRATE MATERIAL WHEN POSSIBLE. MATERIAL SHALL BE EXCAVATED, STOCKPILED, AND RE -USED FROM ABANDONED
CHANNEL SECTIONS. IF A SUITABLE QUANTITY OF NATIVE SUBSTRATE MATERIAL CANNOT BE HARVESTED, CONTRACTOR MAY
SUBSTITUTE AN EQUAL MIX OF #5 / #57 STONE AND SURGE STONE.
4. THE PLACEMENT OF RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO CREATE A SMOOTH PROFILE, WITH NO ABRUPT "JUMP"
(TRANSITION) BETWEEN THE UPSTREAM POOL -GLIDE AND THE RIFFLE, AND LIKEWISE NO ABRUPT "DROP" (TRANSITION) BETWEEN THE
RIFFLE AND THE DOWNSTREAM RUN -POOL. THE FINISHED CROSS SECTION OF THE RIFFLE MATERIAL SHALL GENERALLY MATCH THE
SHAPE AND DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION.
5. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO ANOTHER IN -STREAM STRUCTURE (LOG SILL OR J -HOOK).
G. THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS AND/OR BED AS DESIGNATED BY THE DESIGNER. THE "KEY"
SHALL EXTEND BEYOND THE TOP OF BANK AT THE BEGINNING (CREST) OF THE RIFFLE. WHERE PRESERVATION OF EXISTING STREAM
BANK VEGETATION IS A PRIORITY A "KEY" MAY NOT BE USED (OR THE DIMENSIONS MAY BE ADJUSTED) TO LIMIT DISTURBANCE.
ANCHOR BOULDER
4.0'
TYP
RIFFLE MATERIAL;
SEE TABLE I
FLOW
GLIDE
LARGE COB13LE/5MALL
OULDERS, TYP
CHANNEL 1-11
TYP TOP OF BANK
BOTTOM WIDTH
CROSS SECTION A -A'
VARIES PER PROFILE
FLOW
O
NOTES:
I- - -�-77\l�7j
I
RIFFLES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS, AS SPECIFIED BY
REACH
STONE SIZE
TOE DESIGNER.
S 1 , 52, 53,
DT4
2.
ELEVATION CONTROL POINTS SHALL BE DESIGNATED AT THE BEGINNING AND END OF RIFFLE POINTS TO
ESTABLISH PART OF THE PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINTS SHALL BE REQUIRED
#3
34
TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN A TOLERANCE OF ±0.2'.
PROPOSED TOE OF BANK
3.
GRADE CONTROL ROCK SHALL BE COMPRISED OF A 50/50 MIX OF CLASS A AND B RIPRAP. GRADE
20
#3
CONTROL ROCK SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED THICKNESS OF RIFFLE
SURGE
30
MATERIAL SHALL ACHIEVE THE DESIGNATED GRADES.
20
4.
RIFFLE MATERIAL SHALL BE COMPRISED OF ROCKS AND LOGS. THE ROCK MATERIAL COMPOSITION
20
#3
SHALL MATCH TABLE I . RIFFLE MATERIAL SHALL BE EXCAVATED, STOCKPILED, AND RE -USED FROM
RIFFLE MATERIAL;
20
ABANDONED CHANNEL SECTIONS. ROCK RIFFLE MATERIAL OBTAINED OFFSITE SHALL BE SLIGHTLY
SEE TABLE I
ROUNDED, "RIVER -TYPE" ROCK, UNLESS OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE
CHANNEL.
O
N
5.
SPACING AND NUMBER OF LOGS SHOULD BE BASED ON RIFFLE LENGTH AND MAY VARY BASED ON LOG
AVAILABILITY. LOGS SHOULD BE SPACED EQUALLY AND ANCHORED TO THE CHANNEL BED WITH
GRADE CONTROL ROCK
BOULDERS.
50/50 MIX OF CLA55 A AND
G.
THE PLACEMENT OF GRADE CONTROL ROCK AND/OR RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO
B RIPRAP
CREATE A SMOOTH PROFILE, WITH NO ABRUPT "JUMP" (TRANSITION) BETWEEN THE UPSTREAM
POOL -GLIDE AND THE RIFFLE, AND LIKEWISE NO ABRUPT "DROP" (TRANSITION) BETWEEN THE RIFFLE AND
THE DOWNSTREAM RUN -POOL. THE FINISHED CROSS SECTION OF THE RIFFLE MATERIAL SHALL
GENERALLY MATCH THE SHAPE AND DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION WITH SOME
VARIABILITY OF THE THALWEG LOCATION AS A RESULT OF THE SMALL POOLS AND LOGS.
Z
7.
THE END OF RIFFLE CONTROL POINT MAY TIE IN TO ANOTHER IN -STREAM STRUCTURE (LOG SILL , J -HOOK,
ETC.). NO LOGS SHOULD BE INCLUDED WITHIN THE FOOTPRINT OF THE PROPOSED STRUCTURE.
8.
THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS AND/OR BED AS DESIGNATED BY
THE DESIGNER. THE "KEY" SHALL EXTEND BEYOND THE TOP OF BANK AT THE BEGINNING (CREST) OF THE
PROPOSED TOP
RIFFLE. WHERE PRESERVATION OF EXISTING STREAM BANK VEGETATION IS A PRIORITY A "KEY" MAY NOT
OF BANK
BE USED (OR THE DIMENSIONS MAY BE ADJUSTED) TO LIMIT DISTURBANCE.
END RIFFLE CONTROL POINT
RUN
4" - G" LOGS GRADE CONTROL ROCK
50/50 MIX OF CLASS A AND
PROFILE B RIPRAP
RIEELE GRADE CONTROL
NTS
POOL
1pres'
TABLE I
302 Jefferson
REACH
STONE SIZE
Raleigh, INC 27605
S 1 , 52, 53,
DT4
#5
33
#3
34
NATIVE
33
DTI
#5
20
#3
30
SURGE
30
NATIVE
20
DT3
#5
20
#3
GO
NATIVE
20
1pres'
302 Jefferson
Street, Suite 110
Raleigh, INC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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DRAWN:
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AFM
SHEET NUMBER:
D6

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1pres'
302 Jefferson
Street, Suite 110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
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DESIGNED:
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DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D7

49
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O
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o,
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LL
FLOW
TOE OF BANK, TYPICAL STREAM BANKS,
TYPICAL
COARSE AGGREGAI
BACKFILL (2" TO E
PLAN VIEW
I\NE INVERT
LL
IVERT LOG (SEE NOTE G 1 1)
ER FABRIC
VANE ARM LOG, TYPICAL
'TIONAL BALLAST BOULDER
ADER LOG
NOTES:
I . LOGS SHALL BE OF A MINIMUM OF 12" IN DIAMETER AND RELATIVELY STRAIGHT HARDWOOD, RECENTLY
HARVESTED.
2. A SINGLE LOG MAY BE USED IN LIEU OF A HEADEWOOTER LOG COMBINATION, PER DIRECTION OF
DESIGNER.
3. FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOG(5) AND THE STREAM BED, UNDER
THE COARSE BACKFILL MATERIAL. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK;
EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED A5 NEEDED.
4. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER (AND ANY
FOOTER) LOGS AND SHALL EXTEND OUT FROM THE VANE ARMS TO THE STREAM BANK AND UPSTREAM.
5. A5 AN OPTION, FLAT -SIDED BOULDERS MAY BE PLACED A5 BALLAST ON TOP OF THE STREAM BANK
51DE OF THE EMBEDDED VANE ARMS. DUCK BILL ANCHORS MAY BE USED IN LIEU OF BALLAST
BOULDERS.
G. DUCKBILL ANCHORS WITH GALVANIZED CABLE ATTACHED MAY BE U5ED TO SECURE LOG5 INTO THE
STREAM BED AND/OR BANKS. FLAT SIDED BOULDERS CAN BE USED IN LIEU OF THE LOG
INVERT/DUCKBILL ANCHOR SYSTEM.
SMALL POOL
LARGE COBBLE/
SMALL BOULDER
ANCHOR BOULD
FLOW
1
BANKFULL STREAM BANK
COARSE AGGREGATE
BACKFILL (2" TO G")
/ HEADER LOG
FOOTER LOG, IF
SPECIFIED
� ° D
STREAM BED IN POOL
FILTER FABRIC
o' TO Y3 w
SECTION A -A
COARSE AGGREGATE
BACKFILL (2" TO G")
FLOW
FILTER FABRIC)
LOG CROSS VANE
NTS
ANCHOR BOULDER
4.0'
TYP
A
j�
4" - G" LOGS
4" - G" LOGS
\\
RIFFLE MATERIAL;
SEE TABLE I
BEGIN RIFFLE
CONTROL POINT
FLOW
GLIDE
POOL
CHANNEL
BOTTOM WIDTH
MIN
5'
"l f
­ I //\//\//\/ \// \//\ /
CROSS SECTION A -A'
4" - G" LOGS
VARIES PER PROFILE
INVERT LOG
/ 3% TO 8%a
DUCKBILL ANCHOR
LARGE C0515LE/5MALL
BOULDERS, TYP
4.0'
TYP
TOP OF BANK
BAN KFU LL
HEADER LOG
FLOVV
FOOTER LOG
CHANN
BOTTOM
BA
COARSE BAC
CHANNEL TOP
OF BANK
FLOW
TYPICAL PLAN VIEW
PROPOSED STREAM
BANK
TOP OF BANK —
SILL CONTROL POINT
ELEVATION
HEADER BOULDER, TYPICAL
B
STREAM BED
FOOTER BOULDER, TYPICAL
SECTION B -B
NOTES:
1. BOULDERS DIMENSIONS SHALL BE AT LEAST 2.0' X 2.0' X 1.5'
2. COARSE AGGREGATE BACKFILL SHALL CONSIST OF A MIX OF GRAVEL, BALLAST STONE,
AND CLASS A RIPRAP.
3. THE BOULDER SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. PLACE FOOTER BOULDERS. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER
BOULDERS MAY BE SPECIFIED BY THE DESIGNER. THERE SHALL BE NO GAPS
BETWEEN BOULDERS.
B. INSTALL FILTER FABRIC.
C. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
D. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE
FOOTER BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING ON
THE COARSE BACKFILL). HEADER BOULDERS SHALL SPAN THE SEAMS OF THE
FOOTER BOULDERS. THERE SHALL NOT BE A SEAM IN THE CENTER OF THE
STREAM BED (AT THE THALWEG). THERE SHALL BE NO GAPS BETWEEN BOULDERS.
E. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS
BETWEEN THE BOULDERS ARE FILLED.
4. BACKFILL SHALL BE COMPACTED IN 12" LIFTS.
o X<
TABLE 1
\
REACH
STONE SIZE
9K %
#5
33
S I , 52, 53,
#3
34
DT4
PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINTS SHALL BE
RIFFLE MATERIAL;
SEE TABLE I
REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN A
NATIVE
33
#5
20
ROCK MATERIAL COMPOSITION SHALL MATCH TABLE 1. RIFFLE
#3
30
DTI
ABANDONED CHANNEL SECTIONS. ROCK RIFFLE MATERIAL OBTAINED
OFFSITE SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK, UNLESS
SURGE
30
NATIVE
20
LENGTH AND MAY VARY BASED ON LOG AVAILABILITY. LOGS SHOULD
#5
20
DT3
#3
GO
5. THE PLACEMENT OF RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO
NATIVE
20
CHANNEL
BOTTOM WIDTH
MIN
5'
"l f
­ I //\//\//\/ \// \//\ /
CROSS SECTION A -A'
4" - G" LOGS
VARIES PER PROFILE
INVERT LOG
/ 3% TO 8%a
DUCKBILL ANCHOR
LARGE C0515LE/5MALL
BOULDERS, TYP
4.0'
TYP
TOP OF BANK
BAN KFU LL
HEADER LOG
FLOVV
FOOTER LOG
CHANN
BOTTOM
BA
COARSE BAC
CHANNEL TOP
OF BANK
FLOW
TYPICAL PLAN VIEW
PROPOSED STREAM
BANK
TOP OF BANK —
SILL CONTROL POINT
ELEVATION
HEADER BOULDER, TYPICAL
B
STREAM BED
FOOTER BOULDER, TYPICAL
SECTION B -B
NOTES:
1. BOULDERS DIMENSIONS SHALL BE AT LEAST 2.0' X 2.0' X 1.5'
2. COARSE AGGREGATE BACKFILL SHALL CONSIST OF A MIX OF GRAVEL, BALLAST STONE,
AND CLASS A RIPRAP.
3. THE BOULDER SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. PLACE FOOTER BOULDERS. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER
BOULDERS MAY BE SPECIFIED BY THE DESIGNER. THERE SHALL BE NO GAPS
BETWEEN BOULDERS.
B. INSTALL FILTER FABRIC.
C. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
D. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE
FOOTER BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING ON
THE COARSE BACKFILL). HEADER BOULDERS SHALL SPAN THE SEAMS OF THE
FOOTER BOULDERS. THERE SHALL NOT BE A SEAM IN THE CENTER OF THE
STREAM BED (AT THE THALWEG). THERE SHALL BE NO GAPS BETWEEN BOULDERS.
E. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS
BETWEEN THE BOULDERS ARE FILLED.
4. BACKFILL SHALL BE COMPACTED IN 12" LIFTS.
o X<
NOTES:
NOTES:
\
Street, Suite 110
PROPOSED TOE OF BANK
1. CONSTRUCTED RIFFLES SHALL BE INSTALLED IN NEWLY GRADED
CHANNEL SECTIONS, AS SPECIFIED BY THE DESIGNER.
2. ELEVATION CONTROL POINTS SHALL BE DESIGNATED AT THE
BEGINNING AND END OF RIFFLE POINTS TO ESTABLISH PART OF THE
www.res.us
PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINTS SHALL BE
RIFFLE MATERIAL;
SEE TABLE I
REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN A
TOLERANCE OF ±0.2'.
3. RIFFLE MATERIAL SHALL BE COMPRISED OF ROCKS AND LOGS. THE
ROCK MATERIAL COMPOSITION SHALL MATCH TABLE 1. RIFFLE
MATERIAL SHALL BE EXCAVATED, STOCKPILED, AND RE -USED FROM
ABANDONED CHANNEL SECTIONS. ROCK RIFFLE MATERIAL OBTAINED
OFFSITE SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK, UNLESS
OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE CHANNEL.
4. SPACING AND NUMBER OF LOGS SHOULD BE BASED ON RIFFLE
LENGTH AND MAY VARY BASED ON LOG AVAILABILITY. LOGS SHOULD
BE SPACED EQUALLY AND ANCHORED TO THE CHANNEL BED WITH
o
N
BOULDERS.
5. THE PLACEMENT OF RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO
CREATE A SMOOTH PROFILE, WITH NO ABRUPT "JUMP" (TRANSITION)
�
BETWEEN THE UPSTREAM POOL -GLIDE AND THE RIFFLE, AND LIKEWISE
PROPOSED TOP
NO ABRUPT "DROP" (TRANSITION) BETWEEN THE RIFFLE AND THE
OF BANK
DOWNSTREAM RUN -POOL. THE FINISHED CROSS SECTION OF THE
RIFFLE MATERIAL SHALL GENERALLY MATCH THE SHAPE AND
DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION WITH SOME
END RIFFLE CONTROL POINT
VARIABILITY OF THE THALWEG LOCATION AS A RESULT OF THE SMALL
FLS POOLS AND LOGS.
RUN G. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO ANOTHER
IN -STREAM STRUCTURE (LOG SILL, J -HOOK, ETC.). NO LOGS SHOULD
POOL BE INCLUDED WITHIN THE FOOTPRINT OF THE PROPOSED STRUCTURE.
7. THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS
VA/VA/VA/VAS\A�\A�\A VA AND/OR BED AS DESIGNATED BY THE DESIGNER. THE "KEY" SHALL
EXTEND \ R FFLEWHERE DTHE PRESEROVATI00 NOF EXISTING STANK AT THE REAM RANKNNING EST) OF THE
VEGETATION IS A PRIORITY A "KEY" MAY NOT BE USED (OR THE
DIMENSIONS MAY BE ADJUSTED) TO LIMIT DISTURBANCE.
PROFILE
CONSTRUCTED RI EFLE
NT5
FLOW
PROPOSED
STREAM BED SILL CONTROL POINT ELEVATION
FLOW MIN. 5.0' HEADER BOULDER
A / FOOTER BOULDER
\/>/\��
BACKFILL (1ARSE G TO 4T)\
FILTER FABRIC
(804.2.11 CLASS 2)
INVERT
DL POINT
ROCK SILL
NTS
STREAM BED
SECTION A -A
—BANKFULL STREAM INVERT
CONTROL POINT
WOODY
DEBRISHEADER ROCK
/\Ir
/ /\\
C:>
I I I \\
� FOOTER ROCK
SECTION A -A' BACKFILL EXISTING
CHANNEL WITH NATIVE
MATERIAL AS NEEDED
BANKn
F�
HEADER ROCK
0.8' MAX (TYP.)
f j f FOOTER ROCK
WELL GRADED MIX OF
#57 STONE, CLA55 A
AND B RIPRAP FILTER FABRIC
PROFILE VIEW
1. STEP POOL ROCKS MUST HAVE AN INTERMEDIATE DIAMETER OF 12" TO 14" FOR HEADERS AND 14" TO 18" FOR FOOTERS.
2. BACKFILL MATERIAL, IF NEEDED TO ESTABLISH A STEP -POOL SUBPAVEMENT AND/OR TO RAISE THE CHANNEL BED DUE TO SCOUR/INCISION, SHALL BE
OF A TYPE, SIZE, AND GRADATION AS SPECIFIED BY THE DESIGNER. BACKFILL SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED
THICKNESS OF STEP -POOL MATERIAL SHALL ACHIEVE THE DESIGNATED GRADES.
3. STEP -POOL BED MATERIAL SHALL BE OF A TYPE, SIZE, AND GRADATION AS SPECIFIED BY THE DESIGNER TO BE MOBILE OR NON-MOBILE AS THE
CONDITIONS IN THE CHANNEL WARRANT (I.E. - CLEAN -WATER DISCHARGE ENVIRONMENT, HIGH BEDLOAD SYSTEM, ETC.) BED MATERIAL SHALL BE
EXCAVATED, STOCKPILED, AND RE -USED FROM ABANDONED CHANNEL SECTIONS WHEREVER PRACTICAL. OTHERWISE BED MATERIAL SHALL BE SLIGHTLY
ROUNDED, "RIVER -TYPE" ROCK, UNLESS OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE CHANNEL. LOGS AND OTHER WOODY DEBRIS MAY
BE INCORPORATED INTO THE STEP -POOL BED MATERIALS.
4. STEP -POOL INVERTS SHALL CONSIST OF BOULDERS OF AN INTERMEDIATE DIAMETER OF 12" TO 14" AND FOOTERS SHALL HAVE AN INTERMEDIATE
DIAMETER OF 14" TO 18". INVERTS SHALL BE SET AT A DROP/RISE FROM THE ADJACENT UPSTREAM/DOWNSTREAM INVERT TO ACCOMMODATE THE
PASSAGE OF FISH. THE INVERTS SHALL FORM THE THALWEG OF THE STEP POOL STRUCTURE. POOLS SHALL BE FORMED BETWEEN THE INVERTS TO
THE DIMENSIONS SPECIFIED BY THE DESIGNER.
5. THE BENCH OF THE STEP -POOL STRUCTURE SHALL BE FORMED BESIDE THE POOL AT THE DIMENSIONS SPECIFIED BY THE DESIGNER. THE BENCH SHALL
BE FORMED OF STEP -POOL MATERIALS PLACED TO A DEPTH SUCH THAT THEIR SURFACE MATCHES THE STEP -POOL INVERT IMMEDIATELY UPSTREAM.
G. USE CLASS A AND B RIPRAP TO FILL GAPS ON UPSTREAM SIDE OF STEP POOL ROCKS.
7. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE WITH CLASS A AND B RIPRAP TO THE ELEVATION OF THE TOP OF
THE HEADER ROCK.
8. FILTER FABRIC SHALL MEET SPECIFICATIONS FOR NCDOT WOVEN FILTER FABRIC.
STEP POOL
NT5
pres
302 Jefferson
Street, Suite 110
Raleigh, NC 27605
Main: 919.829.9909
Fax: [phone]
www.res.us
SEAL
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PROJECT NUMBER:
0383
PROJECT MANAGER:
CSC
DESIGNED:
BRC
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:
D8

Appendix B —
Data/Analysis/Supplementary Information

Morphological Parameters

Dogtown Morphological Parameters
Existing'
Bakers Creek S1A S1B S2A S2B S3A I S3B DT1B DT2 DT3A DT3B DT4
Feature
Riffle
Riffle
I
Run
Riffle
Riffle
Riffle
I
Pool
Riffle
Riffle
I
Pool
Riffle
Riffle
Riffle
Riffle
I
Pool
Riffle
I
Pool
Drainage Area ac
4095
424
427
63
71
117
UT Hauser Creek
132
67
14
435
S2B
480
S3B
100
Drainage Area miZ
6.40
0.66
0.67
0.10
0.11
0.18
Riffle
0.21
Pool
0.10
0.02
0.68
Riffle
0.75
Pool
Riffle
0.16
Pool
NC Regional Curve Discharge (cfsf
345
Pool
66
66
16
18
Riffle
26
Pool
28
17
5
67
Pool
72
I
Pool
23
NC Regional Curve Discharge (cfs)
342
68
69
18
19
424
27
30
18
6
70
75
24
Dimension
480
549
100
Drainage Area mit
0.67
0.05
0.98
0.66
BF Cross Sectional Area (ff)
113.0
13.2
0.21
11.7
14.4
4.8
5.9
10.1
8.6
9.5
0.75
12.2
6.9
4.0
12.5
16.2
0.16
17.8
8.0
12.1
BF Width ft
30.7
8.4
8.8
10.3
5.8
6.4
66
9.4
8.3
10.3
10.0
4.8
21.7
14.2
14.8
11.1
12.4
10.2
BF Mean Depth ft
3.7
1.6
80
1.3
1.4
0.8
0.9
NC Regional Curve Discharge cfs 3
1.1
1.0
0.9
1.2
1.4
0.2
0.9
1.1
1.6
0.6
1.2
BF Max Depth ft
5.0
1.9
1.9
1.9
1.1
1.4
18
2.1
1.2
1.3
1.9
2.2
0.5
1.2
1.7
2.3
1.1
50
2.1
Wetted Perimeter ft
33.4
10.8
10.8
11.5
6.7
7.5
11.5
9.6
11.2
11.5
7.6
21.8
15.0
15.4
13.5
12.8
11.9
Hydraulic Radius ft
3.4
1.2
1.1
1.2
0.7
0.8
0.9
0.9
0.9
1.1
0.9
0.2
0.8
1.1
1.3
0.6
1.0
Floodprone Width ft
47.1
10.8
10.9
14.5
22.0
13.6
15.5
13.1
40.0
33.8
22.0
24.3
18
45.0
BF Cross Sectional Area 1112
35.0
22.9
24.1
19.8
Width/Depth Ratio
8.3
5.4
1
6.6
7.3
7.1
6.9
5.9
8.8
8.0
11.1
8.2
3.4
116.4
16.0
13.4
7.0
19.2
8.7
Entrenchment Ratio
1.5
1.3
7.4
1.2
1.4
3.8
2.1
1.6
1.6
3.9
5.6
3.4
4.5
1.1
1.3
3.0
14.5
3.1
1.8
8.2
1.9
Bank Height Ratio
2.0
2.9
4.0
3.2 1
1.3
2.3
1
1.8 1
2.6
1 1.6
1
1.3
2.2
1.0 1
1.3
3.4
1
2.4
4.6
1
2.8
Bed Material
1.5
1.9
1.3
1.6
0.8
0.9
0.9
1.3
0.6
0.9
0.8
1.1
1.2
1.5
1.3
Description D50
Gravel
Medium Gravel
Medium Gravel
Coarse Gravel
Coarse Gravel
Coarse Gravel
Coarse Gravel
Coarse Sand
Coarse Sand
Fine Gravel
Fine Gravel
Medium Gravel
D16 mm
1.3
1.8
1.4
2.8
1.4
1.6
1.5
1.6
1.7
0.8
1.7
1.4
0.62
-
0.78
1.6
0.78
2.9
1.7
0.73
3.1
D50 mm
4.1
1.9
10
14.5
10
16
5.6
16
6.4
25
25
14.5
0.97
16.6
7.1
7.1
8.9
13
6.0
D84 mm
22
7.5
27
9.1
27
66
16.2
66
62
8.9
62
10.0
16
1.3
22
1.4
22
0.7
32
Additional Reach Parameters
1.3
1.4
0.7
0.8
0.8
1.1
0.6
0.8
0.7
0.9
1.1
1.3
1.2
1.4
0.8
Valley Length ft
3087
Floodprone Width ft
924
504
373
742
>30
430
>30
828
495
251
181
>17
1354
>19
1102
Channel Length ft
3291.3
N/A
>36
560
550
>28
842
>28
500
953
Width/Depth Ratio
582
287
198
8.9
1673
7.5
9.8
1228
7.1
Sinuosity
1.07
9.1
N/A
1.11
1.48
1.13
9.3
1.16
9.3
9
1.15
1.17
1.15
1.10
9.4
1.24
9.3
1.11
Channel Slope ft/ft
0.0028
3.7
0.0070
2.7
0.0070
0.0130
4.7
0.0200
0.0160
>2.2
0.0140
>2.2
0.0160
0.0075
0.0100
>2.2
0.0100
>2.2
>2.2
0.0120
Ros en Classification
G4c
>2.2
G4c
G4c
E4
E4
>2.2
G4c
>2.2
C4
1.0
E5
B5
G4c
C4
1.8
C4
1.0
Reference Reach
Design
UT Grassy Creek
UT Hauser Creek
Watery Fork
S1A
S2B
S3B
DT1A
DT1B
DT3B (US)
DT3B (DS)
DT4
Feature
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
I
Pool
Riffle
I
Pool
Drainage Area ac
426
29
624
424
71
132
34
67
480
549
100
Drainage Area mit
0.67
0.05
0.98
0.66
0.11
0.21
0.05
0.10
0.75
0.86
0.16
NC Regional Curve Discharge cfs 2
66
9
87
66
18
28
11
17
72
80
23
NC Regional Curve Discharge cfs 3
69
10
90
68
19
30
12
18
75
82
24
Design/Calculated Discharge cfs
50
7
87
5o
14-16
23
10
16
41
51
22
Dimension
BF Cross Sectional Area 1112
18.8
24.1
3.0
4.2
23.0
25.6
18.3
23.1
5.9
7.7
7.4
11.9
3.4
5.7
5.3
8.5
13.8
21.7
15.8
24.9
7.4
10.4
BF Width ft
13.6
14.6
5.2
5.6
15.0
13.5
13.6
14.5
7.4
8.2
8.3
9.5
5.6
6.6
7.0
8.0
11.6
14.3
12.6
15.2
8.3
8.7
BF Mean Depth ft
1.4
1.6
0.6
0.8
1.5
1.9
1.3
1.6
0.8
0.9
0.9
1.3
0.6
0.9
0.8
1.1
1.2
1.5
1.3
1.6
0.9
1.2
BF Max Depth ft
1.9
2.9
0.8
1.2
2.0
2.5
1.8
2.8
1.0
1.5
1.2
2.0
0.8
1.4
1.0
1.7
1.6
2.9
1.7
3.1
1.2
1.9
Wetted Perimeter ft
14.5
16.8
5.6
6.4
16.1
15.2
14.5
16.6
8.0
9.2
8.9
10.8
6.0
7.5
7.5
9.1
12.4
16.2
13.4
17.2
8.9
10.0
Hydraulic Radius ff
1.3
1.4
0.5
0.7
1.4
1.7
1.3
1.4
0.7
0.8
0.8
1.1
0.6
0.8
0.7
0.9
1.1
1.3
1.2
1.4
0.8
1.0
Floodprone Width ft
51
39
30
27
>30
>30
>30
>30
>17
>17
>19
>19
>13
>13
>16
>16
>36
>26
>28
>28
>19
>19
Width/Depth Ratio
9.9
8.9
8.9
7.5
9.8
7.1
10.1
9.1
9.3
8.8
9.3
9.3
9.3
9.3
9
9.2
9
7.5
9.8
9
9.4
10.0
9.3
9.3
7.3
Entrenchment Ratio
3.7
2.7
5.8
4.7
2.0
2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
Bank Height Ratio
1.0
1.1
1.7
1.3
1.8
1.3
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Bed Material
Description D50
Medium Gravel
Very Fine Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
Very Coarse Gravel
D16 mm
2.8
1.1
1.6
-
-
-
-
-
-
-
-
D50 mm
11
3.7
45
32
34
37
50
50
44
44
33
D84 mm
16
25
130
-
-
-
-
-
-
-
-
Pattern
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Channel Beltwidth ft
28
51
15
35
36
114
28
51
21
50
24
56
16
38
20
47
29
91
31
98
24
56
Radius of Curvature ft
24
64
6
17
14
73
24
64
9
24
10
27
6
18
8
23
11
58
12
63
10
27
Radius of Curvature Ratio
1.8
4.7
1.2
3.3
2.5
4.9
2
5
1
3
1
3
1
3
1
3
1
5
1
5
1
3
Meander Wavelength ft
59
77
23
43
112
345
59
77
33
61
37
69
25
46
31
58
89
274
97
298
37
69
Meander Width Ratio
2.1
3.8
2.9
6.7
6.4
7.6
4
6
4
8
4
8
4
8
4
8
8
24
8
24
4
8
Profile
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Riffle Length ft
6
18
4
18
12
35
6
18
5
25
6
29
4
19
5
24
10
28
10
30
6
29
Run Length ft
7
16
3
8
2
1016
4
12
5
13
3
9
4
11
2
8
2
9
5
13
Pool Length ft
5
42
3
10
3
18
5
42
4
14
5
16
3
11
4
13
3
14
3
16
5
16
Pool -to-Pool Spacing ft
18
64
12
35
29
62
18
64
17
50
19
56
13
38
16
47
23
49 1
25
54
1 19
56
Additional Reach Parameters
Valley Length ft
279
146
1238
887
865
710
741
1224
1112
181
968
Channel Length ft
318
185
1
1500
1025
973
816
850
1384
1323
199
1125
Sinuosit
1.14
1.27
1.21
1.16
1.12
1.15
1.15
1.13
1.19
1.09
1.16
Water Surface Slo aft/ft
-
-
-
-
-
-
-
-
Channel Slope ft/ft
0.0040
0.0130
0.0100
0.0055
0.0110
0.0100
0.0200
0.0150
0.0070
0.0080
0.0090
Ros en Classificationj
E4
I
E4
I
E4
I
E4
E4
E4
E4
E4
E4
E4
E4

Mitigation Type P1 Ell EIII P1
EI
P1
P1
P3
EI
Pres
P1
P1
P1
Ell
Ell
Reach ID S1 S1 S2 S2
S3
S3
DTI
DTI
DT2
DT3
DT3
DT3
DT4
BAKERS CRK
BAKERS CRK
Reach A B A B
A
B
A
B
DS
A
B(US)
B(DS)
B
US
DS
DA (ac) 424 427 63 71
117
132
34
67
14
435
480
549.3
100
2762
4095
DA (sqmi) 0.66 0.67 0.10 0.11
0.18
0.21
0.05
0.10
0.02
0.68
0.75
0.86
0.16
4.32
6.40
Ex.. Conds XSs
— QBKF 42-50 12-19 17-20
16-26
22-28
29-39
16-20
FFQ Analysis
_JIW15-24
Q1.1 67 67 23 25
33
35
17
24
10
68
72
77
30
188
233
Q1.5 106 106 36 38
51
54
25
37
15
108
114
123
46
311
389
Q2 137 137 48 51
67
71
34
49
20
139
146
158
61
386
481
Q10 306 308 96 103
140
150
66
99
38
311
330
359
127
960
1221
Rural Piedmont Regional Curves
NC-QBKForig
66 66 16 18
26
28
11
17
5
67
72
80
23
259
345
NC-QBKF rev
68 69 18 19
27
30
12
18
6
70
75
82
24
259
342
VA-QBKF
30 30 5 6
9
10
3
5
1
30
33
38
8
175
255
SCS (Hydraflow Hydrographs with 6 hour duration and a PSF of 484)
Q1
51 58 7
14
10
16
2
22
26
33
6
Q1.5
72 82 10
22
14
22
3
35
41
51
10
Q2
93 107 14
29
17
28
4
49
56
69
13
Q5
174 202 28
58
29
49
8
112
128
155
30
Q10
248 289 41
85
39
68
11
178
202
241
48
Q25
363 426 63
129
55
97
17
289
326
384
77
Q50
464 546 82
168
68
122
22
390
440
515
102
USGS RR Eqns (Region 1)
Q21996 EQN5 108 109 29 32
45
48
19
30
10
110
118
130
40
396
519
Q22001 EQN5 101 102 27 29
41
45
17
28
9
103
110
121
37
377
497
Q2 121 121 35 38
53
57
24
36
13
123
131
143
47
408
527
Q5 228 229 69 75
102
110
47
71
26
232
246
268
92
738
945
Recommended Design Flows =
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Appendix C —Site Protection Instrument

Unique Places
To Save -
June 13, 2017
Daniel Ingram
Resource Environmental Solutions
302 Jefferson Street, Suite 110
Raleigh, NC 27605
Dear Mr. Ingram,
This letter confirms that Resource Environmental Solutions has agreed to engage Unique Places to Save ("UP2S"), a
501(c)3 not-for-profit organization located in the State of North Carolina, as the conservation easement grantee and
long-term steward for the Dogtown Water Quality Improvement ("Site") located near Conover in Catawba County,
North Carolina. The Site consists of two conservation easement areas; one being a 10.46 acre mitigation site as
part of the Duke Carolinas et al. Mitigation Order and the other being a 54.92 acre umbrella mitigation bank. As
the conservation easement grantee and long-term steward, UP2S has agreed to and shall be responsible for periodic
inspection of the Site to ensure that restrictions required in the conservation easements are enforced and maintained.
Specific responsibilities include:
• Monitoring of Site is conducted on an annual basis.
• An on-site inspection is conducted once per year.
• Visits to Site are coordinated with landowner when possible.
• Annual monitoring reports are sent to the landowner when possible.
• Signage for the easement boundary is maintained.
• Violations and potential violations of the conservation easement deed are promptly communicated to the
landowner.
Environmental Banc & Exchange, LLC shall act as Bank Sponsor of the Site. UP2S shall receive a stewardship
endowment in the amount of $54,917.00 to ensure annual Site inspections occur and the terms of the conservation
easement are legally defended into perpetuity.
As the bond obligee for the construction and monitoring phase of the 54.92 -acre umbrella mitigation site, we agree
to abide by the terms of the bond agreement(s) in the event that Resource Environmental Solutions fails to perform
or no longer exists.
David Harper, Rograrn Director
Unique Places to Save
6/13/2017
Date
Representative Signature
Resource Environmental Solutions
107/1
Printed Name
�/ , /�Z_9,0/7
Date
500 Westover Drive, #8050 • Sanford, NC 27330 • 910-707-3622 - info(a)uniqueplacestosave.org

Unique Places To Save Annual Monitoring and Legal Defense Endowment
Dogtown Mitigaton Easement -CONFIDENTIAL
Annual Monitoring
Staff time to monitor mitigation easement, including file
review, travel time, on site time, post visit report production
Staff time needed to address minor violations or issues
Staff time to address exercise of reserved rights by landowner
Mileage
Meal Costs
Insurance
Accepting and Defending the Easement in Perpetuity
Staff time for major violations
Legal Counsel
Other Incidentals
Units
Hours
Cost/Unit Frequency
Annual Cost
42.43 acres
8.5
$
60.00 Annual
$ 510.00
N/A
8.5
$
600.00 Once every 10 yrs.
$ 51.00
N/A
8.5
$
600.00 Once every 10 yrs.
$ 51.00
255
N/A
$
0.54 Annual
$ 137.70
2
N/A
$
17.00 Annual
$ 34.00
1
N/A
$
85.00 N/A
$ 85.00
Total Annual Funding Amount
$ 868.70
Capitalization Rate
3.50%
Monitoring Endowment
$24,820.00
N/A
81
60 N/A
$ 4,860.00
N/A
N/A
N/A N/A
$ 8,500.00
N/A
N/A
N/A N/A
$ 8,500.00
Legal Defense Endowment
$ 21,860.00

Unique Places
To Sage
Unique Places To Save
Property Monitoring Report 2017
I. PROPERTY INFORMATION
• NAME OF PROPERTY:
• PROPERTY ACREAGE:
DATE EASEMENT GRANTED:
• DATE OF ANY EASEMENT AMENDMENT(S):
• OWNER/REPRESENTATIVE CONTACT INFORMATION
• GENERAL PROPERTY LOCATION
PROPERTY DESCRIPTION (acreage, general biophysical characteristics, land/resource use):
• DESCRIPTION OF AREAS OF SPECIAL CONCERN, FEATURES OR RESTRICTIONS (building envelopes, areas of intensive
management, riparian areas, access points, historic, etc.)
II. MONITORING INFORMATION
DATE(S) OF INSPECTION:
• GENERAL WEATHER CONDITIONS (temp, cloud cover, precip):
• IF AVAILABLE, APPROXIMATE PRECIPITATION TOTAL FOR PREVIOUS YEAR:
LIST ALL PERSONS ATTENDING INSPECTION:
TIME SPENT ON INSPECTION: hours
• WAS THE OWNER/REPRESENTATIVE CONTACTED PRIOR TO INSPECTION? Y N
Unique Places
I To Save
Owner
Manager/Representative
Name(s)
Address
City, State, Zip
Phone
Email
• GENERAL PROPERTY LOCATION
PROPERTY DESCRIPTION (acreage, general biophysical characteristics, land/resource use):
• DESCRIPTION OF AREAS OF SPECIAL CONCERN, FEATURES OR RESTRICTIONS (building envelopes, areas of intensive
management, riparian areas, access points, historic, etc.)
II. MONITORING INFORMATION
DATE(S) OF INSPECTION:
• GENERAL WEATHER CONDITIONS (temp, cloud cover, precip):
• IF AVAILABLE, APPROXIMATE PRECIPITATION TOTAL FOR PREVIOUS YEAR:
LIST ALL PERSONS ATTENDING INSPECTION:
TIME SPENT ON INSPECTION: hours
• WAS THE OWNER/REPRESENTATIVE CONTACTED PRIOR TO INSPECTION? Y N
Unique Places
I To Save

DID THE OWNER/REPRESENTATIVE ACCOMPANY MONITOR? Y N
WAS THE EASEMENT REVIEWED PRIOR TO INSPECTION? Y N
WAS THE PROPERTY TRANSFERRED SINCE THE LAST REPORT? Y N
o IF YES: DEED FROM: DEED TO:
IS THE PROPERTY CURRENTLY FOR SALE?
r=011
III. MONITOR OBSERVATIONS
• NATURAL AND/OR AGRICULTURAL COMMUNITIES OBSERVED. Note any rare species.
• DESCRIBE CURRENT MANAGEMENT AND LAND USE WITHIN THE EASEMENT:
• LIST AND DESCRIBE ANY MANAGEMENT CHANGES SINCE LAST INSPECTION. Describe the activity or alteration. Note
location and extent. Document with maps, photos, and/or illustrations.
♦ AGRICULTURAL/OPERATIONAL CHANGES:
♦ LAND USE CHANGES:
♦ ECOSYSTEM/SPECIES PRESERVATION:
♦ SCIENTIFIC (research, surveys, etc.):
♦ RECREATIONAL OR EDUCATIONAL:
♦ WILDLIFE OR HABITAT MANAGEMENT/RESTORATION:
♦ EXOTICS OR DISEASE CONTROL:
♦ OTHER:
• LIST AND DESCRIBE ANY MAN -INDUCED ALTERATIONS SINCE LAST INSPECTION. Describe the activity or alteration.
Note location and extent. Document with maps, photos, and/or illustrations.
♦ CONSTRUCTION OF ROADS, STRUCTURES OR ANY OTHER IMPROVEMENTS:
♦ EROSION OR OTHER SOIL DISTURBANCE:
♦ OHV/ORV USE:
♦ FERAL ANIMALS AND/OR EXOTIC PLANTS:
♦ TRESPASSING AND/OR BOUNDARY ENCROACHMENT:
♦ TRASH DUMPING AND/OR VANDALISM:
Unique Places
To Sage

♦ CONTINUAL OVERUSE:
♦ DISEASE (plant or animal):
♦ POLLUTION:
♦ DEFERRED REQUIRED MAINTENANCE:
♦ OTHER:
• DESCRIBE ANY CHANGES AND/OR ACTIVITIES PERMITTED UNDER THE TERMS OF THE EASEMENT. Such as
construction of buildings, facilities, general improvements, roads, water infrastructure. Include all reserved rights
exercised since last inspection. Note location and extent and any changes and/or activities and attach maps, photos,
and/or illustrations as necessary.
• DESCRIBE ANY CHANGES AND/OR ACTIVITIES WHICH MAY BE INCONSISTENT WITH THE TERMS OF THE EASEMENT.
Such as construction of buildings, facilities, general improvements, roads, water infrastructure. Note location and
extent and any changes and/or activities and attach maps, photos, and/or illustrations as necessary.
• NOTE ANY OBSERVED CHANGES IN ADJACENT PROPERTY OWNERSHIP OR CONDITION. NOTE ANY CONTACT WITH
NEIGHBORING LANDOWNERS.
• LANDOWNER/REPRESENTATIVE COMMENTS. Include any landowner/representative comments specifically related to
the terms of the conservation easement and changes in land use or management.
IV. SUMMARY, STATUS AND RECOMMENDATIONS
• SUMMARY. Provide a brief narrative. Information from previous reports must be incorporated if available. Include
impressions of long-term trends and conditions of the site.
• STATUS OF COMPLIANCE.
o NO VIOLATION(S) OF EASEMENT TERMS OBSERVED
o UNSURE DUE TO THE NEED FOR ADDITIONAL INFORMATION OR EVALUATION
o SOME EVIDENCE OR ACTIVITIES WERE OBSERVED WHICH MAY BE IN VIOLATION OF THE EASEMENT
• SUGGEST ANY ACTIONS THAT SHOULD BETAKEN ASA RESULT OF THIS SITE MONITORING VISIT:
INFORMATION AND SUGGESTIONS FOR 2013 MONITORING VISIT:
V. MONITOR CONTACT INFORMATION
NAME:
TITLE:
Unique Places
To Sage

ADDRESS:
PHONE:
EMAIL:
SIGNATURE OF MONITOR: DATE:
*This report is a record of one person's observations during one visit. It is not intended to be a statement of landowner compliance of the conservation
easement.
VI. DESCRIPTION OF ENCLOSURES AND ATTACHMENTS
Indicate the number of the following items accompanying this report:
Aerial photos
Ground photos
Maps and Illustrations
Additional documentation
Other
If attachments are separated from this report, note their location:
Unique Places
ON I To Save

VIII. PHOTODOCUMENTATION LIST
Fill in the table below for all photos taken during the monitoring site visit. Also attach a map showing the location where the
photo(s) were taken.
UTM Northing UTM Easting
Photo # Photopoint Description (meters) (meters)
Unique Places
I To Save

Unique Pisces
— TO Save
Unique Places To Save
Stewardship Monitoring Procedures and Guidelines
Unique Places To Save (UP2Save) is dedicated to upholding and defending the
conservation values of the easements it holds. An important aspect of achieving this is to
conduct our stewardship monitoring practices in a professional, accurate, and efficient
manner. The following procedures and guidelines will help ensure that staff will have the
guidance and expertise to properly monitor UP2Save's conservation easements.
UP2Save's stewardship monitoring procedures and guidelines are separated into three
stages: (1) pre -monitoring due diligence; (2) monitoring of the easement property; and (3)
post -monitoring due diligence. Each stage in the monitoring process is crucial in
employing sound monitoring practices and creating accurate and reliable documentation.
Pre -monitoring Due Diligence:
Pre -monitoring due diligence includes components that prepare the monitor for the
impending field work and documentation of their stewardship activities. The following
procedures shall be followed prior to all conservation easement monitoring visits:
1. Contact the landowner to schedule a monitoring visit at least one to two weeks
prior to the scheduled visit either by phone, email, or letter (make an effort to
group monitoring visits to multiple easements in the same general area in one
trip).
2. Make an effort to invite the landowner to be involved in the monitoring process.
Usually having the landowner available for questions or discussion of issues
before and after monitoring is fine. It is not necessary that the landowner
accompany the monitor around the property unless the landowner prefers to do
So.
3. If unknown, acquire any information needed to access the property (e.g. lock
combinations, gate locations, road/trail locations, contact information for land
managers and neighboring landowners).
4. A few days prior to the monitoring visit, make an effort to contact the landowner
to confirm the monitoring date.
5. Prior to the monitoring date, review the conservation easement deed, baseline
documentation report, most recent monitoring report, and any other pertinent
information (e.g. landowner correspondence, older monitoring reports).
6. Create a monitoring map of the property using aerial imagery or a topo map as
the base layer. Ensure that the property boundary is clearly depicted on the map
as well as any building envelopes or other important boundaries or landscape
features (e.g. stream buffers, forest management plots, property points of access).
7. Enter the property boundary and BDR photopoint locations (if available) into a
GPS unit for field reference.

8. Inform at least two staff members of your schedule and destination(s). Have an
emergency contact phone number available at the office.
9. Monitoring material that is needed on the monitoring visit includes:
a. Stewardship Binder
b. Monitoring map
c. GPS unit (with extra batteries)
d. Compass
e. Camera (with extra batteries)
f. Notepad
10. Prepare for your field work. Bring necessary field equipment to conduct a safe
and effective monitoring visit. Field equipment should include:
Required
a.
Sunscreen
b.
Extra water
c.
Extra clothing
d.
Extra food
e.
Extra cash
f.
Topo map of greater area
g.
First Aid/Survival Kit
h.
Blanket(s)
i.
Shovel
j.
Spare tire(s)
k.
Cell phone
1.
Flares
in.
Bolt cutters
n.
Crowbar
Optional
a.
Tent
b.
Sleeping bag
c.
Firearm(s)
d.
Stove
e.
Laptop computer
f.
Bear spray
Approximate pre -monitoring due diligence completion time: 3 hours
Monitoring of the Easement Property
The field portion of the monitoring effort should be interpreted as (1) an opportunity to
maintain and improve relations with landowners and/or landowner representatives; (2) a
small-scale duplication effort of the baseline documentation report; (3) an opportunity to
enhance, alter, or correct any deficiencies or errors in past monitoring efforts; and (4) a
check on the activities within and conditions of the property under easement.
The following procedures and guidelines will help ensure the efficiency, accuracy, and
safety of a monitoring visit:
1. The monitor should have a clear strategy of how the property will be monitored
prior to the site visit.

2. Meet with the landowner if possible prior to engaging in field work. Ask about
land management activities (past, present or future), activities on adjacent lands,
and any other issues related to the terms of the conservation easement.
3. Invite the landowner to accompany the monitor in the field. This is not necessary,
but it is polite to ask.
4. Enact the monitoring strategy laid out prior to the visit using all tools available
(e.g. GPS, compass, maps, photos).
5. Use GPS to track the monitoring route and take coordinates of photopoint
locations. Use the compass to take azimuth readings at the photopoint locations
(direction photo was taken). All photopoint coordinates must be taken in UTM
coordinates, Zone 13. All azimuth reading must be taken using the 3 -digit method
(0 to 360°) to decrease ambiguity as opposed to using quadrants. For example, recording
a bearing of 192° is much clearer than 12° W of S, or S12°W.
6. Walk or drive as much of the property as possible making an effort to visit all access
points, boundary lines, and property corners. Pay special attention to building envelope
areas and other areas that may have more restrictive covenants (e.g. stream corridors, no -
timbering zones, high quality habitat areas).
7. Duplicate the photopoint locations that are depicted in the BDR. If new photopoint
locations are required; develop the new photopoint locations based upon current
landscape conditions and activities. Document these new locations in the monitoring
report and make notes that future monitoring efforts should follow the new photopoint
format. Note: the original photopoints portrayed in the BDR must always be replicated
unless the BDR is amended to not include certain photopoint locations.
8. TAKE FIELD NOTES! Do not rely on memory to complete the monitoring report.
9. Make an effort to meet with the landowner after the field visit to discuss any minor, non -
violation issues or other observations made while conducting the field visit. Do not,
under any circumstances, discuss potential minor or major violations to the
conservation easement with the landowner. UP2Save has specific procedures to
follow when addressing potential violations (see UP2Save's Conservation Easement
Violations Policy).
Approximate monitoring completion time: 4-16 hours depending upon driving time and
size/complexity of property.
Post -monitoring Due Diligence: -
Post -monitoring due diligence primarily consists of developing documentation of the
monitoring visit. This documentation consists of -
1 .
£
1. Filling out the monitoring report
2. Creating a monitoring map including the photopoints, access points, monitoring track,
and any other points of interest.
3. Writing a letter to the landowner that summarizes the monitoring visit and also states that
the landowner is in compliance with the terms of the conservation easement. If the
landowner is not in compliance with the terms of the conservation easement, then staff
will follow the UP2Save's Conservation Easement Violations Policy.
4. Properly duplicate the monitoring report and file all copies according to the
UP2Save's Stewardship Records Management Policy.

Mail the signed monitoring report and compliance letter to the landowner and any
representatives listed in the baseline or that have received monitoring reports in the past.
Schedule the next monitoring visit based upon observations in the field and seasonal
access to the property.
Approximate completion time: 3 hours

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 , 201_ 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 the Internal Revenue
Code, 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: wetlands, 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 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 U.S. Army Corps of Engineers, Wilmington District ("Third -Party," to
include any successor agencies), and may be exercised through the appropriate
enforcement agencies of the United States, and that these rights are in addition to, and
do not limit, the rights of enforcement under the Department of the Army instrument
number SAW- ("Mitigation Banking Instrument"), or any permit or
certification issued by the Third -Party.
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.
DURATIONOF 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 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 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, 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 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.
L. 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, and the Corps for purposes of
constructing, maintaining and monitoring the restoration, enhancement and
Dreservation of streams. wetlands and riaarian areas within the Conservation
Easement Area..
M. 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.
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 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.
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
A. To accomplish the purposes of this Easement, Grantee, and the Corps 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
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. If livestock operations will be maintained on the
property, Grantor is responsible for all long-term management activities associated
with fencing to ensure livestock do not have access to the Protected Property. These
activities include the maintenance and/or replacement of fence structures, as deemed
necessary by the Grantee, 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 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)

Appendix D — DWR Stream Identification
Forms

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NC DWQ Stream Identification Form Version 4.11
Date:
Project/Site:
Latitude:
Evaluator:
County:
Longitude:
Total Points:
Stream Determination (circle one)
Other
Stream is at least intermittent
Ephemeral Intermittent Perennial
e.g. Quad Name:
if >_ 19 or perennial if >_ 30*
2
3
A. Geomorphology (Subtotal=_)
Absent
Weak
Moderate
Strong
1"Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
1
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0
1
2
3
4. Particle size of stream substrate
0
1
2
3
5. Active/relict floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0
1
2
3
9. Grade control
0
0.5
1
1.5
10. Natural valley
0
0.5
1
1.5
11. Second or greater order channel
No
= 0
Yes = 3
Sketch:
Q artificial ditches are not rated; see discussions in manual
B. Hydrology (Subtotal = )
12. Presence of Baseflow
0
1
2
3
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
1 0.5
1 1
1.5
17. Soil -based evidence of high water table?
0
No = 0
Yes = 3
1.5
C. Biology (Subtotal =
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)
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
0.5
1
1.5
26. Wetland plants in streambed
FACW = 0.75;
OBL = 1.5 Other = 0
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

Appendix E — USACE District Assessment
Methods/Forms

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STREAM QUALITY ASSESSMENT WORKSHEET
These characteristics are not assessed in coastal streams.
#
CHARACTERISTICS
ECOREGION POINT
RANGE
SCORE
Coastal
Piedmont
Mountain
1
Presence of flow /persistent pools in stream
( no flow or saturation = 0; strop flow = max oints)
0-5
0 - 4
0 - 5
.t
Evidence of past human alteration
(_extensive alteration = 0; no alteration = max oints
0-6
0 - 5
0 - 5
3
Riparian zone
(no buffer = 0• contiguous, wide buffer = max oints)
0 - 6
0-4
0 - 5
4
Evidence of nutrient or chemical discharges
( extensive discharges = 0; no discharges = maxoints)
0 - 5
0-4
0-4
5
Groundwater discharge
(no discharge = 0; springs, seeps, wetlands, etc. = max oints)
0-3
0-4
0-4
V
6
Presence of adjacent floodplain
0-4
0-4
0-2
(no floodplain = 0; extensive floodplain = max oints)
Entrenchment / floodplain access
00
(deeply entrenched = 0; frequent flooding = max oints)
0-5
0-4
0 - 2
8
Presence of adjacent wetlands
(no wetlands = 0; large adjacent wetlands = max oints)
0-6
0-4
0-2
9
Channel sinuosity
0-5
0-4
0-3
(extensive channelization = 0; natural meander = max oints)
10
Sediment input
0-5
0-4
0-4
(extensive deposition-- 0; little or no sediment = max points)
r11i
Size & diversity of channel bed substrate
(fine, homogenous = 0; large, diverse sizes = max oints)
NA*
0-4
0-5
Evidence of channel incision or widening
F12
(deeply incised = 0; stable bed & banks = max oints)0
- 5
0-4
0 - 5
13
Presence of major bank failures
a
Wo
erosion = 0; no erosion, stable banks = max oints)
0 - 5
0-5
0 - 5
14
Root depth and density on banks
(no visible roots = 0; dense roots throughout = max oints)
0-3
0 - 4
0 -- 5
15
Impact by agriculture, livestock, or timber production
(substantial impact =0; no evidence = max oints)
0-5
0 - 4
0-5
16
Presence of riffle-pool/ripple-pool complexes
Ino riffles/ripples or pools = 0; well-developed = max oints
0 - 3
0- 5
0-6
17
Habitat complexity
little or no habitat = 0; frequent, varied habitats = maxpoints)
0-6
0-6
0-6
Canopy coverage over streambed
18
(no shading vegetation = 0; continuous cano ,. = maxpoints)0-5
0 - 5
0-5
19Substrate
embeddedness
NA*
0-4
0-4
(deeply embedded = 0; loose structure = max
20
Presence of stream invertebrates (see page 4)
>4(no
evidence = 0; common numerous es = maxpoints)
0-4
0-5
0-5
21
Presence of amphibians
0-4
0-4
0-4
O
(no evidence = 0; common, numerous types = max oints)
0
22
Presence offish
0-4
0-4
0-4
no evidence = 0; common, numerous types = max oints)
23
Evidence of wildlife use
0-6
0 - 5
0-5
(no evidence = 0; abundant evidence = max €,; tints F
Total Points Possible
100
100
100
TOTAL SCORE (also enter on first
page)
These characteristics are not assessed in coastal streams.

Appendix F —Wetland JD Forms

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2017-00636 County: Catawba U.S.G.S. Quad: NC -Millersville
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Colonel Land, LLC
Judson Smith
Address: 412 N. 4th Street, Suite 300
Baton Rouge, LA 70802
Telephone Number: 919-209-1060
E-mail: ismithAres.us
Size (acres) 67.95 Nearest Town Conover
Nearest Waterway Bakers Creek River Basin Santee
USGS HUC 03050101 Coordinates Latitude: 35.753747
Longitude: -81.190942
Location description: The review area is located 0.284 Southeast of Skyhawk Lane and C and B Farm Road. PIN(s):
37530906030,375305291678.
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters 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 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 2/27/2017. 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 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
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 at the project area, which is not sufficiently accurate and reliable to support an enforceable
permit decision. We recommend that you have the waters 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 on 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.
❑ We recommend you have the waters 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 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 MAP DATE. If you wish to have the
delineation surveyed, the Corps can review and verify the survey upon completion. Once verified, this survey will provide an
accurate depiction of all areas subject to CWA and/or RHA 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 have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official
identified below on SURVEY SIGNED DATE. 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 Department 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 Catherine Janiczak at 704-510-1438 or
Catherine.M.Janiczaknusace.armv.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 5/24/2017.
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: Jason Steele, 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.**
JAN ICZAK.CATHERINE.MARIE.15355870 pN'-US,-U.S�-111111, DIID,I PKI, -US,
Corps Regulatory Official: 66 D JANICZAK14101RINE.MAKIE.153558JOfi8
Date:2 ICZAK1A 10 ERINEAARIE
Date of JD: 5/24/2017 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 our Customer Satisfaction Survey, located online at
http://corpsmapu.usace.gM.mil/cm apex/f?p=136:4:0.
Copy furnished:
Agent:
Resource Environmental Solutions
Jeremy Schmid
Address:
302 Jefferson Street, Suite 110
Raleigh, NC 27605
Telephone Number:
919-345-3034
E-mail:
JSchmidAres.us

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
A licant: Colonel Land, LLC, Judson Smith File Number: SAW -2017-00636 Date: 5/24/2017
Attached is: See Section below
LAPPROVED
PROFFERED PERMIT Standard Permit or Letter of ermission A
RED PERMIT Standard Permit or Letter of ermission B
DENIAL C
JURISDICTIONAL DETERMINATION D
INARY JURISDICTIONAL DETERMINATION E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http://www.usace.gM.mil/Missions/CivilWorks/Re ug latorrogramandPennits.aspx
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
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Catherine Janiczak
CESAD-PDO
Asheville Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 10M 15
151 Patton Avenue, Room 208
Atlanta, Georgia 30303-8801
Asheville, North Carolina 28801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportuni to participate in all site investigations.
Date:
Telephone number:
Signature of appellant oragent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Catherine Janiczak , 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. Jason Steele, Administrative
Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 5/24/2017
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Colonel Land, LLC, Judson, Smith, 412 N. 4th Street,
Suite 300, Baton Rouge, LA, 70802
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Dogtown Mitigation Site, SAW -2017-00636
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: The review area is located 0.284 Southeast of
Skyhawk Lane and C and B Farm Road. PIN(s): 37530906030, 375305291678.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Catawba City: Conover
Center coordinates of site (lat/long in degree decimal format): Latitude: 35.753747 Longitude: -81.190942
Universal Transverse Mercator:
Name of nearest waterbody: Bakers Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): 04/14/2017
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Estimated amount of
Geographic authority to
Type of aquatic
aquatic resources in
which the aquatic resource
Latitude (decimal
Longitude (decimal
resources (i.e.,
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non -
and linear feet, if
Section 404 or Section
wetland waters)
applicable
10/404)
WA
35.75397500
-81.19385400
0.11 acres
Wetland
404
WB
35.75358100
-81.19304400
0.13 acres
Wetland
404
WC
35.75344900
-81.19193300
0.05 acres
Wetland
404
WD
35.75291300
-81.19285400
0.24 acres
Wetland
404
WE
35.75303500
-81.18995200
0.06 acres
Wetland
404
WF
35.75220900
-81.18638200
0.39 acres
Wetland
404

PA
35.7538
-81.1938
0.66 acres
Wetland
404
PB
35.7535
-87.1926
0.35 acres
Wetland
404
PC
35.7532
-81.191
1.46 acres
Wetland
404
Baker's
Creek
35.754026
-81.187627
5528 If
Non -Wetland
404
UT2
35.752786
-81.192605
706 If
Non -Wetland
404
UT3
35.753342
-81.189122
573 If
Non -Wetland
404
UT4
35.752843
-81.193183
513 If
Non -Wetland
404
UT5
35.7526110
-81.19288100
1446 If
Non -Wetland
404
UT6-A
35.7575
-81.1835
473 If
Non -Wetland
404
UT6-B
35.7537
-81.1835
296 If
Non -Wetland
404
UT6-C
35.7523
-81.1856
1231 If
Non -Wetland
404
S1
35.7637
-81.1852
1500 If
Non -Wetland
404
S2 -A
35.7641
-81.1822
601 If
Non -Wetland
404
S2-13
35.7648
-81.1838
613 If
Non -Wetland
404
S3 -A
35.7605
-81.1827
442 If
Non -Wetland
404
S3 -B
35.7603
-81.1846
780 If
Non -Wetland
404
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: Waters of the U.S. Map (Date: 02/27/2017)_
® 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:
❑ Natural Resources Conservation Service Soil Survey. Citation:
❑ National wetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEN A/FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
❑ Photographs: ❑Aerial (Name & Date):
or ❑Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
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.
Digitally signed by
JANICZAK.CATHERIN JANI�K
oAUS3RINEMARIE.15=DOD,
E.MARIE.1535587066 m JANIQAK.ATHERINE.MARIE.153558
Dade: 2017.05.2410:17:56-04'00'
Signature and date of Regulatory Signature and date of
staff member completing PJD 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.

Legend
Proposed Easement
Wetland Limits (0.97 Ac.)
Open Water Limits (2.47 Ac.)
Streams (14,701 LF)
Upland Data Point
Wetland Data Point
OO Dogtown—Reach Breaks
7e
JA?
s map is for planning purposes only. Delineation
results are approximate and have not been survey
located. Areas shown have not been verified by
NCDWR or USACE.
A
mpw)
D RNT 5
UT5A9
WD WE
D -6
-4
Ak
Waters of the U.S. Map
Dogtown Mitigation Site
0 100 200
e!!5iiil!T5iiR Catawba County
Feet
r
Date: 5/8/2017
Drawn by: RTM
Checked by: xxxxmxx res

Appendix G —Regulatory Agency Scoping
Letters

DEPARTMENT THE ARMY
CO
j WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
. WILMINGTON, NORTH CAROLINA 28403-1343
REPLY TO
ATTENTION OF:
September 18, 2017
Re: NCIRT Review and USACE Approval of the RES Catawba Umbrella Mitigation Bank:
Dogtown Mitigation Site; SAW -2017-00608
Resource Environmental Solutions, LLC
Attention: Mr. Daniel Ingram
302 Jefferson Street, Suite 110
Raleigh, North Carolina 27605
Dear Mr. Ingram:
This letter is in regard to your prospectus document for the proposed RES Catawba
Umbrella Mitigation Bank dated March 23, 2017. The proposal consists of the establishment and
operation of a 54.9 -acre commercial stream and wetland mitigation site known as the Dogtown
Site, located on C and B Farm Road, four miles northeast of Conover, in Catawba County, North
Carolina. (Latitude 35.753050°, Longitude -81.190668°)
The Corps determined the prospectus document was complete and issued a public notice
(P/N # SAW -2017-00608) on March 24, 2017. 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 reviewed the information provided and considered the comments received
in response to the public notice. We have determined that the proposed mitigation bank appears
to have the potential to restore and protect aquatic resources within the Upper Catawba 8 -digit
Hydrologic Unit Code (HUC) 03050101 of the Catawba River Basin. Therefore, the bank
sponsor may proceed with preparation of a draft Mitigation Banking Instrument (MBI).
We appreciate your interest in restoring and protecting waters of the United States. If
you have questions concerning the path forward for the proposed mitigation bank, please do not
hesitate to contact me at [phone] extension 4234.
Sincerely,
Steve Kichefski
Regulatory Project Manager
Enclosures

Electronic Copies Furnished:
NCIRT Distribution List

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary Susi H. Hamilton
April 13, 2017
Steve Kichefski
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: RES Catawba Umbrella Mitigation Bank, Dogtown Mitigation Site, SAW 2017-00608,
Catawba County, ER 17-0604
Dear Mr. Kichefski:
We have received a public notice 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 919-807-6579 or
environmental.reviewgncdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
�L� aoLa-ta&�-
Ramona M. Bartos
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 276994617 Telephone/Fax: [phone]-6599

M E M O R A N D U M
302 Jefferson Street, Suite 110
TO: NC IRT
FROM: Cara Conder - RES
DATE: 05/31/18
fires
Raleigh, North Carolina 27605 919.209.1052 tel. [phone] fax
RE: Dogtown Bank IRT Site Visit — northern portion
Attendees: Steve Kichefski (USACE), Kim Browning (USACE), Mac Haupt (NC DWR), Olivia
Munzer (NCWRC), Cara Conder (RES), Daniel Ingram (RES), David Godley (RES), Timothy
Swartzfager (RES), Ryan Medric (RES)
Date: May 30, 2018
The IRT and RES had a site visit at the northern section of the Dogtown site due to the entire IRT
not seeing this portion of the project and RES proposing some different reach treatments on this
portion. Also, reaches UT6-B and UT6-A (southeastern section) in the prospectus were removed.
The middle area between the proposed project area not in the bank portion is another project in a
conservation area. IRT members agreed the Dogtown site is acceptable for compensatory
mitigation, and final credit ratios will be determined in the Approved Mitigation Plan. Reach
specific comments are below.
Northern portion
• S1 -A: This reach was originally proposed as enhancement II in the prospectus, but after
additional site visits and survey data, RES proposed restoration on this reach. Priority 2
restoration will be done near the start of this reach beginning at the currently perched
culvert, then transition to Priority I restoration.
• S I -B: This reach is the tie-in with Baker's Creek and is currently proposed as enhancement
II. Mac Haupt commented that it would either be tied -in with enhancement II or restoration,
but to bring it in before the confluence, based on design constraints. Enhancement measures
will include planting the buffer and cattle exclusion. Group agreed to this approach.
• S2 -B: Group agreed that restoration is appropriate for this reach. The limits of restoration
on this reach will be determined in the mitigation plan.
• S2 -A: RES originally proposed enhancement III on this reach that would include bank
stabilization, planting, buffer protection to 100 feet, and invasives control. The beginning
of this treatment is to be determined. Cows do not have access to this reach; however, RES
proposed starting the restoration section above the first couple meanders past the fence line
to better tie-in with the restoration section. USACE and DWR commented that banks
appear mostly stable and suggested giving preservation credit for this reach with an
approach of invasives treatment. Steve commented to stop restoration at a headcut, then a
short section of enhancement I,and enhancement III at a 10:1 ratio to the property line. Kim

suggested completing NCSAM on this section of the reach to demonstrate the preservation
value.
• S3 -A: This reach is proposed as enhancement I that includes lifting this reach in line, bank
stabilization, buffer planting, and cattle exclusion. Kim commented that some of the banks
do need stabilization, but that the reach is stable overall. Daniel commented that this
approach is to tie-in with the restoration section and attain the needed slope.
• S3 -B: Group agreed to restoration and crossing will be reset. Mac commented to pay
special attention to the tie-in with Baker's Creek.
There is a section of Baker's Creek between SI -B and S3 -B that is not currently in the project.
The IRT agreed to enhancement II consisting of buffer planting on right bank and cattle exclusion
for this section if it is added to the project.
Olivia Munzer with NCWRC had not seen the southern portion of the project and RES and Olivia
visited this section after the northern portion. Group also evaluated a reach that could be added to
the project from an adjacent landowner. DT3-A extends to the west on the property line and would
be a mix of extending the preservation and transitioning to enhancement II with buffer planting
and cattle exclusion.